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‫ﺗﻴﻢ ﻃﻃﺮاﺣﻲ ﺳﺎزه ‪8088‬‬ ‫‬‫‪www‬‬ ‫‪w.Iransazee.com‬‬ ‫‪ww‬‬ ‫‪ww.Saze8088.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪررﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﺎﺳﺒﺎت ﺳﺎزه‬ ‫ت‬ ‫دﻓﺘﺮﭼﻪ ﻣ‬

‫ﻛﻨﺎن ﺳﺎززﻣﺎن ﻋﻤﺮﺮان ﺷﻬﺮﺮداري‬ ‫ﻣﺴﻜﻦ ﻛﺎرﻛﻨ‬ ‫ﭘﺮوژه ﻣﺴﻜﻮﻧﻧﻲ ﺗﻌﺎوﻧﻧﻲ ﻜﻦ‬ ‫ه‬ ‫ﻫﻤﺪان‬ ‫‪AISC 360-05‬‬ ‫‪5/IBC20‬‬ ‫ﻣﺒﻨﺎي ‪006‬‬ ‫ﻃﻃﺮاﺣﻲ ﺑﺮووش ﺣﺎﻟﺖ ﺣﺪي ﺑﺮ ﻣﺒ‬

‫ﻃﺮاح ﺳﺎزه ‪:‬‬ ‫ﻃﺮ‬

‫ﻣﻬﻨﺪس ااﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫‪arjafarii2004@gm‬‬ ‫‪mail.com‬‬

‫‪WW‬‬ ‫‪WW.IR‬‬ ‫‪RANSA‬‬ ‫‪AZE.CO‬‬ ‫‪OM‬‬

‫ﺧﺧﺮداد ‪89‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻓﻬﺮﺳﺖ ﻣﻄﺎﻟﺐ‬ ‫اﻳﻦ دﻓﺘﺮﭼﻪ ﻣﺤﺎﺳﺒﺎت ﺷﺎﻣﻞ ﻣﻮارد زﻳﺮ اﺳﺖ‪:‬‬ ‫‪-‬‬

‫ﻣﻘﺪﻣﻪ‬

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‫ﻣﺸﺨﺼﺎت ﭘﺮوژه‬

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‫ﻫﻨﺪﺳﻪ ﺳﺎزه‬

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‫ﺑﺎرﮔﺬاري‬

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‫ﻣﻘﺎﻃﻊ ﻣﻮرد اﺳﺘﻔﺎده در ﺳﺎزه‬

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‫ﺧﻼﺻﻪ ﻧﺘﺎﻳﺞ ﺗﺤﻠﻴﻞ دﻳﻨﺎﻣﻴﻜﻲ‬

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‫اﺻﻼح ﻣﻘﺎدﻳﺮ ﺑﺮون از ﻣﺮﻛﺰﻳﺖ اﺗﻔﺎﻗﻲ ﻣﻄﺎﺑﻖ ﺿﻮاﺑﻂ آﻳﻴﻦ ﻧﺎﻣﻪ ‪2800‬‬

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‫ﺧﻼﺻﻪ اي از اﻃﻼﻋﺎت و ﻧﺘﺎﻳﺞ ﻧﺮم اﻓﺰار‬

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‫ﻣﺨﺘﺼﺎت ﻣﺮﻛﺰ ﺟﺮم وﺳﺨﺘﻲ ﺳﺎزه‬

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‫ﻛﻨﺘﺮل واژﮔﻮﻧﻲ ﺳﺎزه‬

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‫ﺧﻼﺻﻪ ﻧﺘﺎﻳﺞ ﻃﺮاﺣﻲ ﺗﻴﺮﻫﺎ‬

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‫ﺧﻼﺻﻪ ﻧﺘﺎﻳﺞ ﻃﺮاﺣﻲ ﺳﺘﻮﻧﻬﺎ‬

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‫ﺧﻼﺻﻪ ﻧﺘﺎﻳﺞ ﻃﺮاﺣﻲ ﺑﺎدﺑﻨﺪﻫﺎ‬

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‫ﺧﻼﺻﻪ ﻃﺮاﺣﻲ اﺗﺼﺎﻻت‬

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‫ﺧﻼﺻﻪ ﻧﺘﺎﻳﺞ ﻃﺮاﺣﻲ ﭘﻴﻬﺎ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﻘﺪﻣﻪ‬ ‫‪ -1‬ﻣﺠﻤﻮﻋﻪ ﺷﺎﻣﻞ ﻳﻚ ﺳﺎﺧﺘﻤﺎن در‪ 6‬ﺳﻘﻒ ) ﺑﺪون اﺣﺘﺴﺎب ﺧﺮﭘﺸﺘﻪ ﻣﻴﺒﺎﺷﺪ(‪ .‬ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﻛﻮﭼﻚ ﺑﻮدن ﺳﻄﺢ ﺧﺮﭘﺸﺘﻪ ) ﻛﻤﺘﺮ از‬ ‫‪ 25‬درﺻﺪ ﺑﺎم ( ﺳﻘﻒ ﺧﺮﭘﺸﺘﻪ ﺑﻪ ﻋﻨﻮان ﻳﻚ ﻃﺒﻘﻪ ﻣﺤﺴﻮب ﻧﺸﺪه اﺳﺖ‪ .‬در ﻣﺪﻟﺴﺎزي ﺳﺎزه ﭼﻮن ﺑﻪ روش دﻳﻨﺎﻣﻴﻜﻲ ﺗﺤﻠﻴﻞ‬ ‫اﻧﺠﺎم ﺷﺪه اﺳﺖ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ آﻧﻜﻪ ﻧﻴﺎزي ﺑﻪ در ﻧﻈﺮ ﮔﺮﻓﺘﻦ ﻧﻴﺮوي زﻟﺰﻟﻪ ﺑﻪ ﺧﺮﭘﺸﺘﻪ ﻧﻴﺴﺖ‪ ،‬از ﻣﺪل ﻛﺮدن ﺧﺮﭘﺸﺘﻪ ﺻﺮﻓﻨﻈﺮ ﺷﺪه‬ ‫اﺳﺖ و در ﻋﻮض ﺑﺎر ﺧﺮﭘﺸﺘﻪ ﺑﻪ ﺳﺘﻮﻧﻬﺎي ﻃﺒﻘﻪ ﺑﺎم ﺑﻪ ﺻﻮرت ﺑﺎر ﻧﻘﻄﻪ اي اﻋﻤﺎل ﺷﺪه اﺳﺖ‪ .‬ﻣﺠﻤﻮﻋﻪ در دو ﺑﻠﻮك و ﺑﺎ درز‬ ‫اﻧﻘﻄﺎع از ﻫﻢ ﺟﺪا ﺷﺪه اﻧﺪ‬ ‫‪ -2‬زﻣﻴﻦ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﺗﻘﺴﻴﻢ ﺑﻨﺪي آﻳﻴﻦ ﻧﺎﻣﻪ ‪ 2800‬و ﻣﺒﺤﺚ ﺷﺸﻢ از ﻧﻮع ‪ III‬ﺑﺎ ﻣﻘﺎوﻣﺖ ‪ 1.75‬ﻛﻴﻠﻮﮔﺮم ﺑﺮ ﺳﺎﻧﺘﻴﻤﺘﺮ ﻣﺮﺑﻊ ﻓﺮض‬ ‫ﺷﺪه اﺳﺖ‪.‬‬ ‫‪ -3‬ﺑﺮاي ﺳﺎزه اﺳﻜﻠﺖ ﻓﻠﺰي ﺑﺎ ﺳﻴﺴﺘﻢ ﻗﺎب ﺳﺎده ﻓﻠﺰي و ﻣﻬﺎرﺑﻨﺪﻫﺎي ﻫﻤﻤﺤﻮر در ﺗﻤﺎﻣﻲ ﻗﺴﻤﺘﻬﺎ اﺳﺘﻔﺎده ﺷﺪه اﺳﺖ‪.‬‬ ‫‪ -4‬ﺳﻴﺴﺘﻢ ﺳﻘﻒ در ﺗﻤﺎﻣﻲ ﻗﺴﻤﺘﻬﺎ ﻛﺎﻣﭙﻮزﻳﺖ ﺑﺎ دال ﺑﺘﻨﻲ ﺑﻪ ﺿﺨﺎﻣﺖ ‪ 10‬ﺳﺎﻧﺘﻴﻤﺘﺮ اﻧﺘﺨﺎب ﺷﺪه اﺳﺖ‪ .‬ﻃﺮاﺣﻲ ﺗﻴﺮﻫﺎي ﻛﺎﻣﭙﻮزﻳﻴﺖ‬ ‫در ﻧﺮم اﻓﺰار ‪ ETABS‬ﺑﻪ روش ﺗﻨﺶ ﻣﺠﺎز و ﻃﺮاﺣﻲ اﺳﻜﻠﺖ ﺑﻪ روش ‪ LRFD‬و ﻣﻄﺎﺑﻖ ﺿﻮاﺑﻂ ﻓﺼﻞ دوم ﻣﺒﺤﺚ دﻫﻢ اﻧﺠﺎم‬ ‫ﺷﺪه اﺳﺖ‪.‬‬ ‫‪ -5‬ﺳﺎزه ﺑﻪ ﺧﺎﻃﺮ ﺷﻜﻞ و اﺑﻌﺎد ﭘﻼﻧﻬﺎ ﺑﻪ ﺻﻮرت ﻧﺎﻣﻨﻈﻢ ﻓﺮض ﺷﺪه اﺳﺖ و ﺑﺮ اﻳﻦ اﺳﺎس و اﻳﻨﻜﻪ ارﺗﻔﺎع ﺳﺎزه ﺑﻴﺶ از ‪ 18‬ﻣﺘﺮ‬ ‫اﺳﺖ‪ ،‬از ﺗﺤﻠﻴﻞ دﻳﻨﺎﻣﻴﻜﻲ ﺟﻬﺖ ﻃﺮاﺣﻲ اﺳﺘﻔﺎده ﺷﺪه اﺳﺖ‪.‬‬ ‫‪ -6‬ﺑﺮﺷﻬﺎي ﭘﺎﻳﻪ ﺑﻪ دﺳﺖ آﻣﺪه از ﺗﺤﻠﻴﻞ دﻳﻨﺎﻣﻴﻜﻲ ﺑﺮ اﺳﺎس ﺿﻮاﺑﻂ ﺑﻨﺪ ‪ 4-2-4-2‬آﻳﻴﻦ ﻧﺎﻣﻪ ‪ 2800‬و ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﻧﺎﻣﻨﻈﻢ ﺑﻮدن‬ ‫ﺳﺎزه ﺑﻪ ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ﻫﻤﭙﺎﻳﻪ ﺷﺪه اﺳﺖ‪.‬‬ ‫‪ -7‬در ﺗﺤﻠﻴﻞ دﻳﻨﺎﻣﻴﻜﻲ ﺳﺎزه ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ وﺟﻮد ﺳﻪ درﺟﻪ آزادي در ﻫﺮ ﻃﺒﻘﻪ )ﺑﺎ ﻓﺮض ﺻﻠﺒﻴﺖ ﻛﻔﻬﺎ( و ﺟﻬﺖ رﻋﺎﻳﺖ ﻛﺎﻣﻞ ﺿﺎﺑﻄﻪ‬ ‫‪ 2-2-4-2‬آﻳﻴﻦ ﻧﺎﻣﻪ ‪ 2800‬در زﻣﻴﻨﻪ ﺗﻌﺪاد ﻣﻮدﻫﺎي ﻧﻮﺳﺎن‪ ،‬ﺣﺪاﻛﺜﺮ ﺗﻌﺪاد ﻣﻮدﻫﺎي ﻧﻮﺳﺎن ﺑﺮاﺑﺮ ﺑﺎ ﺳﻪ ﺑﺮاﺑﺮ ﺗﻌﺪاد ﺳﻘﻔﻬﺎ در‬ ‫ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ‪ .‬ﺑﺮ اﻳﻦ اﺳﺎس ﺑﺮاي ﺳﺎزه ‪ 18‬ﻣﻮد ﻧﻮﺳﺎن در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ‪.‬‬ ‫‪ -8‬در ﻃﺮاﺣﻲ ﺳﻘﻔﻬﺎي ﻛﺎﻣﭙﻮزﻳﺖ از آﻳﻴﻦ ﻧﺎﻣﻪ ‪ AISC-ASD01‬و ﻣﺎﺑﻘﻲ اﺳﻜﻠﺖ ﻓﻠﺰي از آﻳﻴﻦ ﻧﺎﻣﻪ‬ ‫‪) AISC360/IBC2006-LRFD‬ﺟﻬﺖ رﻋﺎﻳﺖ ﺿﻮاﺑﻂ وﻳﮋه ﻃﺮح ﻟﺮزه اي ﻣﺒﺤﺚ دﻫﻢ در ﺑﺨﺶ ‪ (3-10‬و در ﻣﻮرد ﭘﻲ‬ ‫از آﻳﻴﻦ ﻧﺎﻣﻪ ‪) CSAA23.3-94‬ﺑﻪ ﺟﻬﺖ ﻧﺰدﻳﻚ ﺑﻮدن ﺿﻮاﺑﻂ آن ﺑﻪ ﺿﻮاﺑﻂ ﻣﺒﺤﺚ ﻧﻬﻢ ﻣﻘﺮرات ﻣﻠﻲ ﺳﺎﺧﺘﻤﺎﻧﻲ( اﺳﺘﻔﺎده‬ ‫ﺷﺪه اﺳﺖ‪ .‬ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﻣﻮرد اﺳﺘﻔﺎده در اﻳﻦ ﺣﺎﻻت ﻫﻤﺎن ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﻣﺒﺎﺣﺚ ﻣﻘﺮرات ﻣﻠﻲ ﺳﺎﺧﺘﻤﺎﻧﻲ )ﻣﺒﺎﺣﺚ ‪ 9 ، 6‬و‬ ‫‪ (10‬ﻣﻴﺒﺎﺷﺪ‬ ‫‪ -9‬آﻳﻴﻦ ﻧﺎﻣﻪ ﻫﺎي ﻣﻮرد اﺳﺘﻔﺎده در ﻣﻮرد ﺑﺎزﮔﺬاري ﻣﺒﺤﺚ ﺷﺸﻢ ﻣﻘﺮرات ﻣﻠﻲ ﺳﺎﺧﺘﻤﺎﻧﻲ‪ ،‬در ﻣﻮرد ﻃﺮاﺣﻲ اﺳﻜﻠﺖ ﻓﻠﺰي ﻣﺒﺤﺚ دﻫﻢ‬ ‫)وﻳﺮاﻳﺶ‪ (87‬و در ﻣﻮرد ﭘﻴﻬﺎ ﻣﺒﺤﺚ ﻧﻬﻢ ﻣﻘﺮرات ﻣﻠﻲ ﻣﻴﺒﺎﺷﺪ‪.‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫‪-10‬‬

‫ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﻧﺎﻣﻨﻈﻢ ﺑﻮدن ﺳﺎزه ﺟﻬﺖ رﻋﺎﻳﺖ ﺿﻮاﺑﻂ ﺑﻨﺪ ‪ 4-1-2‬آﻳﻴﻦ ﻧﺎﻣﻪ ﺑﺮاي ﺑﺎرﮔﺬاري دﻳﻨﺎﻣﻴﻜﻲ ﻋﻼوه ﺑﺮ اﻋﻤﺎل‬

‫ﻃﻴﻒ زﻟﺰﻟﻪ در دو ﺟﻬﺖ اﺻﻠﻲ ﻣﺘﻌﺎﻣﺪ ﺳﺎزه ﻫﺎ‪ ،‬در ﺟﻬﺎت ﻣﺎﻳﻞ ﺑﺎ زواﻳﺎي‪ 45 ، 22.5‬و ‪ 67.5‬درﺟﻪ ﻧﻴﺰ اﻋﻤﺎل ﮔﺮدﻳﺪه اﺳﺖ‪.‬‬ ‫‪-11‬‬

‫ﭘﻴﻬﺎ در ﺳﺎزه از ﻧﻮع ﻣﺸﺒﻚ ﻣﻴﺒﺎﺷﻨﺪ‪.‬ﻋﺮض و ﺿﺨﺎﻣﺖ ﭘﻲ ﺑﺮاي ﭘﻲ ﻗﺮار ﮔﺮﻓﺘﻪ در درز اﻧﻘﻄﺎع دو ﺑﻠﻮك ﺑﺮاﺑﺮ ‪120‬‬

‫و ﺑﺮاي ﺑﻘﻴﻪ ‪ 90‬ﺳﺎﻧﺘﻴﻤﺘﺮ ﻓﺮض ﺷﺪه اﺳﺖ‪ .‬ﺑﺮاي ﭘﻴﻬﺎ از آرﻣﺎﺗﻮرﻫﺎي ﻧﻮع ‪ AIII‬اﺳﺘﻔﺎده ﺷﺪه اﺳﺖ‪.‬‬ ‫‪-12‬‬

‫ﺟﻬﺖ ﺗﻘﻮﻳﺖ ﭘﻴﻬﺎ در ﺑﺮاﺑﺮ ﺑﺮش ﭘﺎﻧﭻ و ﺑﺮاي اﻳﻨﻜﻪ ﻣﺤﺪوده ﻣﻘﻄﻊ ﺑﺤﺮاﻧﻲ ﺑﺮش ﭘﺎﻧﭻ در ﺧﺎرج از ﻣﺤﺪوده ﭘﻲ ﻗﺮار‬

‫ﻧﮕﻴﺮد ‪ ،‬ﻋﺮض ﭘﻴﻬﺎ در ﻣﺠﺎورت ﺳﺘﻮﻧﻬﺎ ﺑﻪ ﻃﻮر ﻣﻮﺿﻌﻲ اﺿﺎﻓﻪ ﺷﺪه اﺳﺖ‪ .‬ﺑﺮاي ﭼﻨﺪ ﻣﻮرد ﺧﺎص ﻛﻪ ﺣﺘﻲ ﺑﺎ اﻳﻦ وﺟﻮد ﺟﻮاﺑﮕﻮي‬ ‫ﺑﺮش ﭘﺎﻧﭻ ﻧﺸﺪه اﻧﺪ ﺑﻪ ﻃﻮر ﻣﻮﺿﻌﻲ ﺿﺨﺎﻣﺖ ﭘﻲ از ﻗﺴﻤﺖ زﻳﺮﻳﻦ اﺿﺎﻓﻪ ﺷﺪه اﺳﺖ‪.‬‬ ‫‪-13‬‬

‫ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ اﻳﻨﻜﻪ در زﻳﺮ ﭘﻴﻬﺎ در ﺑﺮﺧﻲ ﻣﻮارد ﺗﻨﺸﻬﺎ ﺑﻴﺶ از ﺣﺪ ﻣﺠﺎز ﺷﺪه اﺳﺖ ﭼﻬﺖ ﺗﻘﻮﻳﺖ ﭘﻲ در زﻳﺮ آن ﺳﻨﮕﭽﻴﻦ‬

‫ﺑﺎ ﺳﻨﮓ ﻻﺷﻪ و ﻣﻼت ﻣﺎﺳﻪ ﺳﻴﻤﺎن در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ‪ .‬ارﺗﻔﺎع ﺳﻨﮕﭽﻴﻦ ﺑﺮ ﺣﺴﺐ ﻧﻈﺮ ﻣﻬﻨﺪس ﻧﺎﻇﺮ ﺑﺎﻳﺪ ﺗﺎ زﻣﻴﻦ ﺑﺎ‬ ‫ﻣﻘﺎوﻣﺖ ﻣﻨﺎﺳﺐ اداﻣﻪ ﭘﻴﺪا ﻛﻨﺪ‪.‬‬ ‫‪-14‬‬

‫در ﭘﻴﻬﺎ از آرﻣﺎﺗﻮر آﺟﺪار ﺑﻪ ﻗﻄﺮ ‪ 25‬ﻣﻴﻠﻴﻤﺘﺮ ﺑﻪ ﻓﻮاﺻﻞ ﻫﺮ ‪ 10‬ﺳﺎﻧﺘﻴﻤﺘﺮ ﺑﻪ ﺻﻮرت ﺳﺮاﺳﺮي ﺑﺮاي آرﻣﺎﺗﻮرﻫﺎي‬

‫ﻃﻮﻟﻲ و از ﻧﻮع ‪ S400‬اﺳﺘﻔﺎده ﺷﺪه اﺳﺖ و در ﺟﺎﻫﺎي ﻣﻮرد ﻧﻴﺎز آرﻣﺎﺗﻮر ﺗﻘﻮﻳﺘﻲ ﺑﻪ ﻫﻤﻴﻦ ﻗﻄﺮ ﺑﻪ آرﻣﺎﺗﻮرﻫﺎي اﺻﻠﻲ اﺿﺎﻓﻪ‬ ‫ﺷﺪه اﺳﺖ‪ .‬ﺑﺮاي اﻳﻨﻜﻪ ﻓﺎﺻﻠﻪ ﺑﻴﻦ آرﻣﺎﺗﻮرﻫﺎ ﻛﻢ ﻧﺸﻮد و ﭼﻬﺖ رﻋﺎﻳﺖ ﺣﺪاﻗﻞ ﻓﺎﺻﻠﻪ ﻣﺠﺎز ﻣﺤﻮر ﺗﺎ ﻣﺤﻮر ﺑﻴﻦ آرﻣﺎﺗﻮرﻫﺎ ﻣﻄﺎﺑﻖ‬ ‫ﺑﺎ ﺿﻮاﺑﻂ ﻣﺒﺤﺚ ﻧﻬﻢ اﻳﻦ آرﻣﺎﺗﻮرﻫﺎ ﺑﻪ ﺻﻮرت ﮔﺮوه آرﻣﺎﺗﻮر در ﮔﺮوﻫﻬﺎي ﺣﺪاﻛﺜﺮ ﺳﻪ ﺗﺎﻳﻲ در ﻛﻨﺎر آرﻣﺎﺗﻮرﻫﺎي اﺻﻠﻲ ﭼﻴﺪه‬ ‫ﻣﻴﺸﻮﻧﺪ‪.‬‬ ‫‪-15‬‬

‫آرﻣﺎﺗﻮرﻫﺎي ﺗﻘﻮﻳﺘﻲ ﺑﻪ ﺟﻬﺖ رﻋﺎﻳﺖ ﺿﻮاﺑﻂ ﻣﺒﺤﺚ ﻧﻬﻢ در زﻣﻴﻨﻪ ﻣﻬﺎر آرﻣﺎﺗﻮرﻫﺎ از ﻣﺤﻠﻲ ﻛﻪ دﻳﮕﺮ ﻧﻴﺎزي ﺑﻪ آﻧﻬﺎ‬

‫ﻧﻴﺴﺖ ﺑﻪ ﻣﻴﺰان ارﺗﻔﺎع ﻣﻮﺛﺮ ﭘﻲ ﺑﻪ ﺻﻮرت اﺿﺎﻓﻪ اداﻣﻪ داده ﺷﺪه اﻧﺪ‪.‬‬ ‫‪-16‬‬

‫ﻧﻮع ﻓﻮﻻد ﻣﺼﺮف ﺷﺪه در اﺳﻜﻠﺖ ﻓﻠﺰي ‪ ST37‬و آرﻣﺎﺗﻮرﻫﺎ از ﻧﻮع ‪ AIII‬ﺑﺎ ﻣﻘﺎوﻣﺖ ﺗﺴﻠﻴﻢ ‪ 4000‬ﻛﻴﻠﻮﮔﺮم ﺑﺮ‬

‫ﺳﺎﻧﺘﻴﻤﺘﺮ ﻣﺮﺑﻊ ﻣﻴﺒﺎﺷﺪ‪ .‬اﻟﻜﺘﺮودﻫﺎي ﺟﻮش ﻧﻴﺰ از ﻧﻮع ‪ E60‬ﺑﺎ ﻛﻨﺘﺮل ﭼﺸﻤﻲ ﺟﻮش در ﻛﺎرﮔﺎه ﻓﺮض ﺷﺪه اﻧﺪ‪ .‬ﺑﺮاي ﺑﺮﺧﻲ از‬ ‫ﺟﻮﺷﻬﺎ ﻛﻪ در ﻧﻘﺸﻪ ذﻛﺮ ﺷﺪه اﺳﺖ از ﺳﻴﻢ ﺟﻮش ‪ E70‬اﺳﺘﻔﺎده ﺷﺪه اﺳﺖ‪.‬‬ ‫‪-17‬‬

‫ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﻣﺸﻜﻼت ﻣﻮﺟﻮد در ﺗﻴﺮﻫﺎي ﻻﻧﻪ زﻧﺒﻮري و ﺿﻌﻒ آﻧﻬﺎ در ﻣﻘﺎﺑﻞ ﺑﺮش و ﻋﻠﻲ اﻟﺨﺼﻮص ﻟﻨﮕﺮ ﺛﺎﻧﻮﻳﻪ ﻧﺎﺷﻲ‬

‫از ﺑﺮش زﻳﺎد در آﻧﻬﺎ ‪ ،‬از اﻳﻦ ﺗﻴﺮﻫﺎ ﺗﻨﻬﺎ ﺑﺮاي ﺗﻴﺮﻫﺎي ﻓﺮﻋﻲ اﺳﺘﻔﺎده ﺷﺪه اﺳﺖ‪.‬‬ ‫‪-18‬‬

‫ﻣﻘﺪار ﭘﻮﺷﺶ ﺑﺘﻦ آرﻣﺎﺗﻮرﻫﺎي ﭘﻲ ﭼﻬﺖ رﻋﺎﻳﺖ ﺿﻮاﺑﻂ ﻣﺒﺤﺚ ﻧﻬﻢ و ﺑﻪ ﺟﻬﺖ ﺷﺮاﻳﻂ ﻣﺤﻴﻄﻲ ﻧﺎﻣﻨﺎﺳﺐ ﻣﺤﻞ ﺑﻪ‬

‫ﺧﺎﻃﺮ ﺳﺮﻣﺎ و ﺗﻐﻴﻴﺮات دﻣﺎﻳﻲ ‪ 6 ،‬ﺳﺎﻧﺘﻴﻤﺘﺮ ﻓﺮض ﺷﺪه اﺳﺖ‪.‬‬ ‫‪-19‬‬

‫در ﻣﺤﻞ اﺗﺼﺎﻻت ﺗﻴﺮ و ﺑﺎدﺑﻨﺪ ﺑﻪ ﺳﺘﻮن ﺑﺎﻳﺪ ﺟﻮش اﺟﺰاي ﺳﺘﻮن ﺟﻬﺖ اﻧﺘﻘﺎل و ﺗﻮزﻳﻊ ﻣﻨﺎﺳﺐ ﻧﻴﺮوﻫﺎ ﺑﻪ ﺻﻮرت‬

‫ﭘﻴﻮﺳﺘﻪ ﺑﺎﺷﺪ‪ .‬در ﺑﻘﻴﻪ ﻗﺴﻤﺘﻬﺎي ﺳﺘﻮن اﺳﺘﻔﺎده از ﺟﻮش ﻣﻨﻘﻄﻊ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﺟﺰﻳﻴﺎت ﻧﻘﺸﻪ ﺑﻼﻣﺎﻧﻊ اﺳﺖ‪.‬‬ ‫‪-20‬‬

‫وﺻﻠﻪ ﺳﺘﻮﻧﻬﺎ ﺟﻬﺖ رﻋﺎﻳﺖ ﺿﻮاﺑﻂ ﺑﺨﺶ ‪ 3-10‬ﻣﺒﺤﺚ دﻫﻢ ﺗﻨﻬﺎ در ﻧﻴﻤﻪ ﻣﻴﺎﻧﻲ ارﺗﻔﺎع ﺳﺘﻮن ﺑﻴﻦ دو ﻃﺒﻘﻪ و ﺑﺎ‬

‫ﻓﺎﺻﻠﻪ ﺣﺪاﻗﻞ ‪ 120‬ﺳﺎﻧﺘﻴﻤﺘﺮ ﺑﺎ ﺑﺎﻟﻬﺎي ﺗﻴﺮ ﻃﺒﻘﻪ ﺑﺎﻻ و ﭘﺎﻳﻴﻦ ﻣﺠﺎز داﻧﺴﺘﻪ ﺷﺪه اﺳﺖ‪.‬‬ ‫‪-21‬‬

‫ﺟﻬﺖ ﻃﺮاﺣﻲ ﺳﺎزه از ﻧﺮم اﻓﺰارﻫﺎي ‪ ETABS‬ورژن ‪ 9.50‬و ‪ SAFE‬ورژن ‪ 12.10‬اﺳﺘﻔﺎده ﺷﺪه اﺳﺖ و ﺟﻬﺖ‬

‫ﻣﺤﺎﺳﺒﺎت ﺗﻜﻤﻴﻠﻲ و ﺗﻬﻴﻪ دﻓﺘﺮﭼﻪ ﻣﺤﺎﺳﺒﺎت از ﻧﺮم اﻓﺰار اﻛﺴﻞ ﻧﻴﺰ ﻛﻤﻚ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ‪.‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫‪-22‬‬

‫در اﻋﻤﺎل ﺑﺎرﮔﺬاري زﻟﺰﻟﻪ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﺗﻌﺪاد ﻃﺒﻘﺎت ﺳﺎزه ﻣﻘﺪار ﺑﺮون از ﻣﺮﻛﺰﻳﺖ اﺗﻔﺎﻗﻲ ﻫﻢ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ‬

‫و اﻳﻦ ﺑﺮون از ﻣﺮﻛﺰﻳﺖ اﺗﻔﺎﻗﻲ ﺑﺮاﺑﺮ ﺑﺎ ‪ 5‬درﺻﺪ ﺑﻌﺪ ﻃﺒﻘﺎت ﻋﻤﻮد ﺑﺮ راﺳﺘﺎي ﻧﻴﺮوﻫﺎ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﺷﺮاﻳﻂ ﺑﻨﺪ ‪ 3-10-3-2‬آﻳﻴﻦ‬ ‫ﻧﺎﻣﻪ ‪ 2800‬ﻫﻢ در ﺻﻮرت ﻧﻴﺎز ﺗﺸﺪﻳﺪ ﺷﺪه اﺳﺖ‪.‬‬ ‫‪-23‬‬

‫اﺛﺮ ﭘﻲ‪-‬دﻟﺘﺎ ﻧﻴﺰ ﺑﺎ ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﺑﻬﺮه ﺑﺮداري در ﻧﺮم اﻓﺰار اﻋﻤﺎل ﺷﺪه اﺳﺖ‪.‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺸﺨﺼﺎت ﭘﺮوژه‬ ‫ﻧﺎم ﭘﺮوژه‪:‬‬

‫ﺳﺎﺧﺘﻤﺎن ﻣﺴﻜﻮﻧﻲ ﺗﻌﺎوﻧﻲ ﻣﺴﻜﻦ ﻛﺎرﻛﻨﺎن ﺳﺎزﻣﺎن ﻋﻤﺮان ﺷﻬﺮداري ﻫﻤﺪان‬

‫ﻛﺎرﻓﺮﻣﺎ‪:‬‬

‫ﺗﻌﺎوﻧﻲ ﻣﺴﻜﻦ ﻛﺎرﻛﻨﺎن ﺳﺎزﻣﺎن ﻋﻤﺮان ﺷﻬﺮداري ﻫﻤﺪان‬

‫ﻣﺸﺎور‪:‬‬

‫ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫‪ 6‬ﻃﺒﻘﻪ ) ﺑﺪون اﺣﺘﺴﺎب ﺧﺮﭘﺸﺘﻪ(‬

‫ﺗﻌﺪاد ﻃﺒﻘﺎت‪:‬‬ ‫ﻧﻮع اﺳﻜﻠﺖ‪:‬‬

‫ﻓﻠﺰي‬

‫ﻧﻮع ﺳﻴﺴﺘﻢ ﺳﺎزه اي در ﺟﻬﺖ ‪:X‬‬

‫ﻗﺎب ﺳﺎده ﻓﻠﺰي ﺑﻪ ﻫﻤﺮاه ﻣﻬﺎرﺑﻨﺪ ﻫﻢ ﻣﺤﻮر‬

‫ﻧﻮع ﺳﻴﺴﺘﻢ ﺳﺎزه اي در ﺟﻬﺖ ‪:Y‬‬

‫ﻗﺎب ﺳﺎده ﻓﻠﺰي ﺑﻪ ﻫﻤﺮاه ﻣﻬﺎرﺑﻨﺪ ﻫﻢ ﻣﺤﻮر‬

‫ﻧﻮع ﺳﻘﻒ‪:‬‬

‫ﻛﺎﻣﭙﻮزﻳﺖ‬

‫ﺟﻨﺲ دﻳﻮارﻫﺎي ﭘﻴﺮاﻣﻮﻧﻲ‪:‬‬

‫دﻳﻮار دوﺟﺪاره ﺳﻔﺎل‬

‫ﺟﻨﺲ ﺗﻴﻐﻪ ﻫﺎي داﺧﻠﻲ‪:‬‬

‫آﺟﺮ ﺳﻔﺎل ﺑﻪ ﺿﺨﺎﻣﺖ ‪ 15‬ﺳﺎﻧﺘﻴﻤﺘﺮ‬

‫آﻳﺎ ﺑﺎر ﺗﻴﻐﻪ ﻫﺎ ﺑﻪ ﺻﻮرت ﺳﺮﺑﺎر ﻣﻌﺎدل در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ؟‬

‫ﺑﻠﻪ‬

‫آﻳﺎ ﺳﺮﺑﺎر زﻧﺪه ﻛﺎﻫﺶ داده ﺷﺪه اﺳﺖ؟‬

‫در ﺟﻬﺖ اﻃﻤﻴﻨﺎن ﺧﻴﺮ‬ ‫دﻳﻨﺎﻣﻴﻜﻲ ﻃﻴﻔﻲ‬

‫ﻧﻮع ﺗﺤﻠﻴﻞ ﺳﺎزه در ﺑﺮاﺑﺮ زﻟﺰﻟﻪ‪:‬‬

‫)ﺳﺎزه ﻧﺎﻣﻨﻈﻢ ﺑﺎ ارﺗﻔﺎع ﺑﻴﺶ از ‪ 18‬ﻣﺘﺮ(‬ ‫ﺑﻠﻪ‬

‫آﻳﺎ ﺑﺮون از ﻣﺮﻛﺰﻳﺖ اﺗﻔﺎﻗﻲ ﺑﺮاي ﻧﻴﺮوﻫﺎي زﻟﺰﻟﻪ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ؟‬ ‫آﻳﺎ درﺻﺪ ﺑﺮون از ﻣﺮﻛﺰﻳﺖ اﺗﻔﺎﻗﻲ ﻣﻄﺎﺑﻖ ﺑﻨﺪ ‪ 3-10-3-2‬آﻳﻴﻦ ﻧﺎﻣﻪ ‪2800‬‬

‫ﺑﻠﻪ‬

‫اﻓﺰاﻳﺶ ﻳﺎﻓﺘﻪ اﺳﺖ؟‬ ‫ﻧﺎﻣﻨﻈﻢ‬

‫ﺳﺎزه ﻣﻨﻈﻢ اﺳﺖ ﻳﺎ ﻧﺎﻣﻨﻈﻢ؟‬ ‫آﻳﺎ ﺗﺮﻛﻴﺐ ‪ 100‬درﺻﺪ ﻧﻴﺮوي زﻟﺰﻟﻪ در ﻳﻚ ﺟﻬﺖ ﺑﺎ ‪ 30‬درﺻﺪ ﻧﻴﺮوي زﻟﺰﻟﻪ در‬

‫ﺧﻴﺮ )ﺑﻪ ﺟﺎي آن ﺑﺮاي ﺑﺎرﮔﺬاري دﻳﻨﺎﻣﻴﻜﻲ ﺑﺎرﻫﺎ ﺑﻪ ﺻﻮرت ﻣﺎﻳﻞ ﻧﻴﺰ‬

‫ﺟﻬﺖ دﻳﮕﺮ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ؟‬

‫اﻋﻤﺎل ﺷﺪه اﻧﺪ(‬

‫آﻳﺎ ﺑﺎرﻫﺎي ﻗﺎﺋﻢ زﻟﺰﻟﻪ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ؟‬ ‫درﭼﻪ اﻫﻤﻴﺖ ﺳﺎزه ‪:‬‬ ‫درﺻﺪ ﻣﺸﺎرﻛﺖ ﺑﺎر زﻧﺪه در ﻣﺤﺎﺳﺒﻪ وزن ﻣﻮﺛﺮ ﺳﺎزه‪:‬‬ ‫ﭘﻬﻨﻪ ﺧﻄﺮ ﻗﺮارﮔﻴﺮي ﺳﺎزه‪:‬‬

‫ﺧﻴﺮ‪ ،‬از آن اﻏﻤﺎض ﺷﺪه اﺳﺖ‬ ‫ﻣﺘﻮﺳﻂ )ﺳﺎزه ﺑﺎ ﻛﺎرﺑﺮي ﻣﺴﻜﻮﻧﻲ(‬ ‫‪ 20‬ذرﺻﺪ‬ ‫زﻳﺎد )ﺷﻬﺮ ﻫﻤﺪان(‬

‫ﻧﻮع زﻣﻴﻦ ﻣﺤﻞ ﻗﺮارﮔﻴﺮي ﺳﺎزه‪:‬‬

‫زﻣﻴﻦ ﻧﻮع ‪III‬‬

‫ﻣﻘﺎوﻣﺖ زﻣﻴﻦ ﻣﺤﻞ ﻗﺮارﮔﻴﺮي ﺳﺎزه‪:‬‬

‫‪1.75 kg/cm2‬‬

‫ﻧﻮع ﭘﻲ‪:‬‬

‫ﻣﺸﺒﻚ‬

‫ﻣﻘﺎوﻣﺖ ﺑﺘﻦ‪:‬‬

‫ﭘﻲ و ﺳﻘﻒ ‪ 210‬ﻛﻴﻠﻮﮔﺮم ﺑﺮ ﺳﺎﻧﺘﻴﻤﺘﺮ ﻣﺮﺑﻊ‬

‫آﻳﻴﻦ ﻧﺎﻣﻪ ﻫﺎي ﻣﻮرد اﺳﺘﻔﺎده‪:‬‬ ‫ﻧﺮم اﻓﺰارﻫﺎي ﻣﻮرد اﺳﺘﻔﺎده‪:‬‬

‫ﻃﺮاﺣﻲ اﺳﻜﻠﺖ‪ ، AISC360/IBC2006-LRFD :‬ﺗﻴﺮﻫﺎي ﻛﺎﻣﭙﻮزﻳﺖ‪:‬‬ ‫‪ ،AISC-ASD01‬ﭘﻲ‪CSA A23.3-94 :‬‬ ‫‪ETABS9.50 , SAFE12.10 , EXCEL2007‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻓﺼﻞ اول‬ ‫ﻫﻨﺪﺳﻪ ﺳﺎزه‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫در اﻳﻨﺠﺎ ﻋﻜﺴﻬﺎﻳﻲ از ﺳﺎزه ﻗﺮار داده ﻣﻴﺸﻮد‪ .‬ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ اﻳﻨﻜﻪ ﺳﺎزه در دو ﺑﺨﺶ و ﺑﺎ درز اﻧﻘﻄﺎع از ﻫﻢ ﺟﺪا ﺷﺪه اﻧﺪ ‪ ،‬ﻣﺪﻟﺴﺎزي ﻧﻴﺰ‬ ‫ﺟﺪاﮔﺎﻧﻪ اﻧﺠﺎم ﺷﺪه اﺳﺖ و ﻫﺮ ﻛﺪام ﺟﺪاﮔﺎﻧﻪ ﻧﻤﺎﻳﺶ داده ﺷﺪه اﺳﺖ‪ .‬اﺑﺘﺪا ﺑﻠﻮك ‪ A‬ﻧﻤﺎﻳﺶ داده ﻣﻴﺸﻮد‪:‬‬

‫ﻧﻤﺎي ﺳﻪ ﺑﻌﺪي ﺳﺎزه‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﭘﻼن ﺳﺘﻮﻧﮕﺬاري‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﭘﻼن ﺗﻴﺮرﻳﺰي ﻃﺒﻘﻪ ﻳﻚ و دو‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﭘﻼن ﺗﻴﺮرﻳﺰي ﺑﻘﻴﻪ ﻃﺒﻘﺎت‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ‪10‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ‪11‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ‪12‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ‪13‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ‪14‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ‪15‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ‪16‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ‪A‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ‪B‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ﻛﺞ ﻋﻤﻮدي ﺳﻤﺖ راﺳﺖ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ﻛﺞ ﺑﻴﻦ ‪ 9‬ﺗﺎ ‪11‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﺑﻠﻮك ‪B‬‬

‫ﻧﻤﺎي ﺳﻪ ﺑﻌﺪي‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﭘﻼن ﺳﺘﻮﻧﮕﺬاري‬

‫ﭘﻼن ﺗﻴﺮرﻳﺰي ﻃﺒﻘﻪ اول و دوم‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﭘﻼن ﺗﻴﺮرﻳﺰي ﺑﻘﻴﻪ ﻃﺒﻘﺎت‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ‪1‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ‪2‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ‪3‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ‪4‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ‪5‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ‪6‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ‪7‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ﻣﺎﻳﻞ در ﻗﺴﻤﺖ ﺑﺎﻻ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ﻣﺎﻳﻞ در ﺳﻤﺖ ﭼﭗ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﻮر ﻣﺎﻳﻞ در ﺳﻤﺖ راﺳﺖ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻓﺼﻞ دوم‬ ‫ﺑﺎرﮔﺬاري‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﺎﺳﺒﻪ وزن ﻣﺘﺮ ﻣﺮﺑﻊ ﺳﻘﻔﻬﺎ‬ ‫وزن ﺳﻘﻒ ﺑﺎم‬ ‫ﺳﻘﻒ ﻛﺎذب‬

‫‪kg/m2‬‬

‫‪10‬‬

‫‪kg/m2‬‬

‫‪240‬‬

‫‪kg/m2‬‬

‫‪20‬‬

‫‪kg/m2‬‬

‫‪117‬‬

‫=‪.09*1300‬‬

‫‪kg/m2‬‬

‫‪84‬‬

‫=‪0.04*2100‬‬

‫‪kg/m2‬‬ ‫‪kg/m2‬‬

‫‪10‬‬ ‫‪0‬‬

‫ﺑﺎر ﻣﻌﺎدل ﺗﻴﻐﻪ ﻫﺎ‬

‫‪kg/m2‬‬

‫‪481‬‬

‫ﻣﺠﻤﻮع‬

‫‪kg/m2‬‬

‫‪10‬‬

‫‪kg/m2‬‬

‫‪240‬‬

‫‪kg/m2‬‬

‫‪20‬‬

‫‪kg/m2‬‬

‫‪65‬‬

‫=‪.05*1300‬‬

‫‪kg/m2‬‬

‫‪63‬‬

‫=‪0.03*2100‬‬

‫‪kg/m2‬‬ ‫‪kg/m2‬‬

‫‪10.5‬‬ ‫‪150‬‬

‫‪0.005*2100‬‬

‫ﺑﺎر ﻣﻌﺎدل ﺗﻴﻐﻪ ﻫﺎ‬

‫‪kg/m2‬‬

‫‪548‬‬

‫ﻣﺠﻤﻮع‬

‫ﺳﻘﻒ ﻛﺎﻣﭙﻮزﻳﺖ ﺑﻪ ﺿﺨﺎﻣﺖ ‪ 10‬ﺳﺎﻧﺘﻴﻤﺘﺮ‬ ‫ﺗﻴﺮ ﻓﺮﻋﻲ ﻓﻠﺰي‬ ‫ﭘﻮﻛﻪ رﻳﺰي‬ ‫ﻣﻼت ﻣﺎﺳﻪ ﺳﻴﻤﺎن‬ ‫اﻳﺰوﮔﺎم‬

‫وزن ﺳﻘﻒ ﻃﺒﻘﺎت‬ ‫ﺳﻘﻒ ﻛﺎذب‬ ‫ﺳﻘﻒ ﻛﺎﻣﭙﻮزﻳﺖ ﺑﻪ ﺿﺨﺎﻣﺖ ‪ 10‬ﺳﺎﻧﺘﻴﻤﺘﺮ‬ ‫ﺗﻴﺮ ﻓﺮﻋﻲ ﻓﻠﺰي‬ ‫ﭘﻮﻛﻪ رﻳﺰي‬ ‫ﻣﻼت ﻣﺎﺳﻪ ﺳﻴﻤﺎن‬ ‫ﺳﺮاﻣﻴﻚ‬

‫ﻣﺤﺎﺳﺒﻪ وزن ﻣﺘﺮ ﻣﺮﺑﻊ دﻳﻮارﻫﺎ‬ ‫واﺣﺪ‪ :‬ﻛﻴﻠﻮﮔﺮم و ﻣﺘﺮ‬ ‫دﻳﻮار دوﺟﺪاره ﺧﺎرﺟﻲ ﺳﻤﺖ ﻧﻤﺎ‬ ‫ﺳﻨﮓ ﻧﻤﺎ از ﺟﻨﺲ ﺳﻨﮓ ﮔﺮاﻧﻴﺖ ﺑﻪ ﺿﺨﺎﻣﺖ ﺗﻘﺮﻳﺒﻲ ‪ 2‬ﺳﺎﻧﺘﻴﻤﺘﺮ‪0.02*2800=56 :‬‬ ‫ﻣﻼت ﻣﺎﺳﻪ ﺳﻴﻤﺎن ﭘﺸﺖ ﺳﻨﮓ ﻧﻤﺎ ﺑﻪ ﺿﺨﺎﻣﺖ ﺗﻘﺮﻳﺒﻲ ‪ 2‬ﺳﺎﻧﺘﻴﻤﺘﺮ‪0.02*2100=42 :‬‬ ‫دو ﻻﻳﻪ آﺟﺮﭼﻴﻨﻲ از ﺟﻨﺲ آﺟﺮ ﺳﻔﺎل ﺑﺎ ﺿﺨﺎﻣﺖ ﻫﺮ ﻻﻳﻪ ‪ 10‬ﺳﺎﻧﺘﻴﻤﺘﺮ ﺑﺎ ﻣﻼت ﻣﺎﺳﻪ ﺳﻴﻤﺎن‪0.2*850=170 :‬‬ ‫ﻋﺎﻳﻖ ﭘﻠﻲ اﺳﺘﺎﻳﺮن ﺑﻪ ﺿﺨﺎﻣﺖ ‪ 5‬ﺳﺎﻧﺘﻴﻤﺘﺮ ﻣﺎﺑﻴﻦ دوﻻﻳﻪ آﺟﺮﭼﻴﻨﻲ‪10 :‬‬ ‫ﻣﻼت ﮔﭻ و ﺧﺎك ﺑﻪ ﺿﺨﺎﻣﺖ ﺣﺪود ‪ 2.5‬ﺳﺎﻧﺘﻤﺘﺮ در ﺳﻤﺖ داﺧﻠﻲ دﻳﻮار ‪0.025*1600=40‬‬ ‫ﺳﻔﻴﺪﻛﺎري ﺑﺎ ﻣﻼت ﮔﭻ ﺑﺎ ﺿﺨﺎﻣﺖ ﺣﺪاﻛﺜﺮ ‪ 0.5‬ﺳﺎﻧﺘﻴﻤﺘﺮ ‪0.005*1300=6.5‬‬ ‫ﻣﺠﻤﻮع‪56+42+170+40+6.5= 324.5 :‬‬ ‫وزن ﻣﺘﺮ ﻣﺮﺑﻊ دﻳﻮارﻫﺎي ﺧﺎرﺟﻲ ﺳﻤﺖ ﻧﻤﺎ ‪ 325‬ﻛﻴﻠﻮﮔﺮم ﺑﺮ ﻣﺘﺮ ﻣﺮﺑﻊ ﻓﺮض ﻣﻴﮕﺮدد‬

‫دﻳﻮار دوﺟﺪاره ﺧﺎرﺟﻲ ﺳﻤﺖ ﻏﻴﺮ ﻧﻤﺎ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﻧﻤﺎﻛﺎري ﺑﺎ ﻣﻼت ﻣﺎﺳﻪ ﺳﻴﻤﺎن ﺑﺎ ﺿﺨﺎﻣﺖ ﺗﻘﺮﻳﺒﻲ ‪ 2.5‬ﺳﺎﻧﺘﻴﻤﺘﺮ‪0.025*2100=52.5 :‬‬ ‫دو ﻻﻳﻪ آﺟﺮﭼﻴﻨﻲ از ﺟﻨﺲ آﺟﺮ ﺳﻔﺎل ﺑﺎ ﺿﺨﺎﻣﺖ ﻫﺮ ﻻﻳﻪ ‪ 10‬ﺳﺎﻧﺘﻴﻤﺘﺮ ﺑﺎ ﻣﻼت ﻣﺎﺳﻪ ﺳﻴﻤﺎن‪0.2*850=170 :‬‬ ‫ﻋﺎﻳﻖ ﭘﻠﻲ اﺳﺘﺎﻳﺮن ﺑﻪ ﺿﺨﺎﻣﺖ ‪ 5‬ﺳﺎﻧﺘﻴﻤﺘﺮ ﻣﺎﺑﻴﻦ دوﻻﻳﻪ آﺟﺮﭼﻴﻨﻲ‪10 :‬‬ ‫ﻣﻼت ﮔﭻ و ﺧﺎك ﺑﻪ ﺿﺨﺎﻣﺖ ﺣﺪود ‪ 2.5‬ﺳﺎﻧﺘﻤﺘﺮ در ﺳﻤﺖ داﺧﻠﻲ دﻳﻮار‪0.025*1600=40 :‬‬ ‫ﺳﻔﻴﺪﻛﺎري ﺑﺎ ﻣﻼت ﮔﭻ ﺑﺎ ﺿﺨﺎﻣﺖ ﺣﺪاﻛﺜﺮ ‪ 0.5‬ﺳﺎﻧﺘﻴﻤﺘﺮ‪0.005*1300=6.5 :‬‬

‫ﻣﺠﻤﻮع‪52.5+170+10+40+6.5= 279 :‬‬ ‫وزن ﻣﺘﺮ ﻣﺮﺑﻊ دﻳﻮارﻫﺎي ﺧﺎرﺟﻲ ﺳﻤﺖ ﻏﻴﺮﻧﻤﺎ ‪ 280‬ﻛﻴﻠﻮﮔﺮم ﺑﺮ ﻣﺘﺮ ﻣﺮﺑﻊ ﻓﺮض ﻣﻴﮕﺮدد‬ ‫در ﺗﻤﺎﻣﻲ دﻳﻮارﻫﺎي ﺳﻤﺖ ﻧﻤﺎ ﺑﻴﺸﺘﺮ از ‪ 15‬درﺻﺪ ﺳﻄﺢ دﻳﻮار ﺣﺎوي در و ﭘﻨﺠﺮه اﺳﺖ و ﺑﻪ ﻫﻤﻴﻦ ﺟﻬﺖ ﺑﺎ ﻛﻤﻲ ﻣﺤﺎﻓﻈﻪ ﻛـﺎري وزن دﻳـﻮار‬ ‫ﻧﻤﺎ را ‪ 15‬درﺻﺪ ﻛﺎﻫﺶ داده و ﻫﻤﺎﻧﻨﺪ دﻳﻮارﻫﺎي ﺳﻤﺖ ﻏﻴﺮﻧﻤﺎ ﺑﺮاﺑﺮ ‪ 280‬ﻛﻴﻠﻮﮔﺮم ﺑﺮ ﻣﺘﺮ ﻣﺮﺑﻊ در ﻧﻈﺮ ﻣﻴﮕﻴﺮﻳﻢ‪ .‬در اﻋﻤﺎل ﺑﺎر دﻳـﻮار ﺑﺎﻳـﺪ‬ ‫ﺗﻮﺟﻪ ﻛﺮد ﻛﻪ ارﺗﻔﺎع دﻳﻮار ﺑﻪ ﻣﻘﺪار ﺿﺨﺎﻣﺖ ﺳﻘﻒ ﻛﻤﺘﺮ از ارﺗﻔﺎع ﻛﻒ ﺗﺎ ﻛﻒ ﻃﺒﻘﺎت اﺳﺖ ﻛﻪ ﻣﻴﺘﻮان اﻳﻦ ﺿﺨﺎﻣﺖ را از ارﺗﻔﺎع دﻳﻮار ﻛﻢ ﻛﺮد؛‬ ‫ﻫﺮ ﭼﻨﺪ ﻛﻢ ﻧﻜﺮدن آن در ﺟﻬﺖ اﻃﻤﻴﻨﺎن و ﺑﻪ ﺧﺎﻃﺮ در ﻧﻈﺮ ﮔﺮﻓﺘﻦ ﻣﻮارد ﭘﻴﺶ ﺑﻴﻨﻲ ﻧﺸﺪه ﺗﻮﺻﻴﻪ ﻣﻴﺸﻮد‪.‬‬

‫ﺗﻴﻐﻪ ﻫﺎي داﺧﻠﻲ‬ ‫آﺟﺮﭼﻴﻨﻲ از ﺟﻨﺲ آﺟﺮ ﺳﻔﺎل ﺑﺎ ﺿﺨﺎﻣﺖ ‪ 15‬ﺳﺎﻧﺘﻴﻤﺘﺮ ﺑﺎ ﻣﻼت ﻣﺎﺳﻪ ﺳﻴﻤﺎن‪0.15*850=127.5 :‬‬ ‫ﻣﻼت ﮔﭻ و ﺧﺎك ﺑﻪ ﺿﺨﺎﻣﺖ ﺣﺪود ‪ 2.5‬ﺳﺎﻧﺘﻤﺘﺮ در ﻫﺮ دو ﺳﻤﺖ دﻳﻮار ‪2*0.025*1600=80‬‬ ‫ﺳﻔﻴﺪﻛﺎري ﺑﺎ ﻣﻼت ﮔﭻ ﺑﺎ ﺿﺨﺎﻣﺖ ﺣﺪاﻛﺜﺮ ‪ 0.5‬ﺳﺎﻧﺘﻴﻤﺘﺮ در ﻫﺮ دو ﺳﻤﺖ دﻳﻮار ‪2*0.005*1300=13‬‬ ‫ﻣﺠﻤﻮع‪127.5+80+13= 220.5 :‬‬ ‫وزن ﻣﺘﺮ ﻣﺮﺑﻊ دﻳﻮارﻫﺎي داﺧﻠﻲ ‪ 220‬ﻛﻴﻠﻮﮔﺮم ﺑﺮ ﻣﺘﺮ ﻣﺮﺑﻊ ﻓﺮض ﻣﻴﮕﺮدد‪ .‬ﭼﻮن وزن ﻫﺮ ﻣﺘﺮ ﻣﺮﺑﻊ از اﻳﻦ دﻳﻮارﻫﺎ ﻛﻤﺘﺮ از ‪ 275‬ﻛﻴﻠﻮﮔﺮم‬ ‫وزن دارد ﻣﻴﺘﻮاﻧﻴﻢ ﺑﺎر را ﺑﻪ ﺻﻮرت ﺳﺮﺑﺎر ﮔﺴﺘﺮده در ﻧﻈﺮ ﺑﮕﻴﺮﻳﻢ‬

‫ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﻣﻮارد ﺑﺎﻻ ﺑﻪ ﻃﻮر ﺧﻼﺻﻪ وزن ﻣﺮده ﺳﺎزه ﺑﻪ ﺷﺮح زﻳﺮ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻣﻴﺸﻮد‪:‬‬ ‫وزن ﻫﺮ ﻣﺘﺮ ﻣﺮﺑﻊ دﻳﻮارﻫﺎي ﭘﻴﺮاﻣﻮﻧﻲ‪280 kg/m2 :‬‬ ‫وزن ﻫﺮ ﻣﺘﺮ ﻣﺮﺑﻊ دﻳﻮارﻫﺎي داﺧﻠﻲ‪220kg/m2 :‬‬ ‫وزن ﻫﺮ ﻣﺘﺮ ﻣﺮﺑﻊ ﺳﻘﻒ ﻃﺒﻘﺎت‪:‬‬

‫‪550kg/m2‬‬

‫وزن ﻫﺮ ﻣﺘﺮ ﻣﺮﺑﻊ ﺳﻘﻒ ﺑﺎم‪:‬‬

‫‪480kg/m2‬‬

‫ﺑﺎرﻫﺎي زﻧﺪه‬ ‫ﺑﺎرﻫﺎي زﻧﺪه ﻣﻄﺎﺑﻖ ﻣﺒﺤﺚ ﺷﺸﻢ ﻣﻘﺮرات ﻣﻠﻲ ﺳﺎﺧﺘﻤﺎﻧﻲ و ﺑﻪ ﺷﺮح زﻳﺮ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻣﻴﺸﻮد‪:‬‬ ‫ﺑﺎر زﻧﺪه ﺑﺎم ‪:‬‬

‫‪150kg/m2‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫‪200kg/m2‬‬

‫ﺑﺎر زﻧﺪه اﺗﺎﻗﻬﺎ و راﻫﺮوﻫﺎي ﺧﺼﻮﺻﻲ ‪:‬‬

‫‪350kg/m2‬‬

‫ﺑﺎر زﻧﺪه راﻫﺮوﻫﺎ و راه ﭘﻠﻪ ﻫﺎي ﻋﻤﻮﻣﻲ ‪:‬‬

‫ﻛﺎﻫﺶ ﺳﺮﺑﺎر زﻧﺪه‬ ‫در اﻳﻨﺠﺎ از ﻛﺎﻫﺶ ﺳﺮﺑﺎر زﻧﺪه در ﺟﻬﺖ اﻃﻤﻴﻨﺎن ﺻﺮﻓﻨﻈﺮ ﻣﻴﺸﻮد‬

‫ﺣﺎﻻت ﺑﺎر‬ ‫ﺑﺮاي ﺗﻌﺮﻳﻒ ﺣﺎﻻت ﺑﺎر ﺑﺎﻳﺪ ﺑﻪ ﻧﻜﺎت زﻳﺮ ﺗﻮﺟﻪ ﮔﺮدد‪.‬‬ ‫‪-‬‬

‫ﺑﺎرﻫﺎي ﻣﺮده ﻗﺒﻞ از رﺳﻴﺪن ﺑﺘﻦ ﺑﻪ ‪ 75‬درﺻﺪ ﻣﻘﺎوﻣﺖ ‪ 28‬روزه )ﺑﺎرﻫﺎي از ﻧﻮع ‪ (DEAD‬ﺑﺎﻳﺪ از ﺑﺎرﻫﺎي ﻣﺮده ﺑﻌﺪ از ﮔﺮﻓﺘﻦ‬ ‫ﺑﺘﻦ )ﺑﺎرﻫﺎي از ﻧﻮع ‪ (SUPER DEAD‬ﺟﺪا ﮔﺮدﻧﺪ‪.‬‬

‫‪-‬‬

‫ﺑﺮاي اﻋﻤﺎل ﺑﺎر زﻟﺰﻟﻪ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ آﻧﻜﻪ ﺑﺎﻳﺪ ﺑﺮون از ﻣﺮﻛﺰﻳﺖ اﺗﻔﺎﻗﻲ ﻫﻢ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد و ﻫﻤﭽﻨﻴﻦ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ آﻧﻜﻪ ﺑﺎﻳﺪ ﺑﺎرﻫﺎي‬ ‫ﻗﺎﺋﻢ ﻧﺎﺷﻲ از زﻟﺰﻟﻪ ﻫﻢ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد‪ ،‬و ﻫﻤﭽﻨﻴﻦ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ آﻧﻜﻪ ﺑﺎﻳﺪ در ﻫﺮ ﺗﺮﻛﻴﺐ ﺑﺎر ‪ 100‬درﺻﺪ ﻧﻴـﺮوي زﻟﺰﻟـﻪ در ﻫـﺮ‬ ‫ﺟﻬﺖ ﺑﺎ ‪ 30‬درﺻﺪ ﻧﻴﺮوي زﻟﺰﻟﻪ در ﺟﻬﺖ دﻳﮕﺮ ﺗﺮﻛﻴﺐ ﮔﺮدد و ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ آﻧﻜﻪ در ﺟﻬﺘﻲ ﻛـﻪ ‪ 30‬درﺻـﺪ ﻧﻴـﺮوي زﻟﺰﻟـﻪ اﻋﻤـﺎل‬ ‫ﻣﻴﺸﻮد ﻧﻴﺎزي ﻧﻴﺴﺖ ﻛﻪ ﺑﺮون از ﻣﺮﻛﺰﻳﺖ اﺗﻔﺎﻗﻲ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد‪ ،‬ﺑﺮاي اﻋﻤﺎل ﺑﺎرﻫﺎي زﻟﺰﻟﻪ ‪ 7‬ﺣﺎﻟﺖ ﺑﻪ ﺷﺮﺣﻲ ﻛﻪ در اداﻣﻪ ﻣـﻲ‬ ‫آﻳﺪ ﻣﻌﺮﻓﻲ ﻣﻴﺸﻮد‪.‬‬ ‫ﺑﺎرﻫﺎي ﺳﻘﻒ ﻗﺒﻞ از رﺳﻴﺪن ﺑﺘﻦ ﺑﻪ ﻣﻘﺎوﻣﺖ اوﻟﻴﻪ ﺷﺎﻣﻞ وزن اﺳﻜﻠﺖ ‪D:‬‬ ‫ﺑﺎر ﻣﺮده ﭘﺲ از رﺳﻴﺪن ﺑﺘﻦ ﺑﻪ ﻣﻘﺎوﻣﺖ اوﻟﻴﻪ ﻧﺎﺷﻲ از وزن ﺳﻘﻔﻬﺎ و دﻳﻮارﻫﺎ‪SD:‬‬ ‫ﺑﺎر زﻧﺪه ‪LIVE:‬‬ ‫‪EX:‬‬

‫ﺑﺎر زﻟﺰﻟﻪ در ﺟﻬﺖ ‪ x‬ﺑﺪون اﻋﻤﺎل ﺑﺮون از ﻣﺮﻛﺰﻳﺖ اﺗﻔﺎﻗﻲ‬ ‫‪EPX:‬‬ ‫ﺑﺎر زﻟﺰﻟﻪ در ﺟﻬﺖ ‪ x‬ﺑﺎ اﻋﻤﺎل ﺑﺮون از ﻣﺮﻛﺰﻳﺖ اﺗﻔﺎﻗﻲ در ﺟﻬﺖ ﻣﺜﺒﺖ‬ ‫‪ENX:‬‬ ‫ﺑﺎر زﻟﺰﻟﻪ در ﺟﻬﺖ ‪ x‬ﺑﺎ اﻋﻤﺎل ﺑﺮون از ﻣﺮﻛﺰﻳﺖ اﺗﻔﺎﻗﻲ در ﺟﻬﺖ ﻣﻨﻔﻲ‬ ‫‪EY:‬‬ ‫ﺑﺎر زﻟﺰﻟﻪ در ﺟﻬﺖ ‪ y‬ﺑﺪون اﻋﻤﺎل ﺑﺮون از ﻣﺮﻛﺰﻳﺖ اﺗﻔﺎﻗﻲ‬ ‫‪EPY:‬‬ ‫ﺑﺎر زﻟﺰﻟﻪ در ﺟﻬﺖ ‪ y‬ﺑﺎ اﻋﻤﺎل ﺑﺮون از ﻣﺮﻛﺰﻳﺖ اﺗﻔﺎﻗﻲ در ﺟﻬﺖ ﻣﺜﺒﺖ‬ ‫‪ENY:‬‬ ‫ﺑﺎر زﻟﺰﻟﻪ در ﺟﻬﺖ ‪ y‬ﺑﺎ اﻋﻤﺎل ﺑﺮون از ﻣﺮﻛﺰﻳﺖ اﺗﻔﺎﻗﻲ در ﺟﻬﺖ ﻣﻨﻔﻲ‬ ‫ﺑﺎرﻫﺎي ﻣﻮﻫﻮﻣﻲ ﺟﺎﻧﺒﻲ ﻧﻴﺰ ﺟﻬﺖ اﻋﻤﺎل در ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﺛﻘﻠﻲ ﺑﻪ ﻣﻴﺰان ‪ 0.2‬درﺻﺪ ﺑﺎرﻫﺎي ﺛﻘﻠﻲ و ﺑﻪ ﺻﻮرت رﻓﺖ و ﺑﺮﮔﺸﺘﻲ و در‬ ‫ﻫﺮ دو ﺟﻬﺖ اﺻﻠﻲ ﺑﻪ ﺷﺮح زﻳﺮ ﺗﻌﺮﻳﻒ ﻣﻴﺸﻮﻧﺪ‪) :‬اﻳﻦ ﺑﺎرﻫﺎ ﺑﻪ ﺻﻮرت ﺧﻮدﻛﺎر در دو اﻧﺘﻬﺎي ﺳﺘﻮﻧﻬﺎ و ﺑﻪ ﺻﻮرت ﺟﺎﻧﺒﻲ اﻋﻤﺎل ﻣﻴﺸﻮﻧﺪ(‬ ‫ﺑﺎر ﻣﻮﻫﻮﻣﻲ ﺑﺮ اﺳﺎس ﺑﺎر ﻣﺮده ‪ SD‬در ﺟﻬﺖ ‪ x‬ﺑﻪ ﻣﻴﺰان ‪ 0.2‬درﺻﺪ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫‪NLSDX‬‬ ‫ﺑﺎر ﻣﻮﻫﻮﻣﻲ ﺑﺮ اﺳﺎس ﺑﺎر ﻣﺮده ‪ SD‬در ﺟﻬﺖ ‪ y‬ﺑﻪ ﻣﻴﺰان ‪ 0.2‬درﺻﺪ‬ ‫‪NLSDY‬‬ ‫ﺑﺎر ﻣﻮﻫﻮﻣﻲ ﺑﺮ اﺳﺎس ﺑﺎر ﻣﺮده ‪ DEAD‬در ﺟﻬﺖ ‪ x‬ﺑﻪ ﻣﻴﺰان ‪ 0.2‬درﺻﺪ‬ ‫‪NLDEADX‬‬ ‫ﺑﺎر ﻣﻮﻫﻮﻣﻲ ﺑﺮ اﺳﺎس ﺑﺎر ﻣﺮده ‪ DEAD‬در ﺟﻬﺖ ‪ y‬ﺑﻪ ﻣﻴﺰان ‪ 0.2‬درﺻﺪ‬ ‫‪NLDEADY‬‬ ‫ﺑﺎر ﻣﻮﻫﻮﻣﻲ ﺑﺮ اﺳﺎس ﺑﺎر زﻧﺪه ‪ LIVE‬در ﺟﻬﺖ ‪ x‬ﺑﻪ ﻣﻴﺰان ‪ 0.2‬درﺻﺪ‬ ‫‪NLLIVEX‬‬ ‫ﺑﺎر ﻣﻮﻫﻮﻣﻲ ﺑﺮ اﺳﺎس ﺑﺎر ﻣﺮده ‪ LIVE‬در ﺟﻬﺖ ‪ y‬ﺑﻪ ﻣﻴﺰان ‪ 0.2‬درﺻﺪ‬ ‫‪NLLIVEY‬‬

‫ﻧﻜﺘﻪ ‪ :1‬ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ آﻧﻜﻪ ﺣﺎﻟﺘﻬﺎي ﺑﺎر ‪ EX‬و ‪ EY‬ﺗﻨﻬﺎ ﺑﻪ ﻋﻨﻮان ‪ 30‬درﺻﺪ ﻧﻴﺮوي زﻟﺰﻟﻪ در ﺟﻬﺖ ﻣﺘﻌﺎﻣﺪ ﺑﺎ ﺟﻬﺖ اﺻﻠﻲ ﻧﻴﺮوي زﻟﺰﻟﻪ‬ ‫اﺳﺘﻔﺎده ﻣﻴﺸﻮﻧﺪ‪ ،‬ﺑﻪ ﻫﻤﻴﻦ ﺟﻬﺖ ﺿﺮﻳﺐ ‪ 0.3‬در ﻫﻤﺎن اﺑﺘﺪا در ﺿﺮﻳﺐ زﻟﺰﻟﻪ ﻣﺮﺑﻮط ﺑﻪ اﻳﻦ دو ﺣﺎﻟﺖ ﺑﺎر ﺿﺮب ﻣﻴﺸﻮد و در ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎ‬ ‫دﻳﮕﺮ اﻳﻦ ﺿﺮﻳﺐ اﻋﻤﺎل ﻧﻤﻴﮕﺮدد‪.‬‬ ‫ﻧﻜﺘﻪ ‪ :2‬ﺣﺎﻻت ﺑﺎر اﺳﺘﺎﺗﻴﻜﻲ زﻟﺰﻟﻪ ﻣﻌﺮﻓﻲ ﺷﺪه در ﺑﺎﻻ ﺑﺮاي ﺣﺪس اوﻟﻴﻪ ﻣﻘﺎﻃﻊ ﻣﻴﺒﺎﺷﺪ‪ .‬ﻃﺮاﺣﻲ اﺳﻜﻠﺖ ﺳﺎزه ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ارﺗﻔﺎع و ﻧﺎﻣﻨﻈﻤﻲ‬ ‫ﺳﺎزه ﺑﺎﻳﺪ ﺑﺎ ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﻧﺎﺷﻲ از ﺑﺎرﻫﺎي دﻳﻨﺎﻣﻴﻜﻲ ﻃﻴﻔﻲ اﻧﺠﺎم ﺷﻮد ﻛﻪ ﺑﺎرﻫﺎ ﺑﻪ ﺷﺮح زﻳﺮ ﻣﻴﺒﺎﺷﻨﺪ‪:‬‬ ‫‪SPEC1:‬‬ ‫ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ در راﺳﺘﺎي ﻣﺤﻮر ‪X‬‬ ‫‪SPEC2:‬‬ ‫ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ در راﺳﺘﺎي ﻣﺎﻳﻞ ﺑﺎ زاوﻳﻪ ‪ 22.5‬درﺟﻪ ﺑﺎ راﺳﺘﺎي ‪X‬‬ ‫‪SPEC3:‬‬ ‫ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ در راﺳﺘﺎي ﻣﺎﻳﻞ ﺑﺎ زاوﻳﻪ ‪ 45‬درﺟﻪ ﺑﺎ راﺳﺘﺎي ‪X‬‬ ‫‪SPEC4:‬‬ ‫ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ در راﺳﺘﺎي ﻣﺎﻳﻞ ﺑﺎ زاوﻳﻪ ‪ 67.5‬درﺟﻪ ﺑﺎ راﺳﺘﺎي ‪X‬‬ ‫‪SPEC5:‬‬ ‫ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ در راﺳﺘﺎي ﻣﺤﻮر ‪Y‬‬

‫ﻗﺎﺑﻞ ذﻛﺮ اﺳﺖ ﻛﻪ اﻋﻤﺎل ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ در راﺳﺘﺎي ﻣﺎﻳﻞ ﺑﻪ دﻟﻴﻞ ﻧﺎﻣﻨﻈﻤﻲ ﺳﺎزه و رﻋﺎﻳﺖ ﺑﻨﺪ ‪ 4-1-2‬آﻳﻴﻦ ﻧﺎﻣﻪ ‪ 2800‬اﺳﺖ‪.‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫در اﻳﻨﺠﺎ ﻣﺤﺎﺳﺒﺎت ﻣﺮﺑﻮط ﺑﻪ ﺿﺮﻳﺐ زﻟﺰﻟﻪ اراﻳﻪ ﻣﻴﺸﻮد‪ .‬ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﻣﺸﺎﺑﻬﺖ ﺳﻴﺴﺘﻢ ﺳﺎزه اي در ﺟﻬﺎت ‪ X‬و ‪ Y‬در اﻳﻨﺠﺎ ﻓﻘﻂ ﺑﺮاي ﺟﻬﺖ ‪X‬‬ ‫اﻳﻦ ﻣﺤﺎﺳﺒﺎت اﻧﺠﺎم ﺷﺪه اﺳﺖ‪.‬‬

‫ﻣﺤﺎﺳﺒﻪ ﺿﺮﻳﺐ زﻟﺰﻟﻪ‬ ‫‪X,Y‬‬

‫ﺟﻬﺖ اﻋﻤﺎل زﻟﺰﻟﻪ‬

‫‪18.6‬‬

‫ارﺗﻔﺎع ﺳﺎزه از ﺗﺮاز ﭘﺎﻳﻪ‬

‫=‪I‬‬

‫ﻣﺘﻮﺳﻂ‬

‫درﺟﻪ اﻫﻤﻴﺖ ﺳﺎزه‬

‫=‪A‬‬

‫ﺧﻄﺮ زﻳﺎد‬

‫ﭘﻬﻨﻪ ﻗﺮارﮔﻴﺮي ﺳﺎزه‬

‫‪III‬‬

‫اﻧﺘﺨﺎب ﻧﻮع زﻣﻴﻦ‬

‫‪m‬‬ ‫‪1‬‬ ‫‪0.3‬‬

‫‪1.25‬‬

‫‪1‬‬

‫‪0.05‬‬

‫‪0.15‬‬ ‫‪0.7‬‬ ‫‪1.75‬‬

‫=‪T0‬‬ ‫=‪Ts‬‬ ‫=‪S‬‬ ‫اﻧﺘﺨﺎب ﺳﻴﺴﺘﻢ ﺳﺎزه اي‬

‫ﻓﻮﻻدي‬

‫ﻧﻮع اﺳﻜﻠﺖ‬

‫ﻗﺎب ﺳﺎﺧﺘﻤﺎﻧﻲ ﺳﺎده‬

‫ﺳﻴﺴﺘﻢ ﺳﺎزه‬

‫ﻗﺎب ﺳﺎده ﺑﺎدﺑﻨﺪي ﺑﻪ ﻫﻤﺮاه ﻣﻬﺎرﺑﻨﺪ ﻫﻢ ﻣﺤﻮر در ﺣﺪ‬ ‫ﺷﻜﻠﭙﺬﻳﺮي ﻛﻢ‬

‫‪6‬‬

‫=‪R‬‬

‫ﺿﺮﻳﺐ رﻓﺘﺎر ﺳﺎزه‬

‫ﻣﺤﺎﺳﺒﻪ زﻣﺎن ﺗﻨﺎوب اﺻﻠﻲ ﺳﺎزه‬ ‫ﺳﺎزه ﻣﻴﺎﻧﻘﺎب دارد؟‬

‫ﺑﻠﻪ‬

‫زﻣﺎن ﺗﻨﺎوب ﻣﺤﺎﺳﺒﻪ ﺷﺪه ﺑﻪ ﻣﻴﺰان ‪ %25‬اﻓﺰاﻳﺶ ﻳﺎﺑﺪ؟‬

‫ﺑﻠﻪ‬

‫‪OK‬‬

‫‪0.1‬‬

‫‪sec‬‬

‫‪0.56‬‬ ‫‪2.75‬‬

‫>‬

‫‪0.46‬‬ ‫‪0.138‬‬

‫=‪T=1.25*0.05*H^0.75‬‬ ‫=‪B=1+S‬‬ ‫ﻛﻨﺘﺮل ﻧﺴﺒﺖ ‪B/R‬‬ ‫=‪B/R‬‬ ‫=‪C=A.B.I/R‬‬

‫ﻧﻜﺘـﻪ ‪:1‬ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ آﻧﻜﻪ زﻣﺎن ﺗﻨﺎوب ﺳﺎزه ﻛﻤﺘﺮ از ‪ 0.7‬ﺛﺎﻧﻴﻪ اﺳﺖ ﻣﻘﺪار ﻧﻴﺮوي ﺷﻼﻗﻲ ﺻﻔﺮ اﺳﺖ و ﻣﻴﺘﻮان ﻧﻴﺮوي زﻟﺰﻟﻪ را ﺗﻮﺳﻂ ﻧﺮم اﻓﺰار‬ ‫ﻣﺤﺎﺳﺒﻪ و ﺗﻮزﻳﻊ ﻧﻤﻮد‪.‬‬ ‫ﻧﻜﺘﻪ ‪ :2‬ﻣﺤﺎﺳﺒﻪ وزن ﻣﻮﺛﺮ ﺳﺎزه و ﺑﺮش ﭘﺎﻳﻪ زﻟﺰﻟﻪ ﺗﻮﺳﻂ ﺧﻮد ﺑﺮﻧﺎﻣﻪ اﻧﺠﺎم ﻣﻴﺸﻮد‪ .‬ﺑﺮاي ﻣﺤﺎﺳﺒﻪ وزن ﺳﺎزه‪ ،‬درﺻﺪ ﻣﺸﺎرﻛﺖ ﺑـﺎر زﻧـﺪه در‬ ‫ﺑﺎم ‪ 20‬درﺻﺪ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻣﻴﺸﻮد‪.‬‬ ‫ﻧﻜﺘﻪ ‪ :3‬در ﻣﺤﺎﺳﺒﻪ وزن ﻣﻮﺛﺮ ﺳﺎزه در ﻫﺮ ﻃﺒﻘﻪ ﺑﺎﻳﺪ ﻧﺼﻒ وزن دﻳﻮراﻫﺎي آن ﻃﺒﻘﻪ و ﻧﺼﻒ وزن دﻳﻮارﻫﺎي ﻃﺒﻘﻪ زﻳﺮﻳﻦ آن را ﺑﻪ ﻋﻨﻮان وزن‬ ‫ﻣﻮﺛﺮ آن ﻃﺒﻘﻪ در ﻧﻈﺮ ﮔﺮﻓﺖ؛ اﻣﺎ در ﻧﺮم اﻓﺰار در ﻣﺤﺎﺳﺒﻪ وزن ﻣﻮﺛﺮ ﻫﺮ ﻃﺒﻘﻪ ﺗﻤﺎم وزن دﻳﻮارﻫﺎي ﻫﻤﺎن ﻃﺒﻘﻪ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻣﻴﺸﻮد‪ .‬ﺑﺎ ﺗﻮﺟـﻪ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﺑﻪ آﻧﻜﻪ ارﺗﻔﺎع ﻃﺒﻘﺎت ﺗﻘﺮﻳﺒ‪ Ĥ‬ﺑﺎ ﻫﻢ ﺑﺮاﺑﺮ اﺳﺖ‪ ،‬اﻳﻦ ﻣﺴﺎﻟﻪ اﺷﻜﺎﻟﻲ در ﻣﺤﺎﺳﺒﻪ وزن ﻣﻮﺛﺮ ﻃﺒﻘﺎت اول ﺗﺎ ﻣﺎ ﻗﺒﻞ از آﺧﺮ اﻳﺠﺎد ﻧﻤﻴﻨﻤﺎﻳﺪ؛ اﻣـﺎ در‬ ‫ﻣﻮرد وزن ﻣﻮﺛﺮ ﺑﺎم ﭼﻮن دﻳﻮاري در ﺑﺎم ﺗﻌﺮﻳﻒ ﻧﻤﻴﺸﻮد ﻣﻘﺪار وزن ﻣﻮﺛﺮ ﻛﻤﺘﺮ از ﺣﺪ ﻣﻮرد ﻧﻈﺮ ﻣﻴﺸﻮد‪ .‬در اﻳﻨﺠﺎ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ اﻧﺪك ﺑﻮدن ﻧﻘﺶ‬ ‫وزن اﻳﻦ دﻳﻮارﻫﺎ در ﻛﻞ ﺑﺮش ﭘﺎﻳﻪ زﻟﺰﻟﻪ در ﺟﻬﺖ راﺣﺘﻲ ﻣﺤﺎﺳﺒﺎت از اﻳﻦ ﻣﺴﺎﻟﻪ ﺻﺮﻓﻨﻈﺮ ﺷﺪه اﺳﺖ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﺑﺎر ﻗﺎﺋﻢ زﻟﺰﻟﻪ‬ ‫ﻣﻄﺎﺑﻖ آﻳﻴﻦ ﻧﺎﻣﻪ ‪ 2800‬ﺑﺎﻳﺪ ﺑﺮاي ﺗﻴﺮﻫﺎي ﻃﺮه‪ ،‬ﺗﻴﺮﻫﺎي ﺑﺎ دﻫﺎﻧﻪ ﺑﻴﺶ از ‪ 15‬ﻣﺘﺮ و ﺗﻴﺮﻫﺎي ﺣﺎوي ﺑﺎر ﻣﺘﻤﺮﻛﺰ ﻗﺎﺑﻞ ﺗﻮﺟﻪ ﺑﺎر ﻗﺎﺋﻢ زﻟﺰﻟﻪ را‬ ‫در ﻧﻈﺮ ﮔﺮﻓﺖ‪.‬‬ ‫در ﻣﻮرد ﺗﻴﺮﻫﺎي ﺑﺎ دﻫﺎﻧﻪ ﺑﻴﺶ از ‪ 15‬ﻣﺘﺮ و ﺗﻴﺮﻫﺎي ﺑﺎ ﺑﺎر ﻣﺘﻤﺮﻛﺰ ﻗﺎﺑﻞ ﺗﻮﺟﻪ ﻣﻘﺪار ﺑﺎر ﻗﺎﺋﻢ زﻟﺰﻟﻪ از راﺑﻄﻪ زﻳﺮ ﻣﺤﺎﺳﺒﻪ ﻣﻴﮕﺮدد‪:‬‬

‫‪Fv = 0.7 A.I .W p = 0.7 * 0.30 *1 * W p = 0.21W p‬‬ ‫ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ راﺑﻄﻪ ﺑﻪ دﺳﺖ آﻣﺪه در ﺑﺎﻻ ﻣﻘﺪار ﺑﺎر ﻗﺎﺋﻢ زﻟﺰﻟﻪ ‪ 21‬درﺻﺪ ﺑﺎر ﺛﻘﻠﻲ ﻣﻴﺎﺷﺪ‪ .‬ﺑﺎ اﻓﺰودن اﻳﻦ ﺑﺎر ﺑﻪ ﺑﺎر ﺛﻘﻠﻲ ﺗﻨﺸﻬﺎي ﺑﻪ دﺳﺖ آﻣـﺪه‬ ‫ﻧﺴﺒﺖ ﺑﻪ ﺣﺎﻟﺖ ﺛﻘﻠﻲ ‪ 21‬درﺻﺪ اﻓﺰاﻳﺶ ﻣﻴﻴﺎﺑﺪ؛ اﻣﺎ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ آﻧﻜﻪ ﻣﻄﺎﺑﻖ ﻣﺒﺤﺚ دﻫﻢ ﻣﺠﺎز ﺑﻪ اﻓﺰاﻳﺶ ﺗﻨﺶ ﻣﺠـﺎز ﺑـﻪ ﻣﻘـﺪار ‪ 33‬درﺻـﺪ‬ ‫ﻫﺴﺘﻴﻢ ﻋﻤﻶ ﺑﺎر ﻗﺎﺋﻢ زﻟﺰﻟﻪ ﺑﺤﺮاﻧﻲ ﻧﻤﻴﮕﺮدد‪ .‬ﺑﻪ ﻫﻤﻴﻦ ﺟﻬﺖ از اﻋﻤﺎل اﻳﻦ ﺑﺎر ﺑﺮ ﺳﺎزه ﺻﺮﻓﻨﻈﺮ ﻣﻴﻨﻤﺎﻳﻴﻢ‬ ‫ﺑﺮاي ﻃﺮه ﻫﺎ ﻣﻘﺪار ﺑﺎر ﻗﺎﺋﻢ زﻟﺰﻟﻪ دو ﺑﺮاﺑﺮ ﺣﺎﻟﺖ ﻗﺒﻞ و ﺑﻪ ﺻﻮرت رﻓﺖ و ﺑﺮﮔﺸﺘﻲ و ﺑﺪون اﺛﺮ ﻛﺎﻫﻨﺪه ﺑﺎرﻫﺎي ﺛﻘﻠـﻲ ﺑﺎﻳـﺪ ﺑـﺮ ﺳـﺎزه اﻋﻤـﺎل‬ ‫ﮔﺮدد‪ .‬در اﻳﻦ ﻣﻮرد دارﻳﻢ‪:‬‬

‫‪Fv = 1.4 A.I .W p = 1.4 * 0.30 *1 * W p = 0.42W p‬‬ ‫در اﻳﻨﺠﺎ اﺛﺮ ﺑﺎر ﻗﺎﺋﻢ زﻟﺰﻟﻪ ﺑﺎ در ﻧﻈﺮ ﮔﺮﻓﺘﻦ ‪ 33‬درﺻﺪ اﻓﺰاﻳﺶ ﺗﻨﺶ ﻣﺠﺎز اﻧﺪﻛﻲ ﺑﺤﺮاﻧﻴﺘﺮ ﻣﻴﮕﺮدد‪ .‬در اﻳﻨﺠﺎ در ﺟﻬﺖ راﺣﺘـﻲ ﻣﺤﺎﺳـﺒﺎت از‬ ‫اﻳﻦ ﻣﺴﺎﻟﻪ ﻧﻴﺰ ﺻﺮﻓﻨﻈﺮ ﻣﻴﮕﺮدد و در ﻋﻮض ﺗﻴﺮﻫﺎي ﻃﺮه ﺑﺎ ﻧﺴﺒﺖ ﺗﻨﺶ ﻛﻤﺘﺮي ﻃﺮاﺣﻲ ﻣﻴﮕﺮدﻧﺪ ﺗﺎ اﻳﻦ ﻣﺴﺎﻟﻪ ﺟﺒﺮان ﺷﻮد‪ .‬ﺳﻌﻲ ﻣﻴﮕـﺮدد ﻛـﻪ‬ ‫ﻧﺴﺒﺖ ﺗﻨﺶ در اﻳﻦ ﺗﻴﺮﻫﺎ از ‪ 0.9‬ﺑﻴﺸﺘﺮ ﻧﮕﺮدد‪ .‬اﻟﺒﺘﻪ ﺑﺎﻳﺪ ﺗﻮﺟﻪ ﻛﺮد ﻛﻪ ﭼﻮن ﺗﻴﺮﻫﺎي ﻛﻨﺴﻮل ﺑﺎ دﺳﺘﻚ ﻧﮕﻬﺪاري ﺷﺪه اﻧﺪ ﻧﻴﺎزي ﺑـﻪ در ﻧﻈـﺮ‬ ‫ﮔﺮﻓﺘﻦ اﺛﺮ ﺑﺎر ﻗﺎﺋﻢ زﻟﺰﻟﻪ ﺑﺮاي آﻧﻬﺎ ﻧﻴﺴﺖ‪.‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﺗﺮﻛﻴﺒﺎت ﺑﺎرﮔﺬاري‬ ‫درﻣﻮرد ﺗﺮﻛﻴﺒﺎت ﺑﺎرﮔﺬاري ﻧﻜﺎت زﻳﺮ ﻗﺎﺑﻞ ﺗﻮﺟﻪ اﺳﺖ‪:‬‬ ‫‪-‬‬

‫ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﻛﻨﺘﺮل ﺗﻨﺶ در زﻳﺮ ﭘﻲ ﺑﻪ ﺻﻮرت ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﺑﻬﺮه ﺑﺮداري و ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﻃﺮاﺣﻲ اﺳـﻜﻠﺖ ﺳـﺎزه ) ﺑـﻪ ﺟـﺰ‬ ‫ﺗﻴﺮﻫﺎي ﻛﺎﻣﭙﻮزﻳﺖ ﻛﻪ ﺑﺎ روش ﺗﻨﺶ ﻣﺠﺎز و ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﻣﺮﺑﻮﻃﻪ ﻃﺮاﺣﻲ ﻣﻴﺸﻮﻧﺪ( و ﭘﻲ ﻣﻄﺎﺑﻖ ﺿﻮاﺑﻂ ﻣﺒﺤﺚ ﻧﻬﻢ و آﻳﻴﻦ ﻧﺎﻣـﻪ‬ ‫آﺑﺎ ﺑﺮ اﺳﺎس ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﺿﺮﻳﺒﺪار در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ‪ .‬در ﻣﻮرد ﻃﺮاﺣﻲ ﺻﻔﺤﻪ ﺳﺘﻮن ﺑﻪ ﻋﻠﺖ ﻣﻮﺟﻮد ﻧﺒﻮدن ﻣﻨﺒﻌﻲ ﻣﻨﺎﺳﺐ‬ ‫ﺑﺮاي ﻃﺮاﺣﻲ آﻧﻬﺎ ﺑﻪ روش ‪ LRFD‬از روش ﺗﻨﺶ ﻣﺠﺎز و ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﻣﺘﻨﺎﻇﺮ ﺑﺎ اﻳﻦ ﺣﺎﻟﺖ اﺳﺘﻔﺎده ﺷﺪه اﺳﺖ‪.‬‬

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‫ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﻓﺮض ﻧﺎﻣﻨﻈﻤﻲ ﺳﺎزه ﺑﻪ ﺷﺮاﻳﻂ ﺑﻨﺪ ‪ 4-1-2‬آﻳﻴﻦ ﻧﺎﻣﻪ ‪ 2800‬در ﻣﻌﺮﻓﻲ ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎ ﺗﻮﺟﻪ ﮔﺮدﻳﺪه اﺳﺖ‪.‬‬

‫‪-‬‬

‫ﻃﺮاﺣﻲ ﺗﻴﺮﻫﺎي ﻛﺎﻣﭙﻮزﻳﺖ ﺗﻨﻬﺎ ﺑﺮ اﺳﺎس ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﺛﻘﻠﻲ و ﺑﺎ ﺿﺮاﻳﺐ ﺑﺎر ﻳﻚ اﻧﺠﺎم ﻣﻴﮕﻴﺮد‪ .‬ﻃﺮاﺣﻲ اﻳﻦ ﺗﻴﺮﻫﺎ در دو ﺣﺎﻟـﺖ‬ ‫ﻗﺒﻞ و ﺑﻌﺪ از رﺳﻴﺪن ﺑﺘﻦ ﺑﻪ ﻣﻘﺎوﻣﺖ اوﻟﻴﻪ ﻣﻴﺒﺎﺷﺪ و اﻟﺒﺘﻪ ﻏﻴﺮ از آن ﻛﻨﺘﺮل اﻳﻦ ﺗﻴﺮﻫﺎ ﺑﺎ ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﺑﻬﺮه ﺑﺮداري ﺑﺮاي ﺧﻴـﺰ ﻫـﻢ‬ ‫اﻧﺠﺎم ﻣﻴﺸﻮد‪ .‬ﺗﺮﻛﻴﺐ ﺑﺎر ﻛﻨﺘﺮل ﺗﻴﺮﻫﺎ ﺑﺮاي ﻗﺒﻞ از رﺳﻴﺪن ﺑﺘﻦ ﺑﻪ ﻣﻘﺎوﻣﺖ اوﻟﻴﻪ ﺷﺎﻣﻞ ﺑﺎرﻫﺎي ﻣﺮده ﮔﺮوه ﻳﻚ )ﻗﺒﻞ از رﺳﻴﺪن ﺑـﺘﻦ‬ ‫ﺑﻪ ﻣﻘﺎوﻣﺖ اوﻟﻴﻪ( و ‪ 20‬درﺻﺪ ﺑﺎرﻫﺎي زﻧﺪه ﺳﺎزه اﻧﺠﺎم ﻣﻴﮕﺮدد‪) .‬در اﻳﻨﺠﺎ دﻳﮕﺮ ﺑﻪ اﻳﻦ ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎ اﺷﺎره ﻧﻤﻴﺸﻮد(‬

‫ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﻣﻮارد ﺑﺎﻻ ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﻃﺮاﺣﻲ ﺳﺎزه و ﻃﺮاﺣﻲ ﭘﻲ ﺑﻪ ﺷﺮح زﻳﺮ ﻣﻴﺒﺎﺷﺪ‪:‬‬

‫ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﻃﺮاﺣﻲ ﺳﺎزه و ﭘﻲ ﺑﻪ روش ‪: LRFD‬‬ ‫‪CaseType ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Spectrum ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Spectrum ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Spectrum ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Spectrum ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Spectrum ‬‬

‫‪Factor ‬‬ ‫‪1.4 ‬‬ ‫‪1.4 ‬‬ ‫‪1.4 ‬‬ ‫‪1.4 ‬‬ ‫‪1 ‬‬ ‫‪1.2 ‬‬ ‫‪1.2 ‬‬ ‫‪1 ‬‬ ‫‪1 ‬‬ ‫‪1.2 ‬‬ ‫‪1.2 ‬‬ ‫‪1 ‬‬ ‫‪1 ‬‬ ‫‪1.2 ‬‬ ‫‪1.2 ‬‬ ‫‪1 ‬‬ ‫‪1 ‬‬ ‫‪1.2 ‬‬ ‫‪1.2 ‬‬ ‫‪1 ‬‬ ‫‪1 ‬‬ ‫‪1.2 ‬‬ ‫‪1.2 ‬‬

‫‪Case ‬‬ ‫‪SD ‬‬ ‫‪DEAD ‬‬ ‫‪NLSDX ‬‬ ‫‪NLDEADX ‬‬ ‫‪SD ‬‬ ‫‪LIVE ‬‬ ‫‪SPEC1 ‬‬ ‫‪DEAD ‬‬ ‫‪SD ‬‬ ‫‪LIVE ‬‬ ‫‪SPEC2 ‬‬ ‫‪DEAD ‬‬ ‫‪SD ‬‬ ‫‪LIVE ‬‬ ‫‪SPEC3 ‬‬ ‫‪DEAD ‬‬ ‫‪SD ‬‬ ‫‪LIVE ‬‬ ‫‪SPEC4 ‬‬ ‫‪DEAD ‬‬ ‫‪SD ‬‬ ‫‪LIVE ‬‬ ‫‪SPEC5 ‬‬

‫‪Type ‬‬ ‫‪ADD ‬‬

‫‪ADD ‬‬

‫‪ADD ‬‬

‫‪ADD ‬‬

‫‪ADD ‬‬

‫‪ADD ‬‬

‫‪Combo ‬‬ ‫‪COMB01 ‬‬ ‫‪COMB01 ‬‬ ‫‪COMB01 ‬‬ ‫‪COMB01 ‬‬ ‫‪COMB09 ‬‬ ‫‪COMB09 ‬‬ ‫‪COMB09 ‬‬ ‫‪COMB09 ‬‬ ‫‪COMB10 ‬‬ ‫‪COMB10 ‬‬ ‫‪COMB10 ‬‬ ‫‪COMB10 ‬‬ ‫‪COMB11 ‬‬ ‫‪COMB11 ‬‬ ‫‪COMB11 ‬‬ ‫‪COMB11 ‬‬ ‫‪COMB12 ‬‬ ‫‪COMB12 ‬‬ ‫‪COMB12 ‬‬ ‫‪COMB12 ‬‬ ‫‪COMB13 ‬‬ ‫‪COMB13 ‬‬ ‫‪COMB13 ‬‬

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ COMB13 COMB14 COMB14 COMB14 COMB15 COMB15 COMB15 COMB16 COMB16 COMB16 COMB17 COMB17 COMB17 COMB18 COMB18 COMB18 COMB03 COMB03 COMB03 COMB03 COMB04 COMB04 COMB04 COMB04 COMB06 COMB06 COMB06 COMB06 COMB06 COMB06 COMB07 COMB07 COMB07 COMB07 COMB07 COMB07 COMB08 COMB08 COMB08 COMB08 COMB08 COMB08 COMB05 COMB05

ADD

ADD

ADD

ADD

ADD

ADD

ADD

ADD

ADD

ADD

ADD

DEAD SD SPEC1 DEAD SD SPEC2 DEAD SD SPEC3 DEAD SD SPEC4 DEAD SD SPEC5 DEAD SD DEAD NLSDY NLDEADY SD DEAD NLSDY NLDEADY SD LIVE DEAD NLSDX NLDEADX NLLIVEX SD LIVE DEAD NLSDY NLDEADY NLLIVEY SD LIVE DEAD NLSDY NLDEADY NLLIVEY SD LIVE

1 0.85 1.2 0.85 0.85 1.2 0.85 0.85 1.2 0.85 0.85 1.2 0.85 0.85 1.2 0.85 1.4 1.4 1.4 1.4 1.4 1.4 ‐1.4 ‐1.4 1.25 1.5 1.25 ‐1.25 ‐1.25 ‐1.5 1.25 1.5 1.25 1.25 1.25 1.5 1.25 1.5 1.25 ‐1.25 ‐1.25 ‐1.5 1.25 1.5

Static Static Spectrum Static Static Spectrum Static Static Spectrum Static Static Spectrum Static Static Spectrum Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬ ‫‪Static ‬‬

‫‪1.25 ‬‬ ‫‪1.25 ‬‬ ‫‪1.25 ‬‬ ‫‪1.5 ‬‬ ‫‪1.4 ‬‬ ‫‪1.4 ‬‬ ‫‪‐1.4 ‬‬ ‫‪‐1.4 ‬‬

‫‪DEAD ‬‬ ‫‪NLSDX ‬‬ ‫‪NLDEADX ‬‬ ‫‪NLLIVEX ‬‬ ‫‪SD ‬‬ ‫‪DEAD ‬‬ ‫‪NLSDX ‬‬ ‫‪NLDEADX ‬‬

‫‪ADD ‬‬

‫‪COMB05 ‬‬ ‫‪COMB05 ‬‬ ‫‪COMB05 ‬‬ ‫‪COMB05 ‬‬ ‫‪COMB02 ‬‬ ‫‪COMB02 ‬‬ ‫‪COMB02 ‬‬ ‫‪COMB02 ‬‬

‫ﻧﻜﺘﻪ ‪ :‬ﺑﺮاي ﻃﺮاﺣﻲ ﺑﺨﺸﻬﺎﻳﻲ از ﺳﺎزه ﻛﻪ ﺑﻪ روش ﺗﻨﺶ ﻣﺠﺎز اﻧﺠﺎم ﻣﻴﺸﻮد ) ﻏﻴﺮ از ﺳﻘﻒ ﻛﺎﻣﭙﻮزﻳﺖ( از ﻫﻤﺎن ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﻣﺸﺎﺑﻪ ﺑﺎﻻ‬ ‫وﻟﻲ ﺑﺎ ﺿﺮﻳﺐ ﻳﻚ ﺑﺮاي ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﺛﻘﻠﻲ و ﺑﺎ ﺿﺮﻳﺐ ‪ 0.75‬ﺑﺮاي ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﺷﺎﻣﻞ ﺑﺎرﻫﺎي زﻟﺰﻟﻪ اﺳﺘﻔﺎده ﻣﻴﺸﻮد‪.‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻓﺼﻞ ﺳﻮم‬ ‫ﻣﻘﺎﻃﻊ ﻣﻮرد اﺳﺘﻔﺎده در ﺳﺎزه‬

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ SectionName COL I1 I2 2U26 2U28 2U30 4L12 C1 C4 C8 C2 C5 C6 C3 C9 C7 2U6 2U8 2U10 2U12 2U14 2U16 2U18 2U20 2U22 2U24 IPE140 IPE160 IPE180 IPE200 IPE220 IPE240 IPE270 IPE L100X100X10 4L10

Shape Auto Select I/Wide Flange I/Wide Flange Box/Tube Box/Tube Box/Tube SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section I/Wide Flange I/Wide Flange I/Wide Flange I/Wide Flange I/Wide Flange I/Wide Flange I/Wide Flange Auto Select Angle SD Section

Depth

WidthTop ThickTop WebThick WidthBot ThickBot

32.4

15

1.2

0.8

15

1.2

33 26 28 30 25 14 16 18 16 18 20 20 20.4 20 6 8 10 12 14 16 18 20 22 24

20 18 19 20 24.2 14.6 16.4 18.2 14.6 16.4 18.8 17 18.2 18.8 6.8 9.8 10.8 11.8 12.8 13.8 14.8 15.8 16.8 17.8

1.5 1.4 1.5 1.6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0.8 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

20 18 19 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

1.5 1.4 1.5 1.6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

14

7.3

0.69

0.47

7.3

0.69

16

8.2

0.74

0.5

8.2

0.74

18

9.1

0.8

0.53

9.1

0.8

20

10

0.85

0.56

10

0.85

22

11

0.92

0.59

11

0.92

24

12

0.98

0.62

12

0.98

27

13.5

1.02

0.66

13.5

1.02

10 40

10 40

1 0

1 0

0 0

0 0

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ 4L10PLTH10 4L10PLTH15 4L10PLTH20 4L10PLTH25 4L10PLTH2515 C10 C12 C13 C14 C15 C16 C17 C18 C19 BRACE C11

SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section Auto Select SD Section

42 43 44 45 45 20.4 20.4 18 21 25 25 25 25 28

42 43 44 45 48 20.6 20.6 27.63 27.63 30.635 30.63 30.63 30.63 35

0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0

20.4

20.6

0

0

0

0

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ SectionName COL I1 I2 2U26 2U28 2U30 4L12 C1 C4 C8 C2 C5 C6 C3 C9 C7 2U6 2U8 2U10 2U12 2U14 2U16 2U18 2U20 2U22 2U24 IPE140 IPE160 IPE180 IPE200 IPE220 IPE240 IPE270 IPE L100X100X10 4L10

Shape Auto Select I/Wide Flange I/Wide Flange Box/Tube Box/Tube Box/Tube SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section I/Wide Flange I/Wide Flange I/Wide Flange I/Wide Flange I/Wide Flange I/Wide Flange I/Wide Flange Auto Select Angle SD Section

Area

TorsionConst

I33

I22

A2

A3

60

21.4431

10565.28

676.28

25.92

30

84 96.8 107 117.6 109.44 32.0108 38.792 47.8 56.0108 64.2 112.2 104.8 83.8 136.2 12.96 22.08 26.96 34.08 40.8 48.15 56.08 64.59 75.1 84.86

47.9077 9519.741 11819.69 14459 53.1547 509.5961 787.8709 1167.937 725.9883 1077.995 6525.915 4695.325 1634.061 7115.477 1.6109 3.9519 5.1745 7.6232 10.5468 13.7436 17.6226 22.2757 29.9707 36.8071

16695 9714.443 12621.92 16126.75 10472.08 1050.578 1669.253 2634 2402.578 3474 5074 4034 5956.08 5362 63.7632 213.6064 414.0229 735.0336 1217.6 1863.615 2728.211 3854.033 5423.065 7251.901

2001.28 4717.067 5768.917 6975.2 9696.557 516.1562 788.4001 1191.58 804.1562 1100.362 4823.242 3816.218 1866.58 5389.782 86.9184 288.1632 437.7451 686.8208 965.048 1348.502 1834.303 2439.004 3208.51 4110.966

26.4 52 56 60 61.7482 12.9805 15.7869 18.8347 14.9452 17.7333 59.8259 55.5417 21.4826 87.2601 6.935 9.4257 11.7601 16.3683 19.1351 23.3928 28.0364 33.0651 38.5119 44.313

50 50.4 57 64 57.207 15.9005 19.07 22.8294 37.5559 41.9059 52.8353 49.5086 55.1618 57.5784 9.4374 16.9094 19.63 22.6021 27.0191 30.4507 34.0796 37.9063 43.6284 47.9486

16.4

2.4

541

44.9

6.58

8.395

20.1

3.54

869

68.3

8

10.1133

23.9

4.73

1317

101

9.54

12.1333

28.5

6.92

1943

142

11.2

14.1667

33.4

9.03

2772

205

12.98

16.8667

39.1

13

3892

284

14.88

19.6

45.9

15.9

5790

420

17.82

22.95

19 76

0 25.9004

180 18164.8

180 18164.8

10 10 203.1395 203.1395

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ 4L10PLTH10 4L10PLTH15 4L10PLTH20 4L10PLTH25 4L10PLTH2515 C10 C12 C13 C14 C15 C16 C17 C18 C19 BRACE C11

SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section Auto Select SD Section

216 286 356 456 561 130.504 202.504 46.504 121.504 196.504 220.404 256.404 292.404 397.404

85556.27 120570.2 153934.6 216004.8 263943.2 10129.73 11532.5 8.0614 6139.028 22502.81 22785.64 24320.3 24456.47 47919.63

54733.97 74112.3 94243.14 126924 137642.7 7466.982 8816.982 2544.902 9688.652 13594.9 13695.9 14370.9 14402.16 32855.91

54733.97 74112.3 94243.14 126924 183702.7 6361.188 7914.281 4193.273 8099.523 24029.49 25341.03 29043.2 29718.2 40436.95

98.4639 141.2178 182.6276 244.5073 360.9926 67.5924 144.8163 18.8347 22.8945 88.1821 108.3126 153.0729 170.6911 201.536

98.4639 141.2178 182.6276 244.5073 265.1113 70.9744 86.5968 81.5032 76.2843 102.1548 116.0807 119.3772 170.2856 268.9661

167.8

11423.34

8231.08

7450.53

107.8345

76.7505

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ SectionName COL I1 I2 2U26 2U28 2U30 4L12 C1 C4 C8 C2 C5 C6 C3 C9 C7 2U6 2U8 2U10 2U12 2U14 2U16 2U18 2U20 2U22 2U24 IPE140 IPE160 IPE180 IPE200 IPE220 IPE240 IPE270 IPE L100X100X10 4L10

Shape Auto Select I/Wide Flange I/Wide Flange Box/Tube Box/Tube Box/Tube SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section I/Wide Flange I/Wide Flange I/Wide Flange I/Wide Flange I/Wide Flange I/Wide Flange I/Wide Flange Auto Select Angle SD Section

S33

S22

Z33

Z22

R33

R22

652.1778

90.1707

741.6

139.8

13.2698

3.3573

1011.818 747.2648 901.5655 1075.117 837.7667 150.0826 208.6566 292.6667 300.3223 386 507.4 403.4 583.9294 536.2 21.2544 53.4016 82.8046 122.5056 173.9429 232.9519 303.1345 385.4033 493.0059 604.325

200.128 524.1185 607.2544 697.52 801.3683 70.7063 96.1464 130.9428 110.1584 134.1905 513.1109 448.9668 205.1186 573.3811 25.5642 58.8088 81.0639 116.4103 150.7888 195.4351 247.8788 308.7347 381.9655 461.9062

1125 889.04 1067.75 1267.92 991.296 171.5121 237.903 321.7064 351.5121 441.903 681.903 591.5121 667.3064 753.903 26.352 64.128 98.442 146.304 206.4 276.5213 360.116 458.3108 586.1125 719.201

304.8 14.0979 621.2 10.0178 720.75 10.861 829.2 11.7103 947.52 9.782 116.8394 5.7288 159.0472 6.5598 211.5932 7.4232 188.8394 6.5494 231.0472 7.3561 653.4472 6.7248 568.0394 6.2042 346.5932 8.4306 769.8472 6.2744 31.536 2.2181 73.488 3.1103 100.096 3.9188 141.624 4.6441 183.24 5.4629 235.6913 6.2213 297.08 6.9749 368.0978 7.7246 455.045 8.4977 548.0905 9.2443

4.8811 6.9807 7.3427 7.7015 9.4128 4.0155 4.5082 4.9928 3.7891 4.14 6.5565 6.0344 4.7196 6.2907 2.5897 3.6126 4.0295 4.4892 4.8634 5.2921 5.7192 6.145 6.5363 6.9602

77.2857

12.3014

88.3

19.2

5.7435

1.6546

108.625

16.6585

124

26.1

6.5752

1.8434

146.3333

22.1978

166

34.6

7.4232

2.0557

194.3

28.4

221

44.6

8.2568

2.2321

252

37.2727

285

58.1

9.1101

2.4774

324.3333

47.3333

367

73.9

9.977

2.6951

428.8889

62.2222

484

97

11.2314

3.025

25.2454 25.2454 908.2402 908.2402

25.2 1302

25.2 1302

3.0779 15.46

3.0779 15.46

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ 4L10PLTH10 4L10PLTH15 4L10PLTH20 4L10PLTH25 4L10PLTH2515 C10 C12 C13 C14 C15 C16 C17 C18 C19 BRACE C11

SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section SD Section Auto Select SD Section

2606.38 3447.084 4283.779 5641.065 6117.454 732.057 864.41 282.7669 922.7287 1087.592 1095.672 1149.672 1152.173 2346.851

2606.38 3447.084 4283.779 5641.065 7654.28 617.5911 768.3767 303.5304 586.2847 1568.602 1654.654 1896.389 1940.464 2310.683

3349.5 4399.5 5467 7144.5 8063.25 907.3064 1177.306 321.7064 1052.956 1521.706 1555.982 1690.982 1722.122 3113.372

3349.5 4399.5 5467 7144.5 9585.75 812.1932 1139.793 430.8596 899.6096 1992.172 2152.838 2517.698 2652.698 3571.448

15.9185 16.0976 16.2705 16.6836 15.6637 7.5642 6.5985 7.3976 8.9297 8.3177 7.8829 7.4865 7.0181 9.0927

15.9185 16.0976 16.2705 16.6836 18.0957 6.9816 6.2516 9.4958 8.1646 11.0583 10.7227 10.6429 10.0814 10.0873

806.9686 723.3524 1042.306 1007.313

7.0038

6.6634

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻓﺼﻞ ﭼﻬﺎرم‬ ‫ﺧﻼﺻﻪ ﻧﺘﺎﻳﺞ ﺗﺤﻠﻴﻞ دﻳﻨﺎﻣﻴﻜﻲ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫اﻃﻼﻋﺎت ﻣﺮﺑﻮط ﺑﻪ ﻃﻴﻒ ورودي زﻟﺰﻟﻪ‬ ‫ﻣﺤﺎﺳﺒﻪ ﻃﻴﻒ ﻃﺮح اﺳﺘﺎﻧﺪارد ﺟﻬﺖ ﺗﺤﻠﻴﻞ دﻳﻨﺎﻣﻴﻜﻲ‬

‫‪0.05‬‬

‫اﻃﻼﻋﺎت ورودي‬ ‫‪g‬‬

‫ﺷﺘﺎب ﻣﺒﻨﺎي زﻟﺰﻟﻪ‬

‫‪0.3‬‬

‫=‪A‬‬

‫‪III‬‬

‫ﻧﻮع زﻣﻴﻦ ﻣﺤﻞ ﻗﺮارﮔﻴﺮي ﺳﺎزه‬

‫‪1‬‬

‫=‪I‬‬

‫ﺿﺮﻳﺐ اﻫﻤﻴﺖ ﺳﺎزه‬

‫ﺳﺎزه ﺑﺎ درﺟﻪ اﻫﻤﻴﺖ ﻣﺘﻮﺳﻂ‬ ‫‪6‬‬

‫=‪R‬‬

‫ﺿﺮﻳﺐ رﻓﺘﺎر ﺳﺎزه‬

‫ﻗﺎب ﺳﺎده ﺳﺎﺧﺘﻤﺎﻧﺐ ﺑﻪ ﻫﻤﺮاه ﻣﻬﺎرﺑﻨﺪ ﻫﻤﻤﺤﻮر ﺑﺎ ﺣﺪ ﺷﻜﻠﭙﺬﻳﺮي ﻛﻢ‬ ‫ﺣﺪاﻛﺜﺮ زﻣﺎن ﺗﻨﺎوب در ﻃﻴﻒ‬

‫‪sec‬‬

‫‪5‬‬

‫=‪Tmax‬‬

‫‪0.15‬‬ ‫‪0.7‬‬ ‫‪1.75‬‬

‫=‪T0‬‬ ‫=‪Ts‬‬ ‫=‪S‬‬

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ A ‫ﺑﻠﻮك‬ Modal Participating Mass Ratios Mo Period UX de 1 0.80753 64.4187 31 1 2 0.63828 2.62390 5 2E‐04 3 0.46199 6.76930 25 4 4 0.27243 14.7200 21 4 5 0.24226 1.72917 18 8 6 0.16595 3.10340 22 2 7 0.15702 3.02885 6 8 0.13734 0.80663 84 5 9 0.11494 2.11149 73 10 0.10284 1.96919 28 1E‐04 11 9.50475 1.35456 6E‐02 4 12 9.03060 0.15048 1E‐02 78 13 8.17334 5.23580 9E‐02 3E‐02 14 7.35181 1.41550 2E‐02 2 15 6.81147 0.22135 9E‐02 99 16 6.34918 0.11469 5E‐02 77 17 5.65352 9.85540 9E‐02 4E‐04 18 4.71669 1.97411 5E‐02 9E‐03

U SumU SumU Sum SumR SumR RX RY RZ SumRZ Z X Y UZ X Y 1.14388 0 64.418 1.1438 0 1.29287 83.5436 3.22646 1.2928 83.543 3.2264 71 8 6 4 5 76 64 65 63.0142 0 64.418 64.158 0 88.2502 0.11899 6.33862 89.543 83.662 9.5650 8 97 16 6 74 1 14 64 86 8.02266 0 71.188 72.180 0 9.07848 5.788 60.9463 98.621 89.450 70.511 5 27 82 7 2 62 63 4 1.3479 0 85.908 73.528 0 0.37898 2.88709 4.03475 99.000 92.337 74.546 31 72 44 9 5 6 73 16 14.8183 0 87.637 88.347 0 0.84020 1.03548 2.14510 99.840 93.373 76.691 1 49 03 4 9 9 81 22 26 2.58158 0 90.740 90.928 0 6.55597 2.08149 8.54415 99.847 95.454 85.235 9 89 62 5E‐03 1 3 37 71 42 3.96851 0 93.769 90.968 0 2.73798 0.73182 5.40641 99.850 96.186 90.641 8E‐02 75 31 6E‐03 99 5 11 54 83 3.33118 0 94.576 94.299 0 0.12320 0.45109 0.36190 99.973 96.637 91.003 4 39 49 77 06 02 31 63 73 0.11582 0 96.687 94.415 0 2.27441 1.03157 1.34158 99.975 97.669 92.345 79 87 32 2E‐03 1 9 59 2 32 2.64179 0 96.688 97.057 0 1.21224 9.32439 0.16718 99.987 97.678 92.512 3 07 11 2E‐02 4E‐03 09 71 53 5 5.91147 0 98.042 97.116 0 1.27258 1.02393 0.85119 99.987 98.702 93.363 8E‐02 63 23 4E‐04 2 56 84 46 7 4.73076 0 98.193 97.163 0 3.82925 4.25422 3.08750 99.991 98.745 96.451 9E‐02 12 54 8E‐03 8E‐02 2 66 2 1.50360 0 98.245 98.667 0 4.47547 2.53348 0.15699 99.996 98.770 96.608 8 48 14 5E‐03 7E‐02 76 14 34 2 1.11731 0 99.660 98.668 0 2.98082 1.06495 2.12661 99.996 99.835 96.629 7E‐03 98 26 6E‐06 5 1E‐02 14 29 46 0.12557 0 99.882 98.793 0 2.55676 9.91035 1.53062 99.996 99.934 98.160 71 34 84 8E‐05 3E‐02 5 17 39 09 1.18727 0 99.997 99.981 0 2.41010 6.11794 0.13157 99.998 99.995 98.291 9 04 12 5E‐03 3E‐02 64 58 57 66 4.97752 0 99.998 99.986 0 5.04461 3.62159 1.06487 99.999 99.995 99.356 E‐03 02 09 5E‐04 6E‐04 1 08 93 54 1.39065 0 100 100 0 9.16836 4.06265 0.64346 100 100 100 8E‐02 6E‐04 4E‐03 3 UY

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ B ‫ﺑﻠﻮك‬ Modal Participating Mass Ratios Mo Period UX de 1 0.96808 1.06698 42 5 2 0.63057 70.8355 99 3 3 0.50473 2.80939 55 7E‐02 4 0.28031 0.18853 62 41 5 0.20102 19.0766 24 3 6 0.16518 0.15283 99 88 7 0.14997 0.08801 42 72 8 0.11068 2.10736 75 4 9 0.10832 2.75716 48 4 10 9.27800 6.44611 2E‐02 3E‐03 11 8.53250 1.13353 2E‐02 3E‐02 12 7.91130 1.97052 2E‐02 2 13 7.01066 3.53868 1E‐02 7E‐02 14 6.58241 0.37830 4E‐02 77 15 6.44284 0.54328 7E‐02 02 16 5.51707 0.74603 7E‐02 98 17 5.34976 5.60520 8E‐02 8E‐03 18 0.04506 1.91729 84 9E‐03

U SumU SumU Sum SumR SumR RX RY RZ SumRZ Z X Y UZ X Y 61.3800 0 1.0669 61.380 0 91.5232 1.56158 2.44806 91.523 1.5615 2.4480 5 85 05 1 4 1 21 84 61 1.37681 0 71.902 62.756 0 1.76761 88.0037 2.90761 93.290 89.565 2.4509 7 52 87 2 5 7E‐03 82 33 69 2.46060 0 71.930 65.217 0 3.15795 9.74518 68.5633 96.448 89.662 71.014 9 61 48 5 7E‐02 1 78 79 27 20.0884 0 72.119 85.305 0 2.72663 3.05670 0.26352 99.175 89.665 71.277 5 15 93 1 5E‐03 41 84 79 0.27863 0 91.195 85.584 0 2.87389 6.33256 0.12338 99.178 95.998 71.401 33 78 56 5E‐03 4 99 28 41 18 2.68438 0 91.348 88.268 0 0.15475 1.89510 16.6784 99.333 96.017 88.079 1 62 94 05 8E‐02 9 03 36 67 5.21817 0 91.436 93.487 0 0.38725 2.18554 2.36112 99.720 96.039 90.440 9 63 12 14 1E‐02 9 28 22 8 1.56547 0 93.544 95.052 0 5.98833 0.95050 4.96089 99.780 96.989 90.490 6 6 1E‐02 06 9E‐02 17 72 41 1.62712 0 96.301 96.679 0 0.08991 1.10527 9.60751 99.870 98.094 90.586 1 16 72 76 2 3E‐02 08 99 49 0.41987 0 96.307 97.099 0 8.01750 5.24639 3.24588 99.878 98.100 93.832 07 6 59 6E‐03 5E‐03 4 1 23 37 0.95990 0 96.318 98.059 0 4.92431 1.29894 1.73150 99.927 98.101 95.563 2 94 49 8E‐02 1E‐03 8 35 53 88 2.17530 0 98.289 98.081 0 1.57173 1.11198 4.41182 99.928 99.213 95.608 9E‐02 46 25 7E‐03 3 1E‐02 92 52 1.43713 0 98.324 99.518 0 4.10478 1.31415 1.19072 99.969 99.226 95.619 7 85 38 7E‐02 4E‐02 4E‐02 96 65 9 0.38370 0 98.703 99.902 0 0.02126 0.14965 2.45056 99.991 99.376 98.070 01 16 08 35 72 23 31 47 7.70751 0 99.246 99.979 0 4.67336 0.27166 0.15770 99.995 99.647 98.228 2E‐02 44 16 8E‐03 58 59 9 98 17 4.96038 0 99.992 99.984 0 1.26654 0.34097 0.12495 99.996 99.988 98.353 9E‐03 48 12 7E‐04 66 03 95 13 0.01179 0 99.998 99.995 0 2.30749 2.37072 0.87829 99.998 99.988 99.231 43 09 91 6E‐03 5E‐05 01 34 98 41 4.08902 0 100 100 0 1.66624 1.10279 0.76858 100 100 100 2E‐03 E‐03 2E‐02 17 UY

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫‪-‬‬

‫اﺻﻼح ﻣﻘﺎدﻳﺮ ﺑﺎزﺗﺎﺑﻬﺎ‬

‫ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﺿﻮاﺑﻂ ﺑﻨﺪ ‪ 4-2-4-2‬آﻳﻴﻦ ﻧﺎﻣﻪ ‪ 2800‬و ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﻓﺮض ﻧﺎﻣﻨﻈﻤﻲ ﺳﺎزه ﻫﺎ ‪ ،‬ﻣﻘﺎدﻳﺮ ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ﺑﺎﻳﺪ ﺑﻪ ﻣﻘﺎدﻳﺮ‬ ‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ﻫﻤﭙﺎﻳﻪ ﺷﻮﻧﺪ‪ .‬ﻣﻘﺎدﻳﺮ ﺑﺮش ﭘﺎﻳﻪ ﭘﺲ از ﺑﺮآﻳﻨﺪﮔﻴﺮي ﻣﻮﻟﻔﻪ ﻫﺎي ‪ X‬و ‪ Y‬آﻧﻬﺎ ﺑﺎ ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﻳﺘﻜﻲ ﻫﻤﭙﺎﻳﻪ ﻣﻴﺸﻮﻧﺪ‪.‬‬ ‫ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ اﻳﻨﻜﻪ در ﻫﺮ ﺑﺎر ﻃﺮاﺣﻲ ﻣﻤﻜﻦ اﺳﺖ ﺑﺮﺧﻲ ﻣﻘﺎﻃﻊ ﺗﻐﻴﻴﺮ ﻧﻤﺎﻳﻨﺪ و ﺑﻪ ﻋﻠﺖ اﻳﻦ ﺗﻐﻴﻴﺮ ﻣﻘﺪار ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ﻧﻴﺰ ﺗﻐﻴﻴﺮ ﻛﻨﺪ‪،‬‬ ‫اﻳﻦ اﺻﻼح ﺗﺎ رﺳﻴﺪن ﺑﻪ ﺟﻮاب ﺑﻬﻴﻨﻪ ﺗﻜﺮار ﺧﻮاﻫﺪ ﺷﺪ‪.‬‬ ‫ﺑﻠﻮك ‪: A‬‬ ‫ﻣﺤﺎﺳﺒﻪ ﺿﺮاﻳﺐ اﺻﻼح ﺑﺎزﺗﺎب ‪ ‬‬ ‫ﻣﺮﺣﻠﻪ اول ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪118470 11960 119072.2 ‬‬ ‫‪1.62 ‬‬ ‫‪107732 50207 118856.7 ‬‬ ‫‪1.62 ‬‬ ‫‪80817 90602 121408.9 ‬‬ ‫‪1.59 ‬‬ ‫‪42227 117791 125131.3 ‬‬ ‫‪1.54 ‬‬ ‫‪11960 127279 127839.7 ‬‬ ‫‪1.51 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﻣﺮﺣﻠﻪ دوم ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪186564 20303 187665.5 ‬‬ ‫‪1.03 ‬‬ ‫‪169092 96171 194527.5 ‬‬ ‫‪0.99 ‬‬ ‫‪121942 165557 205618.5 ‬‬ ‫‪0.94 ‬‬ ‫‪59853 207496 215955.9 ‬‬ ‫‪0.89 ‬‬ ‫‪18907 216566 217389.8 ‬‬ ‫‪0.89 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﻣﺮﺣﻠﻪ ﺳﻮم ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪188571 19997 189628.3 ‬‬ ‫‪1.02 ‬‬ ‫‪164938 88867 ‬‬ ‫‪187355 ‬‬ ‫‪1.03 ‬‬ ‫‪113652 148290 186833.4 ‬‬ ‫‪1.03 ‬‬ ‫‪54432 179541 187610.8 ‬‬ ‫‪1.03 ‬‬ ‫‪16040 186601 187289.1 ‬‬ ‫‪1.03 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﻣﺮﺣﻠﻪ ﭼﻬﺎرم ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪190189 20105 191248.7 ‬‬ ‫‪1.01 ‬‬ ‫‪166120 90304 189078.5 ‬‬ ‫‪1.02 ‬‬ ‫‪114213 149981 188517.7 ‬‬ ‫‪1.02 ‬‬ ‫‪54357 181202 189179.4 ‬‬ ‫‪1.02 ‬‬ ‫‪16128 188035 188725.4 ‬‬ ‫‪1.02 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫ﻣﺮﺣﻠﻪ ﭘﻨﺠﻢ ‪ ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪188412 19934 189463.6 ‬‬ ‫‪1.02 ‬‬ ‫‪166271 90139 189132.5 ‬‬ ‫‪1.02 ‬‬ ‫‪114362 149952 188584.9 ‬‬ ‫‪1.02 ‬‬ ‫‪54490 181314 189324.9 ‬‬ ‫‪1.02 ‬‬ ‫‪16151 188256 188947.5 ‬‬ ‫‪1.02 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﻣﺮﺣﻠﻪ ﺷﺸﻢ ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪150229 106213 183983.6 ‬‬ ‫‪1.05 ‬‬ ‫‪137951 80690 159816.6 ‬‬ ‫‪1.21 ‬‬ ‫‪112727 86575 142135.9 ‬‬ ‫‪1.36 ‬‬ ‫‪92151 109679 143252.5 ‬‬ ‫‪1.35 ‬‬ ‫‪86058 129738 155685.3 ‬‬ ‫‪1.24 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﻣﺮﺣﻠﻪ ﻫﻔﺘﻢ ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪V ‬‬ ‫‪210655.1 ‬‬ ‫‪0.92 ‬‬ ‫‪230631 ‬‬ ‫‪0.84 ‬‬ ‫‪237508.5 ‬‬ ‫‪0.81 ‬‬ ‫‪223028.9 ‬‬ ‫‪0.87 ‬‬ ‫‪203016.3 ‬‬ ‫‪0.95 ‬‬

‫‪Vy ‬‬ ‫‪40286 ‬‬ ‫‪106728 ‬‬ ‫‪182259 ‬‬ ‫‪212410 ‬‬ ‫‪199323 ‬‬

‫‪Vx ‬‬ ‫‪206767 ‬‬ ‫‪204450 ‬‬ ‫‪152289 ‬‬ ‫‪67999 ‬‬ ‫‪38548 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﻣﺮﺣﻠﻪ ﻫﺸﺘﻢ ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪190226 37063 ‬‬ ‫‪193803 ‬‬ ‫‪1.00 ‬‬ ‫‪171738 89652 193730.3 ‬‬ ‫‪1.00 ‬‬ ‫‪123354 147630 192382 ‬‬ ‫‪1.00 ‬‬ ‫‪59159 184797 194035.4 ‬‬ ‫‪0.99 ‬‬ ‫‪36621 189357 192865.7 ‬‬ ‫‪1.00 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﻣﺮﺣﻠﻪ ﻧﻬﻢ ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪185390 38786 189403.8 ‬‬ ‫‪1.02 ‬‬ ‫‪167407 93276 ‬‬ ‫‪191639 ‬‬ ‫‪1.01 ‬‬ ‫‪120545 154353 195846.7 ‬‬ ‫‪0.99 ‬‬ ‫‪58432 191813 200515.6 ‬‬ ‫‪0.96 ‬‬ ‫‪38324 198961 202618.4 ‬‬ ‫‪0.95 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﻣﺮﺣﻠﻪ دﻫﻢ ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪189165 37120 192772.6 ‬‬ ‫‪1.00 ‬‬ ‫‪170939 87933 ‬‬ ‫‪192230 ‬‬ ‫‪1.00 ‬‬ ‫‪122604 147766 192006.6 ‬‬ ‫‪1.01 ‬‬ ‫‪59708 181194 190778.2 ‬‬ ‫‪1.01 ‬‬ ‫‪34160 188341 191413.8 ‬‬ ‫‪1.01 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﻣﺮﺣﻠﻪ ﻳﺎزدﻫﻢ ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪188897 37132 ‬‬ ‫‪192512 ‬‬ ‫‪1.00 ‬‬ ‫‪171281 86103 191705.3 ‬‬ ‫‪1.01 ‬‬ ‫‪124780 147534 193226.1 ‬‬ ‫‪1.00 ‬‬ ‫‪61715 181842 192029.3 ‬‬ ‫‪1.01 ‬‬ ‫‪34513 189745 192858.3 ‬‬ ‫‪1.00 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﻣﺮﺣﻠﻪ دوازدﻫﻢ ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪188838 36945 192418.1 ‬‬ ‫‪1.00 ‬‬ ‫‪172876 87072 193565.6 ‬‬ ‫‪1.00 ‬‬ ‫‪124604 147662 193210.3 ‬‬ ‫‪1.00 ‬‬ ‫‪62082 183745 193949.5 ‬‬ ‫‪1.00 ‬‬ ‫‪34339 189762 192843.9 ‬‬ ‫‪1.00 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﺑﻠﻮك ‪B‬‬

‫ﻣﺤﺎﺳﺒﻪ ﺿﺮاﻳﺐ اﺻﻼح ﺑﺎزﺗﺎب ‪ ‬‬ ‫ﻣﺮﺣﻠﻪ اول ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪118470 11960 119072.2 ‬‬ ‫‪1.62 ‬‬ ‫‪107732 50207 118856.7 ‬‬ ‫‪1.62 ‬‬ ‫‪80817 90602 121408.9 ‬‬ ‫‪1.59 ‬‬ ‫‪42227 117791 125131.3 ‬‬ ‫‪1.54 ‬‬ ‫‪11960 127279 127839.7 ‬‬ ‫‪1.51 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﻣﺮﺣﻠﻪ دوم ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪186564 20303 187665.5 ‬‬ ‫‪1.03 ‬‬ ‫‪169092 96171 194527.5 ‬‬ ‫‪0.99 ‬‬ ‫‪121942 165557 205618.5 ‬‬ ‫‪0.94 ‬‬ ‫‪59853 207496 215955.9 ‬‬ ‫‪0.89 ‬‬ ‫‪18907 216566 217389.8 ‬‬ ‫‪0.89 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﻣﺮﺣﻠﻪ ﺳﻮم ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪188571 19997 189628.3 ‬‬ ‫‪1.02 ‬‬ ‫‪164938 88867 ‬‬ ‫‪187355 ‬‬ ‫‪1.03 ‬‬ ‫‪113652 148290 186833.4 ‬‬ ‫‪1.03 ‬‬ ‫‪54432 179541 187610.8 ‬‬ ‫‪1.03 ‬‬ ‫‪16040 186601 187289.1 ‬‬ ‫‪1.03 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﻣﺮﺣﻠﻪ ﭼﻬﺎرم ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪190189 20105 191248.7 ‬‬ ‫‪1.01 ‬‬ ‫‪166120 90304 189078.5 ‬‬ ‫‪1.02 ‬‬ ‫‪114213 149981 188517.7 ‬‬ ‫‪1.02 ‬‬ ‫‪54357 181202 189179.4 ‬‬ ‫‪1.02 ‬‬ ‫‪16128 188035 188725.4 ‬‬ ‫‪1.02 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﻣﺮﺣﻠﻪ ﭘﻨﺠﻢ ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪188412 19934 189463.6 ‬‬ ‫‪1.02 ‬‬ ‫‪166271 90139 189132.5 ‬‬ ‫‪1.02 ‬‬ ‫‪114362 149952 188584.9 ‬‬ ‫‪1.02 ‬‬ ‫‪54490 181314 189324.9 ‬‬ ‫‪1.02 ‬‬ ‫‪16151 188256 188947.5 ‬‬ ‫‪1.02 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﻣﺮﺣﻠﻪ ﺷﺸﻢ ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪150229 106213 183983.6 ‬‬ ‫‪1.05 ‬‬ ‫‪137951 80690 159816.6 ‬‬ ‫‪1.21 ‬‬ ‫‪112727 86575 142135.9 ‬‬ ‫‪1.36 ‬‬ ‫‪92151 109679 143252.5 ‬‬ ‫‪1.35 ‬‬ ‫‪86058 129738 155685.3 ‬‬ ‫‪1.24 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﻣﺮﺣﻠﻪ ﻫﻔﺘﻢ ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪V ‬‬ ‫‪210655.1 ‬‬ ‫‪0.92 ‬‬ ‫‪230631 ‬‬ ‫‪0.84 ‬‬ ‫‪237508.5 ‬‬ ‫‪0.81 ‬‬ ‫‪223028.9 ‬‬ ‫‪0.87 ‬‬ ‫‪203016.3 ‬‬ ‫‪0.95 ‬‬

‫‪Vy ‬‬ ‫‪40286 ‬‬ ‫‪106728 ‬‬ ‫‪182259 ‬‬ ‫‪212410 ‬‬ ‫‪199323 ‬‬

‫‪Vx ‬‬ ‫‪206767 ‬‬ ‫‪204450 ‬‬ ‫‪152289 ‬‬ ‫‪67999 ‬‬ ‫‪38548 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫ﻣﺮﺣﻠﻪ ﻫﺸﺘﻢ ‪ ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪190226 37063 ‬‬ ‫‪193803 ‬‬ ‫‪1.00 ‬‬ ‫‪171738 89652 193730.3 ‬‬ ‫‪1.00 ‬‬ ‫‪123354 147630 192382 ‬‬ ‫‪1.00 ‬‬ ‫‪59159 184797 194035.4 ‬‬ ‫‪0.99 ‬‬ ‫‪36621 189357 192865.7 ‬‬ ‫‪1.00 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﻣﺮﺣﻠﻪ ﻧﻬﻢ ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪185390 38786 189403.8 ‬‬ ‫‪1.02 ‬‬ ‫‪167407 93276 ‬‬ ‫‪191639 ‬‬ ‫‪1.01 ‬‬ ‫‪120545 154353 195846.7 ‬‬ ‫‪0.99 ‬‬ ‫‪58432 191813 200515.6 ‬‬ ‫‪0.96 ‬‬ ‫‪38324 198961 202618.4 ‬‬ ‫‪0.95 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﻣﺮﺣﻠﻪ دﻫﻢ ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪189165 37120 192772.6 ‬‬ ‫‪1.00 ‬‬ ‫‪170939 87933 ‬‬ ‫‪192230 ‬‬ ‫‪1.00 ‬‬ ‫‪122604 147766 192006.6 ‬‬ ‫‪1.01 ‬‬ ‫‪59708 181194 190778.2 ‬‬ ‫‪1.01 ‬‬ ‫‪34160 188341 191413.8 ‬‬ ‫‪1.01 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﻣﺮﺣﻠﻪ ﻳﺎزدﻫﻢ ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪188897 37132 ‬‬ ‫‪192512 ‬‬ ‫‪1.00 ‬‬ ‫‪171281 86103 191705.3 ‬‬ ‫‪1.01 ‬‬ ‫‪124780 147534 193226.1 ‬‬ ‫‪1.00 ‬‬ ‫‪61715 181842 192029.3 ‬‬ ‫‪1.01 ‬‬ ‫‪34513 189745 192858.3 ‬‬ ‫‪1.00 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫ﻣﺮﺣﻠﻪ دوازدﻫﻢ ‪ ‬‬ ‫ﺑﺮش ﭘﺎﻳﻪ دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫ﺿﺮﻳﺐ اﺻﻼح ‪ ‬‬ ‫‪Vx ‬‬ ‫‪Vy ‬‬ ‫‪V ‬‬ ‫‪188838 36945 192418.1 ‬‬ ‫‪1.00 ‬‬ ‫‪172876 87072 193565.6 ‬‬ ‫‪1.00 ‬‬ ‫‪124604 147662 193210.3 ‬‬ ‫‪1.00 ‬‬ ‫‪62082 183745 193949.5 ‬‬ ‫‪1.00 ‬‬ ‫‪34339 189762 192843.9 ‬‬ ‫‪1.00 ‬‬

‫ﺑﺮش ﭘﺎﻳﻪ اﺳﺘﺎﺗﻴﻜﻲ ‪ ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬ ‫‪193000 ‬‬

‫ﺣﺎﻟﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ‪ ‬‬ ‫‪spec1 ‬‬ ‫‪spec2 ‬‬ ‫‪spec3 ‬‬ ‫‪spec4 ‬‬ ‫‪spec5 ‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻓﺼﻞ ﭘﻨﺠﻢ‬ ‫اﺻﻼح ﻣﻘﺎدﻳﺮ ﺑﺮون از ﻣﺮﻛﺰﻳﺖ اﺗﻔﺎﻗﻲ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫در اﻳﻦ ﺑﺨﺶ ﻣﺤﺎﺳﺒﺎت ﻣﺮﺑﻮط ﺑﻪ اﺻﻼح ﻣﻘﺎدﻳﺮ ﺑﺮون از ﻣﺮﻛﺰﻳﺖ اﺗﻔﺎﻗﻲ ﻃﺒﻘﺎت ﺑﺮ اﺳﺎس ﺑﻨﺪ ‪ 3-10-3-2‬آﻳﻴﻦ ﻧﺎﻣﻪ ‪ 2800‬و راﺑﻄﻪ‬ ‫‪ 12-2‬اﻳﻦ آﻳﻴﻦ ﻧﺎﻣﻪ اراﻳﻪ ﻣﻴﮕﺮدد‪ .‬ﭼﻮن ﺑﺮﺧﻲ از ﺑﺎرﻫﺎي دﻳﻨﺎﻣﻴﻜﻲ وارد ﺑﺮ ﺳﺎزه ﺑﻪ ﺻﻮرت ﻣﺎﻳﻞ ﻫﺴﺘﻨﺪ ﺑﺮاي اﻳﻦ ﺑﺎرﻫﺎ ﻣﺤﺎﺳﺒﺎت ﺑﺮ‬ ‫اﺳﺎس ﻣﺎﻛﺴﻴﻤﻢ ﺑﺮآﻳﻨﺪ ﺗﻐﻴﻴﺮ ﺷﻜﻠﻬﺎي ﺟﺎﻧﺒﻲ در ﻫﺮ دو راﺳﺘﺎي اﺻﻠﻲ اﻧﺠﺎم ﻣﻴﺸﻮد‪.‬‬ ‫ﺑﻠﻮك ‪:A‬‬

‫‪RATIO ‬‬

‫‪AVERAGE ‬‬

‫‪1.228‬‬ ‫‪1.231‬‬ ‫‪1.217‬‬ ‫‪1.215‬‬ ‫‪1.192‬‬ ‫‪1.149‬‬

‫‪0.0292‬‬ ‫‪0.0225‬‬ ‫‪0.0156‬‬ ‫‪0.0096‬‬ ‫‪0.0045‬‬ ‫‪0.0011‬‬

‫‪MAXIMUM AVERAGE ‬‬ ‫‪RATIO ‬‬ ‫‪0.0638 ‬‬ ‫‪0.047 ‬‬ ‫‪1.358 ‬‬ ‫‪0.0498 ‬‬ ‫‪0.0372 ‬‬ ‫‪1.339 ‬‬ ‫‪0.0352 ‬‬ ‫‪0.027 ‬‬ ‫‪1.303 ‬‬ ‫‪0.0211 ‬‬ ‫‪0.0172 ‬‬ ‫‪1.229 ‬‬ ‫‪0.0103 ‬‬ ‫‪0.0091 ‬‬ ‫‪1.133 ‬‬ ‫‪0.0033 ‬‬ ‫‪0.0031 ‬‬ ‫‪1.068 ‬‬ ‫‪0.0588 ‬‬ ‫‪0.0434 ‬‬ ‫‪1.356 ‬‬ ‫‪0.0457 ‬‬ ‫‪0.0343 ‬‬ ‫‪1.334 ‬‬ ‫‪0.0322 ‬‬ ‫‪0.0248 ‬‬ ‫‪1.297 ‬‬ ‫‪0.0193 ‬‬ ‫‪0.0158 ‬‬ ‫‪1.22 ‬‬ ‫‪0.0095 ‬‬ ‫‪0.0084 ‬‬ ‫‪1.13 ‬‬ ‫‪0.0032 ‬‬ ‫‪0.0029 ‬‬ ‫‪1.093 ‬‬ ‫‪0.0436 ‬‬ ‫‪0.0327 ‬‬ ‫‪1.331 ‬‬ ‫‪0.0335 ‬‬ ‫‪0.0256 ‬‬ ‫‪1.308 ‬‬ ‫‪0.0233 ‬‬ ‫‪0.0184 ‬‬ ‫‪1.27 ‬‬ ‫‪0.0138 ‬‬ ‫‪0.0115 ‬‬ ‫‪1.196 ‬‬ ‫‪0.0068 ‬‬ ‫‪0.006 ‬‬ ‫‪1.129 ‬‬ ‫‪0.0025 ‬‬ ‫‪0.0022 ‬‬ ‫‪1.156 ‬‬ ‫‪0.0265 ‬‬ ‫‪0.0185 ‬‬ ‫‪1.431 ‬‬ ‫‪0.0195 ‬‬ ‫‪0.014 ‬‬ ‫‪1.391 ‬‬ ‫‪0.013 ‬‬ ‫‪0.0098 ‬‬ ‫‪1.33 ‬‬ ‫‪0.0071 ‬‬ ‫‪0.0058 ‬‬ ‫‪1.231 ‬‬ ‫‪0.0043 ‬‬ ‫‪0.0034 ‬‬ ‫‪1.286 ‬‬ ‫‪0.0019 ‬‬ ‫‪0.0014 ‬‬ ‫‪1.369 ‬‬ ‫‪STORY ‬‬ ‫‪LOAD ‬‬ ‫‪DIR ‬‬ ‫‪MAXIMUM ‬‬ ‫‪STORY6 SPEC1 ‬‬ ‫‪STORY5 SPEC1 ‬‬ ‫‪STORY4 SPEC1 ‬‬ ‫‪STORY3 SPEC1 ‬‬ ‫‪STORY2 SPEC1 ‬‬ ‫‪STORY1 SPEC1 ‬‬ ‫‪STORY6 SPEC2 ‬‬ ‫‪Y ‬‬ ‫‪0.0359‬‬ ‫‪STORY5 SPEC2 ‬‬ ‫‪Y ‬‬ ‫‪0.0277‬‬ ‫‪STORY4 SPEC2 ‬‬ ‫‪Y ‬‬ ‫‪0.019‬‬ ‫‪STORY3 SPEC2 ‬‬ ‫‪Y ‬‬ ‫‪0.0117‬‬ ‫‪STORY2 SPEC2 ‬‬ ‫‪Y ‬‬ ‫‪0.0053‬‬ ‫‪STORY1 SPEC2 ‬‬ ‫‪Y ‬‬ ‫‪0.0013‬‬

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1

STORY STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2

SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5

LOAD SPEC1 SPEC1 SPEC1 SPEC1 SPEC1 SPEC1 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4

Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y MAXIMU M

0.0461499 0.036068 0.0255619 0.0163355 0.0083096 0.0029967 0.0674597 0.052222 0.0361371 0.0224537 0.0106 0.0029069 0.0878363 0.0676846 0.0464557 0.0285554 0.0130633

0.0616 0.0475 0.0325 0.0199 0.009 0.0019 0.0839 0.0646 0.0442 0.0271 0.0123 0.0026 0.0868 0.0669 0.0457 0.0281 0.0127 0.0027

0.0503 0.0387 0.0267 0.0164 0.0075 0.0017 0.0685 0.0526 0.0363 0.0223 0.0102 0.0024 0.0709 0.0545 0.0376 0.0231 0.0106 0.0025

1.225 1.228 1.216 1.217 1.203 1.078 1.225 1.228 1.216 1.217 1.203 1.082 1.224 1.227 1.215 1.216 1.201 1.079

AVERAGE RATIO ‫ﺿﺮﻳﺐ ﺗﺸﺪﻳﺪ‬ 1.00 1.00 1.00 1.00 1.00 1.00 0.039974 1.15 1.00 0.031398 1.15 1.00 0.02249 1.14 1.00 0.01445 1.13 1.00 0.0075 1.11 1.00 0.00255 1.18 1.00 0.055819 1.21 1.01 0.043246 1.21 1.01 0.030194 1.20 1.00 0.018853 1.19 1.00 0.00907 1.17 1.00 0.00255 1.14 1.00 0.071113 1.24 1.06 0.054697 1.24 1.06 0.037844 1.23 1.05 0.023285 1.23 1.04 0.010752 1.21 1.03

‫ﻣﻘﺪار درﺻﺪ ﺑﺮون‬ ‫از ﻣﺮﻛﺰﻳﺖ‬ 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.1 5.1 5.0 5.0 5.0 5.0 5.3 5.3 5.2 5.2 5.1

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1

SPEC4 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5

0.002953

0.00264

1.12

1.00 1.04 1.05 1.03 1.03 1.00 1.00

5.0 5.2 5.2 5.1 5.1 5.0 5.0

: B ‫ﺑﻠﻮك‬

MAXIMUM AVERAGE RATIO

0.0296 0.0284 1.043 0.0237 0.0229 1.037 0.0176 0.017 1.035 0.0119 0.0114 1.041 0.0067 0.0064 1.047 0.0029 0.0024 1.174 0.029 0.0273 1.062 0.0231 0.0219 1.056 0.0171 0.0162 1.051 0.0114 0.0108 1.054 0.0064 0.006 1.054 0.0027 0.0023 1.17 0.0275 0.0242 1.138 0.0217 0.0193 1.128 0.0158 0.0141 1.118 0.0104 0.0093 1.113 0.0056 0.0051 1.098 0.0022 0.0019 1.174 0.026 0.0191 1.365 0.0202 0.015 1.35 0.0143 0.0107 1.34 0.009 0.0067 1.333 0.0044 0.0034 1.296 0.0014 0.0011 1.24 STORY LOAD DIR MAXIMUM AVERAGE STORY6 SPEC1 STORY5 SPEC1 STORY4 SPEC1 STORY3 SPEC1

RATIO

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1

STORY STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4

SPEC1 SPEC1 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5

LOAD SPEC1 SPEC1 SPEC1 SPEC1 SPEC1 SPEC1 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC3 SPEC3 SPEC3

Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y MAXIMU M

0.0461499 0.036068 0.0255619 0.0163355 0.0083096 0.0029967 0.0674597 0.052222 0.0361371

0.0359 0.0277 0.019 0.0117 0.0053 0.0013 0.0616 0.0475 0.0325 0.0199 0.009 0.0019 0.0839 0.0646 0.0442 0.0271 0.0123 0.0026 0.0868 0.0669 0.0457 0.0281 0.0127 0.0027

0.0292 0.0225 0.0156 0.0096 0.0045 0.0011 0.0503 0.0387 0.0267 0.0164 0.0075 0.0017 0.0685 0.0526 0.0363 0.0223 0.0102 0.0024 0.0709 0.0545 0.0376 0.0231 0.0106 0.0025

1.228 1.231 1.217 1.215 1.192 1.149 1.225 1.228 1.216 1.217 1.203 1.078 1.225 1.228 1.216 1.217 1.203 1.082 1.224 1.227 1.215 1.216 1.201 1.079

AVERAGE RATIO ‫ﺿﺮﻳﺐ ﺗﺸﺪﻳﺪ‬ 1.00 1.00 1.00 1.00 1.00 1.00 0.039974 1.15 1.00 0.031398 1.15 1.00 0.02249 1.14 1.00 0.01445 1.13 1.00 0.0075 1.11 1.00 0.00255 1.18 1.00 0.055819 1.21 1.01 0.043246 1.21 1.01 0.030194 1.20 1.00

‫ﻣﻘﺪار درﺻﺪ ﺑﺮون‬ ‫از ﻣﺮﻛﺰﻳﺖ‬ 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.1 5.1 5.0

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1

SPEC3 SPEC3 SPEC3 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5

0.0224537 0.0106 0.0029069 0.0878363 0.0676846 0.0464557 0.0285554 0.0130633 0.002953

0.018853 0.00907 0.00255 0.071113 0.054697 0.037844 0.023285 0.010752 0.00264

1.19 1.17 1.14 1.24 1.24 1.23 1.23 1.21 1.12

1.00 1.00 1.00 1.06 1.06 1.05 1.04 1.03 1.00 1.04 1.05 1.03 1.03 1.00 1.00

5.0 5.0 5.0 5.3 5.3 5.2 5.2 5.1 5.0 5.2 5.2 5.1 5.1 5.0 5.0

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻓﺼﻞ ﺷﺸﻢ‬ ‫ﺧﻼﺻﻪ اي از ﻣﺤﺎﺳﺒﺎت ﻧﺮم اﻓﺰار ‪ETABS‬‬

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ ،‫ اﻳﻦ اﻃﻼﻋﺎت ﺷﺎﻣﻞ ﻣﻮاردي ﻧﻈﻴﺮ ﻣﻌﺮﻓﻲ ارﺗﻔـﺎع ﻃﺒﻘـﺎت‬.‫در اﻳﻦ ﻗﺴﻤﺖ ﺧﻼﺻﻪ اي از اﻃﻼﻋﺎت ورودي و ﻧﺘﺎﻳﺞ آﻧﺎﻟﻴﺰ ﺳﺎزه اراﻳﻪ ﻣﻴﺸﻮد‬ ‫ اﻃﻼﻋﺎت ﻣﺮﺑﻮط ﺑﻪ ﻣﻮدﻫـﺎي ﻧﻮﺳـﺎن‬،‫ اﻃﻼﻋﺎت ﻣﺮﺑﻮط ﺑﻪ ﻣﺮاﻛﺰ ﺟﺮم و ﺳﺨﺘﻲ‬،‫ ﻧﻴﺮوﻫﺎي زﻟﺰﻟﻪ ﺑﻪ ﻫﻤﺮاه ﺗﻮزﻳﻊ آن در ﻃﺒﻘﺎت‬،‫ﺣﺎﻟﺘﻬﺎي ﺑﺎر‬ .‫ ﻣﻴﺒﺎﺷﺪ‬..... ‫ ﺗﻐﻴﻴﺮ ﺷﻜﻠﻬﺎي ﺟﺎﻧﺒﻲ ﺳﺎزه و‬،‫ﺳﺎزه‬ : A ‫ﺑﻠﻮك‬

PAGE 1 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:A-2

Units:Kgf-m

PROJECT INFORMATION Company Name

= arj-rayaneh

PAGE 2 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:A-2

Units:Kgf-m

S T O R Y STORY

SIMILAR TO

STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 BASE

STORY1 STORY1 STORY1 STORY1 STORY1 None None

PAGE 3 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0 S T A T I C STATIC CASE

CASE TYPE

AUTO LAT LOAD LIVE EX EY EPX ENX EPY ENY DEAD

SELF WT MULTIPLIER LIVE QUAKE QUAKE QUAKE QUAKE QUAKE QUAKE DEAD

R E S P O N S E

HEIGHT

ELEVATION

3.100 3.100 3.100 3.100 3.100 2.950

15.300 12.200 9.100 6.000 2.900 -0.200 -3.150

File:A-2

Units:Kgf-m

L O A D

C A S E S

NOTIONAL FACTOR

NOTIONAL DIRECTION

N/A USER_COEFF USER_COEFF USER_COEFF USER_COEFF USER_COEFF USER_COEFF N/A

PAGE 4 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

D A T A

File:A-2

S P E C T R U M

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 1.0000 Units:Kgf-m

C A S E S

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ RESP SPEC CASE: SPEC1 BASIC RESPONSE SPECTRUM DATA MODAL COMBO

DIRECTION COMBO

CQC

SRSS

MODAL DAMPING

SPECTRUM ANGLE

TYPICAL ECCEN

0.0500

0.0000

0.0600

RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA DIRECTION

FUNCTION

U1 U2 UZ

FUNC1 -------

SCALE FACT 15.4641 N/A N/A

RESP SPEC CASE: SPEC2 BASIC RESPONSE SPECTRUM DATA MODAL COMBO

DIRECTION COMBO

CQC

SRSS

MODAL DAMPING

SPECTRUM ANGLE

TYPICAL ECCEN

0.0500

22.5000

0.0600

RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA DIRECTION

FUNCTION

U1 U2 UZ

FUNC1 -------

SCALE FACT 15.8846 N/A N/A

RESP SPEC CASE: SPEC3 BASIC RESPONSE SPECTRUM DATA MODAL COMBO

DIRECTION COMBO

MODAL DAMPING

SPECTRUM ANGLE

TYPICAL ECCEN

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ CQC

SRSS

0.0500

45.0000

0.0600

RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA DIRECTION

FUNCTION

U1 U2 UZ

FUNC1 -------

SCALE FACT 15.6077 N/A N/A

RESP SPEC CASE: SPEC4 BASIC RESPONSE SPECTRUM DATA MODAL COMBO

DIRECTION COMBO

CQC

SRSS

MODAL DAMPING

SPECTRUM ANGLE

TYPICAL ECCEN

0.0500

67.5000

0.0600

RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA DIRECTION

FUNCTION

U1 U2 UZ

FUNC1 -------

SCALE FACT 15.0400 N/A N/A

RESP SPEC CASE: SPEC5 BASIC RESPONSE SPECTRUM DATA MODAL COMBO

DIRECTION COMBO

CQC

SRSS

MODAL DAMPING

SPECTRUM ANGLE

TYPICAL ECCEN

0.0500

90.0000

0.0600

RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA DIRECTION

FUNCTION

SCALE FACT

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ U1 U2 UZ

FUNC1 -------

PAGE 5 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0 A U T O

S E I S M I C

U S E R

14.3736 N/A N/A

File:A-2

Units:Kgf-m

C O E F F I C I E N T Case: ENX

AUTO SEISMIC INPUT DATA Direction: X - EccY Typical Eccentricity = 5% Eccentricity Overrides: No

Top Story: STORY6 Bottom Story: BASE C = 0.1375 K = 1

AUTO SEISMIC CALCULATION FORMULAS V = C W

AUTO SEISMIC CALCULATION RESULTS W Used = 1406557.14 V Used = 0.1375W = 193401.61

AUTO SEISMIC STORY FORCES STORY

FX

FY

FZ

MX

MY MZ

STORY6

48553.82

0.00

0.00

0.000

STORY5

48561.66

0.00

0.00

0.000

0.000 53336.375 0.000 53344.988

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY4

38944.19

0.00

0.00

0.000

STORY3

29248.84

0.00

0.00

0.000

STORY2

18861.63

0.00

0.00

0.000

STORY1

9231.45

0.00

0.00

0.000

PAGE 6 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0 A U T O

S E I S M I C

U S E R

File:A-2

0.000 42780.196 0.000 32129.852 0.000 20719.504 0.000 10140.751 Units:Kgf-m

C O E F F I C I E N T Case: EPY

AUTO SEISMIC INPUT DATA Direction: Y + EccX Typical Eccentricity = 5% Eccentricity Overrides: No

Top Story: STORY6 Bottom Story: BASE C = 0.1375 K = 1

AUTO SEISMIC CALCULATION FORMULAS V = C W

AUTO SEISMIC CALCULATION RESULTS W Used = 1406557.14 V Used = 0.1375W = 193401.61

AUTO SEISMIC STORY FORCES STORY

FX

FY

FZ

MX

MY MZ

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY6

0.00

48553.82

0.00

0.000

STORY5

0.00

48561.66

0.00

0.000

STORY4

0.00

38944.19

0.00

0.000

STORY3

0.00

29248.84

0.00

0.000

STORY2

0.00

18861.63

0.00

0.000

STORY1

0.00

9231.45

0.00

0.000

PAGE 7 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0 A U T O

S E I S M I C

U S E R

File:A-2

0.000 39644.197 0.000 39650.599 0.000 31797.934 0.000 23881.679 0.000 14881.828 0.000 7283.616 Units:Kgf-m

C O E F F I C I E N T Case: ENY

AUTO SEISMIC INPUT DATA Direction: Y - EccX Typical Eccentricity = 5% Eccentricity Overrides: No

Top Story: STORY6 Bottom Story: BASE C = 0.1375 K = 1

AUTO SEISMIC CALCULATION FORMULAS V = C W

AUTO SEISMIC CALCULATION RESULTS W Used = 1406557.14 V Used = 0.1375W = 193401.61

AUTO SEISMIC STORY FORCES

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY

FX

FY

FZ

MX

MY MZ

STORY6

0.00

48553.82

0.00

0.000

STORY5

0.00

48561.66

0.00

0.000

STORY4

0.00

38944.19

0.00

0.000

STORY3

0.00

29248.84

0.00

0.000

STORY2

0.00

18861.63

0.00

0.000

STORY1

0.00

9231.45

0.00

0.000

PAGE 8 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0 A U T O

S E I S M I C

U S E R

File:A-2

0.000 39644.197 0.000 39650.599 0.000 31797.934 0.000 23881.679 0.000 14881.828 0.000 7283.616 Units:Kgf-m

C O E F F I C I E N T Case: EPX

AUTO SEISMIC INPUT DATA Direction: X + EccY Typical Eccentricity = 5% Eccentricity Overrides: No

Top Story: STORY6 Bottom Story: BASE C = 0.1375 K = 1

AUTO SEISMIC CALCULATION FORMULAS V = C W

AUTO SEISMIC CALCULATION RESULTS W Used = 1406557.14 V Used = 0.1375W = 193401.61

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ AUTO SEISMIC STORY FORCES STORY

FX

FY

FZ

MX

MY MZ

STORY6

48553.82

0.00

0.00

0.000

STORY5

48561.66

0.00

0.00

0.000

STORY4

38944.19

0.00

0.00

0.000

STORY3

29248.84

0.00

0.00

0.000

STORY2

18861.63

0.00

0.00

0.000

STORY1

9231.45

0.00

0.00

0.000

PAGE 9 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0 A U T O

S E I S M I C

U S E R

File:A-2

0.000 53336.375 0.000 53344.988 0.000 42780.196 0.000 32129.852 0.000 20719.504 0.000 10140.751 Units:Kgf-m

C O E F F I C I E N T Case: EY

AUTO SEISMIC INPUT DATA Direction: Y Typical Eccentricity = 5% Eccentricity Overrides: No

Top Story: STORY6 Bottom Story: BASE C = 0.0413 K = 1

AUTO SEISMIC CALCULATION FORMULAS V = C W

AUTO SEISMIC CALCULATION RESULTS W Used = 1406557.14

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ V Used = 0.0413W = 58090.81

AUTO SEISMIC STORY FORCES STORY

FX

FY

FZ

MX

MY MZ

STORY6

0.00

14583.80

0.00

0.000

0.000

STORY5

0.00

14586.16

0.00

0.000

0.000

STORY4

0.00

11697.42

0.00

0.000

0.000

STORY3

0.00

8785.29

0.00

0.000

0.000

STORY2

0.00

5665.35

0.00

0.000

0.000

STORY1

0.00

2772.79

0.00

0.000

0.000

0.000 0.000 0.000 0.000 0.000 0.000 PAGE 10 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:A-2

A U T O

C O E F F I C I E N T Case: EX

S E I S M I C

U S E R

Units:Kgf-m

AUTO SEISMIC INPUT DATA Direction: X Typical Eccentricity = 5% Eccentricity Overrides: No

Top Story: STORY6 Bottom Story: BASE C = 0.0413 K = 1

AUTO SEISMIC CALCULATION FORMULAS V = C W

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ AUTO SEISMIC CALCULATION RESULTS W Used = 1406557.14 V Used = 0.0413W = 58090.81

AUTO SEISMIC STORY FORCES STORY

FX

FY

FZ

MX

MY MZ

STORY6

14583.80

0.00

0.00

0.000

0.000

STORY5

14586.16

0.00

0.00

0.000

0.000

STORY4

11697.42

0.00

0.00

0.000

0.000

STORY3

8785.29

0.00

0.00

0.000

0.000

STORY2

5665.35

0.00

0.00

0.000

0.000

STORY1

2772.79

0.00

0.00

0.000

0.000

0.000 0.000 0.000 0.000 0.000 0.000 PAGE 11 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:A-2

M A S S

S O U R C E

MASS FROM

LATERAL MASS ONLY Loads

M A S S

Units:Kgf-m

D A T A

LUMP MASS AT STORIES

Yes

Yes

S O U R C E

L O A D S

LOAD

MULTIPLIER

SD LIVE DEAD

1.0000 0.2000 1.0000

PAGE 12 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:A-2

D I A P H R A G M

Units:Kgf-m

M A S S

D A T A

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY

DIAPHRAGM

MASS-X

MASS-Y

MMI

X-M Y-M

STORY6

D1

2.049E+04

2.049E+04

1.295E+06

8.315

STORY5

D1

2.464E+04

2.464E+04

1.677E+06

8.201

STORY4

D1

2.476E+04

2.476E+04

1.685E+06

8.199

STORY3

D1

2.489E+04

2.489E+04

1.698E+06

8.188

STORY2

D1

2.428E+04

2.428E+04

1.615E+06

7.940

STORY1

D1

2.437E+04

2.437E+04

1.624E+06

7.943

11.511 10.807 10.804 10.801 10.785 10.784 PAGE 13 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0 A S S E M B L E D STORY

UX

UY

File:A-2

P O I N T

UZ

RX

Units:Kgf-m

M A S S E S RY RZ

STORY6

2.049E+04

2.049E+04

0.000E+00

0.000E+00

STORY5

2.464E+04

2.464E+04

0.000E+00

0.000E+00

STORY4

2.476E+04

2.476E+04

0.000E+00

0.000E+00

STORY3

2.489E+04

2.489E+04

0.000E+00

0.000E+00

STORY2

2.428E+04

2.428E+04

0.000E+00

0.000E+00

STORY1

2.437E+04

2.437E+04

0.000E+00

0.000E+00

BASE

4.551E+02

4.551E+02

0.000E+00

0.000E+00

Totals

1.439E+05

1.439E+05

0.000E+00

0.000E+00

C E N T E R S

O F

0.000E+00 1.295E+06 0.000E+00 1.677E+06 0.000E+00 1.685E+06 0.000E+00 1.698E+06 0.000E+00 1.615E+06 0.000E+00 1.624E+06 0.000E+00 0.000E+00 0.000E+00 9.594E+06

PAGE 14 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:A-2

C U M U L A T I V E

C E N T E R S O F R I G I D I T Y

STORY

DIAPHRAGM

LEVEL

NAME

M A S S

&

Units:Kgf-m

/----------CENTER OF MASS----------//--CENTER OF /--RIGIDITY MASS

ORDINATE-X

ORDINATE-Y

ORDINATE-X ORDINATE-Y

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY6

D1

2.049E+04

8.315

11.511

5.860

STORY5

D1

4.513E+04

8.253

11.127

6.696

STORY4

D1

6.989E+04

8.234

11.012

7.277

STORY3

D1

9.478E+04

8.222

10.957

7.735

STORY2

D1

1.191E+05

8.164

10.922

7.357

15.188 14.723 14.045 13.032 11.344 STORY1

D1

1.434E+05

8.127

10.898

7.744 9.971

MODE

PAGE 15 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:A-2

M O D A L

F R E Q U E N C I E S

P E R I O D S

PERIOD NUMBER

A N D

FREQUENCY (TIME)

Units:Kgf-m

CIRCULAR FREQ

(CYCLES/TIME) ((RADIANS/TIME

Mode 1

0.80753

1.23834

Mode 2

0.63829

1.56670

7.78072 9.84386 Mode 3

0.46199

2.16454

Mode 4

0.27243

3.67064

Mode 5

0.24226

4.12777

Mode 6

0.16595

6.02583

Mode 7

0.15702

6.36861

Mode 8

0.13735

7.28075

Mode 9

0.11495

8.69964

Mode 10

0.10284

9.72358

Mode 11

0.09505

10.52105

Mode 12

0.09031

11.07346

Mode 13

0.08173

12.23489

Mode 14

0.07352

13.60209

Mode 15

0.06811

14.68110

Mode 16

0.06349

15.75005

13.60019 23.06330 25.93551 37.86142 40.01518 45.74632 54.66146 61.09507 66.10569 69.57660 76.87406 85.46444 92.24407 98.96050

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Mode 17

0.05654

17.68807

Mode 18

0.04717

21.20129

111.13741 133.21161 PAGE 16 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0 M O D A L MODE

X-TRANS

P A R T I C I P A T I N G Y-TRANS

File:A-2

Units:Kgf-m

M A S S

R A T I O S

Z-TRANS

NUMBER

%MASS <SUM>

%MASS <SUM>

Mode 1

64.42 < 64>

1.14 <

Mode 2

0.00 < 64>

63.01 < 64>

Mode 3

6.77 < 71>

8.02 < 72>

Mode 4

14.72 < 86>

1.35 < 74>

Mode 5

1.73 < 88>

14.82 < 88>

Mode 6

3.10 < 91>

2.58 < 91>

Mode 7

3.03 < 94>

0.04 < 91>

Mode 8

0.81 < 95>

3.33 < 94>

Mode 9

2.11 < 97>

0.12 < 94>

Mode 10

0.00 < 97>

2.64 < 97>

Mode 11

1.35 < 98>

0.06 < 97>

Mode 12

0.15 < 98>

0.05 < 97>

Mode 13

0.05 < 98>

1.50 < 99>

Mode 14

1.42 <100>

0.00 < 99>

Mode 15

0.22 <100>

0.13 < 99>

Mode 16

0.11 <100>

1.19 <100>

Mode 17

0.00 <100>

0.00 <100>

Mode 18

0.00 <100>

0.01 <100>

1>

RX-ROTN RY-ROTN RZ-ROTN %MASS <SUM> %MASS <SUM> <%MASS <SUM> %MASS <SUM 0.00 < 0> 1.29 < 1> <83.54 < 84> 3.23 < 3 0.00 < 0> 88.25 < 90> <0.12 < 84> 6.34 < 10 0.00 < 0> 9.08 < 99> <5.79 < 89> 60.95 < 71 0.00 < 0> 0.38 < 99> <2.89 < 92> 4.03 < 75 0.00 < 0> 0.84 <100> <1.04 < 93> 2.15 < 77 0.00 < 0> 0.01 <100> <2.08 < 95> 8.54 < 85 0.00 < 0> 0.00 <100> <0.73 < 96> 5.41 < 91 0.00 < 0> 0.12 <100> <0.45 < 97> 0.36 < 91 0.00 < 0> 0.00 <100> <1.03 < 98> 1.34 < 92 0.00 < 0> 0.01 <100> <0.01 < 98> 0.17 < 93 0.00 < 0> 0.00 <100> <1.02 < 99> 0.85 < 93 0.00 < 0> 0.00 <100> <0.04 < 99> 3.09 < 96 0.00 < 0> 0.00 <100> <0.03 < 99> 0.16 < 97 0.00 < 0> 0.00 <100> <1.06 <100> 0.02 < 97 0.00 < 0> 0.00 <100> <0.10 <100> 1.53 < 98 0.00 < 0> 0.00 <100> <0.06 <100> 0.13 < 98 0.00 < 0> 0.00 <100> <0.00 <100> 1.06 < 99 0.00 < 0> 0.00 <100> <0.00 <100> 0.64 <100

PAGE 17 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:A-2

Units:Kgf-m

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ M O D A L

L O A D

P A R T I C I P A T I O N R A T I O S (STATIC AND DYNAMIC RATIOS ARE IN PERCENT)

TYPE

NAME

Load Load Load Load Load Load Load Load Load Load Load Load Load Load Load Accel Accel Accel Accel Accel Accel

SD LIVE EX EY EPX ENX EPY ENY DEAD NLSDX NLSDY NLDEADX NLDEADY NLLIVEX NLLIVEY UX UY UZ RX RY RZ

PAGE 18 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

STATIC

DYNAMIC

0.1176 0.0213 100.0000 100.0000 100.0000 100.0000 100.0000 100.0000 0.0192 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 100.0000 100.0000 0.0000 129.9584 71.0707 134.8766

0.0000 0.0000 100.0000 100.0000 100.0000 100.0000 100.0000 100.0000 100.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 100.0000 100.0000 0.0000 100.0000 100.0000 100.0000

File:A-2

Units:Kgf-m

TOTAL REACTIVE FORCES (RECOVERED LOADS) AT ORIGIN LOAD

FX

FY

FZ

MX

MY MZ

SD

6.682E-02

-2.790E-04

8.410E+05

9.076E+06

LIVE

1.086E-02

-4.593E-05

3.422E+05

3.852E+06

EX

-5.809E+04

-1.204E-03

-3.661E-09

-8.386E+02

EY

1.815E-02

-5.809E+04

7.644E-10

5.826E+05

EPX

-1.934E+05

-3.991E-03

-1.245E-08

-3.037E+03

ENX

-1.934E+05

-4.027E-03

-1.169E-08

-2.547E+03

EPY

7.111E-02

-1.934E+05

2.670E-09

1.940E+06

ENY

4.974E-02

-1.934E+05

2.228E-09

1.939E+06

-6.858E+06 1.033E+01 -2.787E+06 2.568E-01 -5.861E+05 6.378E+05 8.026E+02 4.758E+05 -1.951E+06 2.336E+06 -1.952E+06 1.911E+06 2.175E+03 1.741E+06 3.169E+03 1.427E+06

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ DEAD

1.249E-02

-6.848E-05

5.023E+05

5.540E+06

NLSDX

0.000E+00

0.000E+00

0.000E+00

0.000E+00

NLSDY

0.000E+00

0.000E+00

0.000E+00

0.000E+00

NLDEADX

0.000E+00

0.000E+00

0.000E+00

0.000E+00

NLDEADY

0.000E+00

0.000E+00

0.000E+00

0.000E+00

NLLIVEX

0.000E+00

0.000E+00

0.000E+00

0.000E+00

NLLIVEY

0.000E+00

0.000E+00

0.000E+00

0.000E+00

SPEC1

1.888E+05

3.695E+04

1.254E-08

3.100E+05

SPEC2

1.729E+05

8.707E+04

1.130E-08

8.938E+05

SPEC3

1.246E+05

1.477E+05

8.201E-09

1.540E+06

SPEC4

6.208E+04

1.837E+05

4.908E-09

1.918E+06

SPEC5

3.434E+04

1.898E+05

4.323E-09

1.977E+06

PAGE 19 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

-4.057E+06 4.041E-01 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 1.976E+06 2.282E+06 1.790E+06 2.184E+06 1.263E+06 2.120E+06 5.801E+05 2.216E+06 3.121E+05 2.321E+06

File:A-2

S T O R Y STORY

LOAD

P

VX

F O R C E S

VY

T MX

STORY6

EX

1.263E-10

-1.458E+04

STORY5

EX

-4.735E-10

-2.917E+04

STORY4

EX

-1.435E-09

-4.087E+04

STORY3

EX

-2.413E-09

-4.965E+04

STORY2

EX

-2.845E-09

-5.532E+04

STORY1

EX

-3.661E-09

-5.809E+04

STORY6

EY

7.136E-11

-1.007E-01

STORY5

EY

1.936E-10

-1.602E-02

STORY4

EY

4.356E-10

3.146E-03

STORY3

EY

5.557E-10

1.406E-02

STORY2

EY

6.294E-10

1.409E-02

STORY1

EY

7.644E-10

1.815E-02

Units:Kgf-m

MY

-2.071E-03 1.678E+05 1.702E+01 -4.577E+04 -8.127E-04 3.255E+05 2.954E+01 -1.375E+05 9.028E-04 4.519E+05 4.021E+01 -2.663E+05 2.171E-04 5.467E+05 4.336E+02 -4.225E+05 -1.113E-03 6.079E+05 6.950E+02 -5.962E+05 -1.204E-03 6.378E+05 8.386E+02 -7.691E+05 -1.458E+04 -1.213E+05 4.556E+04 -9.359E-01 -2.917E+04 -2.409E+05 1.368E+05 2.762E+01 -4.087E+04 -3.368E+05 2.648E+05 6.684E+01 -4.965E+04 -4.087E+05 4.201E+05 3.832E+02 -5.532E+04 -4.537E+05 5.930E+05 6.506E+02 -5.809E+04 -4.758E+05 7.655E+05 8.027E+02

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY6

EPX

6.331E-10

-4.855E+04

STORY5

EPX

-1.547E-09

-9.711E+04

STORY4

EPX

-4.806E-09

-1.361E+05

STORY3

EPX

-8.035E-09

-1.653E+05

STORY2

EPX

-1.012E-08

-1.842E+05

STORY1

EPX

-1.245E-08

-1.934E+05

STORY6

ENX

4.322E-10

-4.855E+04

STORY5

ENX

-1.744E-09

-9.711E+04

STORY4

ENX

-4.592E-09

-1.361E+05

STORY3

ENX

-7.125E-09

-1.653E+05

STORY2

ENX

-9.084E-09

-1.842E+05

STORY1

ENX

-1.169E-08

-1.934E+05

STORY6

EPY

1.066E-10

-2.316E-01

STORY5

EPY

6.276E-10

-2.622E-02

STORY4

EPY

1.402E-09

2.747E-02

STORY3

EPY

1.975E-09

5.690E-02

STORY2

EPY

2.554E-09

5.777E-02

STORY1

EPY

2.670E-09

7.111E-02

STORY6

ENY

2.420E-10

-4.388E-01

STORY5

ENY

6.790E-10

-8.047E-02

STORY4

ENY

1.067E-09

-6.522E-03

STORY3

ENY

1.834E-09

3.669E-02

STORY2

ENY

2.008E-09

3.608E-02

STORY1

ENY

2.228E-09

4.974E-02

STORY6

SPEC1

1.750E-10

5.820E+04

STORY5

SPEC1

1.272E-09

1.065E+05

STORY4

SPEC1

4.803E-09

1.413E+05

STORY3

SPEC1

8.104E-09

1.661E+05

STORY2

SPEC1

9.926E-09

1.815E+05

-6.383E-03 6.121E+05 1.198E+01 -1.523E+05 -2.646E-03 1.190E+06 3.306E+01 -4.577E+05 2.858E-03 1.654E+06 1.252E+02 -8.860E+05 7.706E-04 2.002E+06 1.653E+03 -1.406E+06 -3.685E-03 2.226E+06 2.554E+03 -1.984E+06 -3.991E-03 2.336E+06 3.037E+03 -2.560E+06 -7.405E-03 5.054E+05 1.013E+02 -1.524E+05 -2.766E-03 9.769E+05 2.298E+02 -4.581E+05 3.153E-03 1.355E+06 3.929E+02 -8.869E+05 6.748E-04 1.639E+06 1.234E+03 -1.407E+06 -3.728E-03 1.821E+06 2.074E+03 -1.986E+06 -4.027E-03 1.911E+06 2.547E+03 -2.561E+06 -4.855E+04 -4.434E+05 1.517E+05 -4.395E+01 -9.712E+04 -8.813E+05 4.556E+05 -5.165E+01 -1.361E+05 -1.232E+06 8.818E+05 -8.191E+01 -1.653E+05 -1.496E+06 1.399E+06 8.211E+02 -1.842E+05 -1.660E+06 1.974E+06 1.641E+03 -1.934E+05 -1.741E+06 2.549E+06 2.175E+03 -4.855E+04 -3.641E+05 1.517E+05 3.772E+01 -9.712E+04 -7.227E+05 4.555E+05 2.355E+02 -1.361E+05 -1.010E+06 8.814E+05 5.270E+02 -1.653E+05 -1.226E+06 1.398E+06 1.730E+03 -1.842E+05 -1.361E+06 1.974E+06 2.692E+03 -1.934E+05 -1.427E+06 2.549E+06 3.169E+03 1.016E+04 6.742E+05 3.166E+04 1.826E+05 1.648E+04 1.234E+06 7.958E+04 5.136E+05 2.212E+04 1.655E+06 1.406E+05 9.493E+05 2.906E+04 1.973E+06 2.208E+05 1.456E+06 3.411E+04 2.176E+06 3.155E+05 2.007E+06

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY1

SPEC1

1.254E-08

1.888E+05

STORY6

SPEC2

1.972E-10

5.383E+04

STORY5

SPEC2

1.170E-09

9.716E+04

STORY4

SPEC2

4.332E-09

1.282E+05

STORY3

SPEC2

7.308E-09

1.508E+05

STORY2

SPEC2

8.922E-09

1.656E+05

STORY1

SPEC2

1.130E-08

1.729E+05

STORY6

SPEC3

2.142E-10

3.953E+04

STORY5

SPEC3

1.082E-09

6.953E+04

STORY4

SPEC3

3.240E-09

9.064E+04

STORY3

SPEC3

5.365E-09

1.069E+05

STORY2

SPEC3

6.498E-09

1.184E+05

STORY1

SPEC3

8.201E-09

1.246E+05

STORY6

SPEC4

2.322E-10

2.085E+04

STORY5

SPEC4

1.091E-09

3.381E+04

STORY4

SPEC4

2.085E-09

4.197E+04

STORY3

SPEC4

3.432E-09

4.987E+04

STORY2

SPEC4

3.975E-09

5.730E+04

STORY1

SPEC4

4.908E-09

6.208E+04

STORY6

SPEC5

1.907E-10

1.149E+04

STORY5

SPEC5

1.153E-09

1.871E+04

STORY4

SPEC5

1.914E-09

2.262E+04

STORY3

SPEC5

3.158E-09

2.661E+04

STORY2

SPEC5

3.598E-09

3.103E+04

STORY1

SPEC5

4.323E-09

3.434E+04

3.695E+04 2.282E+06 4.159E+05 2.552E+06 2.428E+04 6.343E+05 7.591E+04 1.689E+05 4.719E+04 1.185E+06 2.227E+05 4.700E+05 6.390E+04 1.598E+06 4.206E+05 8.632E+05 7.597E+04 1.898E+06 6.536E+05 1.320E+06 8.346E+04 2.087E+06 9.090E+05 1.819E+06 8.707E+04 2.184E+06 1.163E+06 2.313E+06 4.351E+04 6.210E+05 1.360E+05 1.240E+05 8.264E+04 1.157E+06 3.932E+05 3.386E+05 1.104E+05 1.553E+06 7.351E+05 6.141E+05 1.296E+05 1.838E+06 1.132E+06 9.328E+05 1.418E+05 2.025E+06 1.566E+06 1.284E+06 1.477E+05 2.120E+06 1.996E+06 1.635E+06 5.537E+04 6.678E+05 1.730E+05 6.532E+04 1.037E+05 1.222E+06 4.953E+05 1.686E+05 1.376E+05 1.622E+06 9.205E+05 2.921E+05 1.610E+05 1.912E+06 1.413E+06 4.312E+05 1.763E+05 2.113E+06 1.950E+06 5.896E+05 1.837E+05 2.216E+06 2.483E+06 7.555E+05 5.802E+04 7.104E+05 1.813E+05 3.596E+04 1.074E+05 1.274E+06 5.147E+05 9.384E+04 1.420E+05 1.681E+06 9.522E+05 1.607E+05 1.659E+05 1.987E+06 1.458E+06 2.341E+05 1.819E+05 2.206E+06 2.010E+06 3.171E+05 1.898E+05 2.321E+06 2.559E+06 4.060E+05

PAGE 20 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:A-2

Units:Kgf-m

STORY DRIFTS STORY

DIRECTION

LOAD

MAX DRIFT

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY6 STORY5 STORY5 STORY4 STORY4 STORY3 STORY3 STORY2

X X X X X X Y Y Y Y Y Y X X X X X X X X X X X X Y Y Y Y Y Y Y Y Y Y Y Y X X X X X X X X X X X X X Y X Y X Y X Y X

EX EX EX EX EX EX EY EY EY EY EY EY EPX EPX EPX EPX EPX EPX ENX ENX ENX ENX ENX ENX EPY EPY EPY EPY EPY EPY ENY ENY ENY ENY ENY ENY SPEC1 SPEC1 SPEC1 SPEC1 SPEC1 SPEC1 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3

1/967 1/916 1/932 1/1186 1/1759 1/2952 1/1724 1/1617 1/1681 1/2461 1/2954 1/4052 1/317 1/300 1/305 1/385 1/571 1/819 1/268 1/254 1/258 1/331 1/491 1/966 1/478 1/451 1/469 1/727 1/837 1/1155 1/564 1/526 1/548 1/690 1/933 1/1216 1/213 1/205 1/215 1/282 1/428 1/871 1/225 1/220 1/232 1/310 1/469 1/916 1/288 1/392 1/290 1/396 1/307 1/422 1/437 1/759 1/653

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY2 STORY1 STORY1 STORY6 STORY6 STORY5 STORY5 STORY4 STORY4 STORY3 STORY3 STORY2 STORY2 STORY1 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1

Y X Y X Y X Y X Y X Y X Y X Y Y Y Y Y Y Y

SPEC3 SPEC3 SPEC3 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5

PAGE 21 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

1/918 1/1136 1/1315 1/408 1/340 1/439 1/337 1/472 1/361 1/850 1/652 1/1234 1/746 1/1494 1/1062 1/337 1/333 1/357 1/630 1/721 1/1014

File:A-2

Units:Kgf-m

DISPLACEMENTS AT DIAPHRAGM CENTER OF MASS STORY

DIAPHRAGM

LOAD

STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3

D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1

EX EX EX EX EX EX EY EY EY EY EY EY EPX EPX EPX EPX EPX EPX ENX ENX ENX ENX ENX ENX EPY EPY EPY EPY

UX

UY

RZ

0.0118 0.0096 0.0071 0.0046 0.0025 0.0009 -0.0007 -0.0006 -0.0006 -0.0006 -0.0003 -0.0001 0.0385 0.0312 0.0230 0.0150 0.0081 0.0030 0.0403 0.0328 0.0241 0.0155 0.0083 0.0029 -0.0016 -0.0015 -0.0016 -0.0017

-0.0005 -0.0007 -0.0007 -0.0007 -0.0003 -0.0001 0.0075 0.0061 0.0045 0.0029 0.0017 0.0007 -0.0023 -0.0025 -0.0024 -0.0023 -0.0009 -0.0003 -0.0012 -0.0019 -0.0021 -0.0023 -0.0009 -0.0003 0.0254 0.0205 0.0150 0.0098

0.00028 0.00021 0.00013 0.00005 0.00001 -0.00001 0.00013 0.00008 0.00005 0.00001 0.00001 0.00000 0.00066 0.00048 0.00028 0.00008 -0.00003 -0.00006 0.00122 0.00092 0.00060 0.00028 0.00008 -0.00001 0.00065 0.00044 0.00027 0.00010

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1

D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1

EPY EPY ENY ENY ENY ENY ENY ENY SPEC1 SPEC1 SPEC1 SPEC1 SPEC1 SPEC1 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5

-0.0009 -0.0003 -0.0029 -0.0027 -0.0024 -0.0021 -0.0010 -0.0003 0.0433 0.0352 0.0254 0.0161 0.0083 0.0029 0.0390 0.0317 0.0229 0.0144 0.0075 0.0026 0.0272 0.0220 0.0159 0.0100 0.0052 0.0019 0.0121 0.0097 0.0069 0.0044 0.0024 0.0010 0.0063 0.0051 0.0037 0.0027 0.0015 0.0007

PAGE 22 4:41 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

0.0057 0.0024 0.0246 0.0200 0.0148 0.0098 0.0057 0.0024 0.0043 0.0044 0.0040 0.0037 0.0017 0.0006 0.0122 0.0097 0.0072 0.0050 0.0027 0.0011 0.0211 0.0165 0.0118 0.0075 0.0043 0.0018 0.0264 0.0207 0.0147 0.0092 0.0054 0.0022 0.0275 0.0216 0.0154 0.0096 0.0056 0.0023 File:A-2

0.00007 0.00003 0.00023 0.00011 0.00003 -0.00005 -0.00001 -0.00001 0.00195 0.00149 0.00101 0.00056 0.00026 0.00009 0.00200 0.00153 0.00105 0.00060 0.00030 0.00011 0.00184 0.00139 0.00096 0.00055 0.00030 0.00012 0.00170 0.00127 0.00087 0.00050 0.00029 0.00012 0.00156 0.00116 0.00078 0.00043 0.00026 0.00010 Units:Kgf-m

STORY MAXIMUM AND AVERAGE LATERAL DISPLACEMENTS STORY

LOAD

STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2

EX EX EX EX EX EX EY EY EY EY EY

DIR

MAXIMUM

AVERAGE

RATIO

X X X X X X Y Y Y Y Y

0.0151 0.0119 0.0085 0.0052 0.0025 0.0010 0.0086 0.0068 0.0048 0.0030 0.0018

0.0120 0.0096 0.0070 0.0046 0.0025 0.0009 0.0075 0.0061 0.0045 0.0029 0.0017

1.259 1.240 1.204 1.129 1.033 1.122 1.145 1.112 1.080 1.018 1.043

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3

EY EPX EPX EPX EPX EPX EPX ENX ENX ENX ENX ENX ENX EPY EPY EPY EPY EPY EPY ENY ENY ENY ENY ENY ENY SPEC1 SPEC1 SPEC1 SPEC1 SPEC1 SPEC1 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC4 SPEC4 SPEC4 SPEC4

Y X X X X X X X X X X X X Y Y Y Y Y Y Y Y Y Y Y Y X X X X X X X X X X X X Y Y Y Y Y Y X X X X X X Y Y Y Y Y Y X X X X

0.0007 0.0461 0.0363 0.0260 0.0158 0.0085 0.0036 0.0543 0.0427 0.0305 0.0185 0.0091 0.0031 0.0305 0.0241 0.0170 0.0105 0.0063 0.0026 0.0264 0.0209 0.0150 0.0102 0.0058 0.0024 0.0647 0.0505 0.0357 0.0214 0.0105 0.0034 0.0597 0.0464 0.0327 0.0196 0.0096 0.0032 0.0220 0.0163 0.0121 0.0084 0.0041 0.0016 0.0442 0.0340 0.0237 0.0140 0.0069 0.0026 0.0319 0.0242 0.0163 0.0094 0.0056 0.0022 0.0271 0.0200 0.0133 0.0073

0.0007 0.0388 0.0311 0.0230 0.0150 0.0082 0.0030 0.0409 0.0327 0.0240 0.0154 0.0082 0.0029 0.0253 0.0205 0.0149 0.0098 0.0057 0.0024 0.0245 0.0200 0.0148 0.0098 0.0057 0.0024 0.0477 0.0377 0.0274 0.0175 0.0093 0.0031 0.0441 0.0348 0.0252 0.0160 0.0085 0.0029 0.0169 0.0129 0.0096 0.0067 0.0034 0.0013 0.0332 0.0259 0.0186 0.0116 0.0061 0.0022 0.0253 0.0198 0.0138 0.0085 0.0049 0.0020 0.0188 0.0143 0.0100 0.0059

1.028 1.188 1.168 1.133 1.058 1.043 1.205 1.327 1.308 1.273 1.198 1.109 1.038 1.209 1.176 1.142 1.078 1.101 1.084 1.078 1.047 1.018 1.042 1.015 1.028 1.358 1.338 1.303 1.228 1.132 1.078 1.355 1.334 1.297 1.219 1.135 1.102 1.302 1.258 1.257 1.256 1.205 1.184 1.334 1.310 1.273 1.202 1.134 1.164 1.259 1.224 1.177 1.114 1.133 1.115 1.440 1.400 1.340 1.240

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1

SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5

X X Y Y Y Y Y Y Y Y Y Y Y Y

0.0044 0.0020 0.0382 0.0293 0.0199 0.0117 0.0069 0.0028 0.0389 0.0299 0.0204 0.0121 0.0072 0.0029

0.0034 0.0014 0.0292 0.0231 0.0164 0.0103 0.0060 0.0025 0.0297 0.0235 0.0167 0.0106 0.0062 0.0026

1.294 1.377 1.309 1.267 1.215 1.127 1.147 1.118 1.312 1.272 1.225 1.142 1.165 1.139

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ B ‫ﺑﻠﻮك‬ PAGE 1 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:B-1

Units:Kgf-m

PROJECT INFORMATION Company Name

= arj-rayaneh

PAGE 2 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:B-1

Units:Kgf-m

S T O R Y STORY

SIMILAR TO

STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 BASE

STORY1 STORY1 STORY1 STORY1 STORY1 None None

PAGE 3 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0 S T A T I C STATIC CASE

CASE TYPE

AUTO LAT LOAD LIVE EX EY EPX ENX EPY ENY DEAD

SELF WT MULTIPLIER LIVE QUAKE QUAKE QUAKE QUAKE QUAKE QUAKE DEAD

R E S P O N S E

HEIGHT

ELEVATION

3.100 3.100 3.100 3.100 2.650 3.400

15.300 12.200 9.100 6.000 2.900 0.250 -3.150

File:B-1

Units:Kgf-m

L O A D

C A S E S

NOTIONAL FACTOR

NOTIONAL DIRECTION

N/A USER_COEFF USER_COEFF USER_COEFF USER_COEFF USER_COEFF USER_COEFF N/A

PAGE 4 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

D A T A

File:B-1

S P E C T R U M

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 1.0000 Units:Kgf-m

C A S E S

RESP SPEC CASE: SPEC1 BASIC RESPONSE SPECTRUM DATA

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ MODAL COMBO

DIRECTION COMBO

CQC

SRSS

MODAL DAMPING

SPECTRUM ANGLE

TYPICAL ECCEN

0.0500

0.0000

0.0500

RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA DIRECTION

FUNCTION

U1 U2 UZ

FUNC1 -------

SCALE FACT 13.6408 N/A N/A

RESP SPEC CASE: SPEC2 BASIC RESPONSE SPECTRUM DATA MODAL COMBO

DIRECTION COMBO

CQC

SRSS

MODAL DAMPING

SPECTRUM ANGLE

TYPICAL ECCEN

0.0500

22.5000

0.0500

RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA DIRECTION

FUNCTION

U1 U2 UZ

FUNC1 -------

SCALE FACT 14.5502 N/A N/A

RESP SPEC CASE: SPEC3 BASIC RESPONSE SPECTRUM DATA MODAL COMBO

DIRECTION COMBO

CQC

SRSS

MODAL DAMPING

SPECTRUM ANGLE

TYPICAL ECCEN

0.0500

45.0000

0.0500

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA DIRECTION

FUNCTION

U1 U2 UZ

FUNC1 -------

SCALE FACT 16.3101 N/A N/A

RESP SPEC CASE: SPEC4 BASIC RESPONSE SPECTRUM DATA MODAL COMBO

DIRECTION COMBO

CQC

SRSS

MODAL DAMPING

SPECTRUM ANGLE

TYPICAL ECCEN

0.0500

67.5000

0.0500

RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA DIRECTION

FUNCTION

U1 U2 UZ

FUNC1 -------

SCALE FACT 18.2309 N/A N/A

RESP SPEC CASE: SPEC5 BASIC RESPONSE SPECTRUM DATA MODAL COMBO

DIRECTION COMBO

CQC

SRSS

MODAL DAMPING

SPECTRUM ANGLE

TYPICAL ECCEN

0.0500

90.0000

0.0500

RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA DIRECTION

FUNCTION

U1 U2 UZ

FUNC1 -------

SCALE FACT 18.3555 N/A N/A

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ PAGE 5 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0 A U T O

S E I S M I C

U S E R

File:B-1

Units:Kgf-m

C O E F F I C I E N T Case: ENX

AUTO SEISMIC INPUT DATA Direction: X - EccY Typical Eccentricity = 5% Eccentricity Overrides: No

Top Story: STORY6 Bottom Story: BASE C = 0.1375 K = 1

AUTO SEISMIC CALCULATION FORMULAS V = C W

AUTO SEISMIC CALCULATION RESULTS W Used = 422464.97 V Used = 0.1375W = 58088.93

AUTO SEISMIC STORY FORCES STORY

FX

FY

FZ

MX

MY MZ

STORY6

12813.62

0.00

0.00

0.000

STORY5

15023.75

0.00

0.00

0.000

STORY4

12057.71

0.00

0.00

0.000

STORY3

9083.67

0.00

0.00

0.000

STORY2

5802.67

0.00

0.00

0.000

0.000 5420.161 0.000 6355.046 0.000 5100.411 0.000 3842.394 0.000 2454.531

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY1

3307.51

0.00

0.00

0.000

PAGE 6 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0 A U T O

S E I S M I C

U S E R

File:B-1

0.000 1399.077 Units:Kgf-m

C O E F F I C I E N T Case: EPY

AUTO SEISMIC INPUT DATA Direction: Y + EccX Typical Eccentricity = 5% Eccentricity Overrides: No

Top Story: STORY6 Bottom Story: BASE C = 0.1375 K = 1

AUTO SEISMIC CALCULATION FORMULAS V = C W

AUTO SEISMIC CALCULATION RESULTS W Used = 422464.97 V Used = 0.1375W = 58088.93

AUTO SEISMIC STORY FORCES STORY

FX

FY

FZ

MX

MY MZ

STORY6

0.00

12813.62

0.00

0.000

STORY5

0.00

15023.75

0.00

0.000

STORY4

0.00

12057.71

0.00

0.000

0.000 6951.389 0.000 8150.384 0.000 6541.308

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY3

0.00

9083.67

0.00

0.000

STORY2

0.00

5802.67

0.00

0.000

STORY1

0.00

3307.51

0.00

0.000

PAGE 7 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0 A U T O

S E I S M I C

U S E R

File:B-1

0.000 4927.892 0.000 2988.377 0.000 1703.367 Units:Kgf-m

C O E F F I C I E N T Case: ENY

AUTO SEISMIC INPUT DATA Direction: Y - EccX Typical Eccentricity = 5% Eccentricity Overrides: No

Top Story: STORY6 Bottom Story: BASE C = 0.1375 K = 1

AUTO SEISMIC CALCULATION FORMULAS V = C W

AUTO SEISMIC CALCULATION RESULTS W Used = 422464.97 V Used = 0.1375W = 58088.93

AUTO SEISMIC STORY FORCES STORY

FX

FY

FZ

MX

MY MZ

STORY6

0.00

12813.62

0.00

0.000

0.000 6951.389

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY5

0.00

15023.75

0.00

0.000

STORY4

0.00

12057.71

0.00

0.000

STORY3

0.00

9083.67

0.00

0.000

STORY2

0.00

5802.67

0.00

0.000

STORY1

0.00

3307.51

0.00

0.000

PAGE 8 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0 A U T O

S E I S M I C

U S E R

File:B-1

0.000 8150.384 0.000 6541.308 0.000 4927.892 0.000 2988.377 0.000 1703.367 Units:Kgf-m

C O E F F I C I E N T Case: EPX

AUTO SEISMIC INPUT DATA Direction: X + EccY Typical Eccentricity = 5% Eccentricity Overrides: No

Top Story: STORY6 Bottom Story: BASE C = 0.1375 K = 1

AUTO SEISMIC CALCULATION FORMULAS V = C W

AUTO SEISMIC CALCULATION RESULTS W Used = 422464.97 V Used = 0.1375W = 58088.93

AUTO SEISMIC STORY FORCES STORY

FX

FY

FZ

MX

MY MZ

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY6

12813.62

0.00

0.00

0.000

STORY5

15023.75

0.00

0.00

0.000

STORY4

12057.71

0.00

0.00

0.000

STORY3

9083.67

0.00

0.00

0.000

STORY2

5802.67

0.00

0.00

0.000

STORY1

3307.51

0.00

0.00

0.000

PAGE 9 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0 A U T O

S E I S M I C

U S E R

File:B-1

0.000 5420.161 0.000 6355.046 0.000 5100.411 0.000 3842.394 0.000 2454.531 0.000 1399.077 Units:Kgf-m

C O E F F I C I E N T Case: EY

AUTO SEISMIC INPUT DATA Direction: Y Typical Eccentricity = 5% Eccentricity Overrides: No

Top Story: STORY6 Bottom Story: BASE C = 0.0413 K = 1

AUTO SEISMIC CALCULATION FORMULAS V = C W

AUTO SEISMIC CALCULATION RESULTS W Used = 422464.97 V Used = 0.0413W = 17447.80

AUTO SEISMIC STORY FORCES

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY

FX

FY

FZ

MX

MY MZ

STORY6

0.00

3848.75

0.00

0.000

0.000

STORY5

0.00

4512.59

0.00

0.000

0.000

STORY4

0.00

3621.70

0.00

0.000

0.000

STORY3

0.00

2728.40

0.00

0.000

0.000

STORY2

0.00

1742.91

0.00

0.000

0.000

STORY1

0.00

993.46

0.00

0.000

0.000

0.000 0.000 0.000 0.000 0.000 0.000 PAGE 10 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:B-1

A U T O

C O E F F I C I E N T Case: EX

S E I S M I C

U S E R

Units:Kgf-m

AUTO SEISMIC INPUT DATA Direction: X Typical Eccentricity = 5% Eccentricity Overrides: No

Top Story: STORY6 Bottom Story: BASE C = 0.0413 K = 1

AUTO SEISMIC CALCULATION FORMULAS V = C W

AUTO SEISMIC CALCULATION RESULTS W Used = 422464.97 V Used = 0.0413W = 17447.80

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬

AUTO SEISMIC STORY FORCES STORY

FX

FY

FZ

MX

MY MZ

STORY6

3848.75

0.00

0.00

0.000

0.000

STORY5

4512.59

0.00

0.00

0.000

0.000

STORY4

3621.70

0.00

0.00

0.000

0.000

STORY3

2728.40

0.00

0.00

0.000

0.000

STORY2

1742.91

0.00

0.00

0.000

0.000

STORY1

993.46

0.00

0.00

0.000

0.000

0.000 0.000 0.000 0.000 0.000 0.000 PAGE 11 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:B-1

M A S S

S O U R C E

MASS FROM

LATERAL MASS ONLY Loads

M A S S

MASS-X

MASS-Y

LUMP MASS AT STORIES Yes

S O U R C E

L O A D S

LOAD

MULTIPLIER

SD LIVE DEAD

1.0000 0.2000 1.0000

File:B-1

D I A P H R A G M DIAPHRAGM

D A T A

Yes

PAGE 12 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

STORY

Units:Kgf-m

MMI

Units:Kgf-m

M A S S

D A T A

X-M Y-M

STORY6

D1

5.360E+03

5.360E+03

9.904E+04

11.757 26.763

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY5

D1

7.553E+03

7.553E+03

1.572E+05

11.740

STORY4

D1

7.596E+03

7.596E+03

1.583E+05

11.742

STORY3

D1

7.661E+03

7.661E+03

1.601E+05

11.734

STORY2

D1

7.402E+03

7.402E+03

1.489E+05

11.495

STORY1

D1

7.507E+03

7.507E+03

1.513E+05

11.500

26.899 26.888 26.875 26.832 26.825 PAGE 13 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0 A S S E M B L E D STORY

UX

UY

File:B-1

P O I N T

UZ

RX

Units:Kgf-m

M A S S E S RY RZ

STORY6

5.360E+03

5.360E+03

0.000E+00

0.000E+00

STORY5

7.553E+03

7.553E+03

0.000E+00

0.000E+00

STORY4

7.596E+03

7.596E+03

0.000E+00

0.000E+00

STORY3

7.661E+03

7.661E+03

0.000E+00

0.000E+00

STORY2

7.402E+03

7.402E+03

0.000E+00

0.000E+00

STORY1

7.507E+03

7.507E+03

0.000E+00

0.000E+00

BASE

2.723E+02

2.723E+02

0.000E+00

0.000E+00

Totals

4.335E+04

4.335E+04

0.000E+00

0.000E+00

C E N T E R S

O F

0.000E+00 9.904E+04 0.000E+00 1.572E+05 0.000E+00 1.583E+05 0.000E+00 1.601E+05 0.000E+00 1.489E+05 0.000E+00 1.513E+05 0.000E+00 0.000E+00 0.000E+00 8.749E+05

PAGE 14 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:B-1

C U M U L A T I V E

C E N T E R S O F R I G I D I T Y

STORY

DIAPHRAGM

LEVEL

NAME

M A S S

&

Units:Kgf-m

/----------CENTER OF MASS----------//--CENTER OF /--RIGIDITY MASS

ORDINATE-X

ORDINATE-Y

ORDINATE-X ORDINATE-Y

STORY6

D1

5.360E+03

11.757

26.763

9.683

STORY5

D1

1.291E+04

11.747

26.843

9.748

STORY4

D1

2.051E+04

11.745

26.859

9.965

27.164 27.065 26.990

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY3

D1

2.817E+04

11.742

26.864

10.267

STORY2

D1

3.557E+04

11.691

26.857

10.911

STORY1

D1

4.308E+04

11.657

26.852

12.492

27.014 26.975 27.706

MODE

PAGE 15 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:B-1

M O D A L

F R E Q U E N C I E S

P E R I O D S

PERIOD NUMBER

A N D

FREQUENCY (TIME)

Units:Kgf-m

CIRCULAR FREQ

(CYCLES/TIME) ((RADIANS/TIME

Mode 1

0.96808

1.03297

Mode 2

0.63058

1.58584

6.49033 9.96414 Mode 3

0.50474

1.98124

Mode 4

0.28032

3.56740

Mode 5

0.20102

4.97457

Mode 6

0.16519

6.05364

Mode 7

0.14997

6.66781

Mode 8

0.11069

9.03444

Mode 9

0.10832

9.23150

Mode 10

0.09278

10.77818

Mode 11

0.08533

11.71989

Mode 12

0.07911

12.64014

Mode 13

0.07011

14.26399

Mode 14

0.06582

15.19200

Mode 15

0.06443

15.52109

12.44847 22.41463 31.25614 38.03614 41.89511 56.76508 58.00323 67.72132 73.63825 79.42037 89.62329 95.45412 97.52187 Mode 16

0.05517

18.12554

Mode 17

0.05350

18.69240

Mode 18

0.04507

22.18850

113.88613 117.44781 139.41443 PAGE 16 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:B-1

Units:Kgf-m

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ M O D A L MODE NUMBER

Mode 1 Mode 2

X-TRANS %MASS <SUM>

1.07 <

1>

70.84 < 72>

P A R T I C I P A T I N G Y-TRANS %MASS <SUM>

61.38 < 61> 1.38 < 63>

0.03 < 72>

2.46 < 65>

Mode 4

0.19 < 72>

20.09 < 85>

Mode 5

19.08 < 91>

0.28 < 86>

Mode 6

0.15 < 91>

2.68 < 88>

Mode 7

0.09 < 91>

5.22 < 93>

Mode 8

2.11 < 94>

1.57 < 95>

Mode 9

2.76 < 96>

1.63 < 97>

Mode 10

0.01 < 96>

0.42 < 97>

Mode 11

0.01 < 96>

0.96 < 98>

Mode 12

1.97 < 98>

0.02 < 98>

Mode 13

0.04 < 98>

1.44 <100>

Mode 14

0.38 < 99>

0.38 <100>

Mode 15

0.54 < 99>

0.08 <100>

Mode 16

0.75 <100>

0.00 <100>

Mode 17

0.01 <100>

0.01 <100>

Mode 18

0.00 <100>

0.00 <100>

RX-ROTN RY-ROTN RZ-ROTN %MASS <SUM> %MASS <SUM> <%MASS <SUM> %MASS <SUM 0.00 < 0> 91.52 < 92> <1.56 < 2> 2.45 < 2 0.00 < 0> 1.77 < 93> <88.00 < 90> 0.00 < 2 0.00 < 0> 3.16 < 96> <0.10 < 90> 68.56 < 71 0.00 < 0> 2.73 < 99> <0.00 < 90> 0.26 < 71 0.00 < 0> 0.00 < 99> <6.33 < 96> 0.12 < 71 0.00 < 0> 0.15 < 99> <0.02 < 96> 16.68 < 88 0.00 < 0> 0.39 <100> <0.02 < 96> 2.36 < 90 0.00 < 0> 0.06 <100> <0.95 < 97> 0.05 < 90 0.00 < 0> 0.09 <100> <1.11 < 98> 0.10 < 91 0.00 < 0> 0.01 <100> <0.01 < 98> 3.25 < 94 0.00 < 0> 0.05 <100> <0.00 < 98> 1.73 < 96 0.00 < 0> 0.00 <100> <1.11 < 99> 0.04 < 96 0.00 < 0> 0.04 <100> <0.01 < 99> 0.01 < 96 0.00 < 0> 0.02 <100> <0.15 < 99> 2.45 < 98 0.00 < 0> 0.00 <100> <0.27 <100> 0.16 < 98 0.00 < 0> 0.00 <100> <0.34 <100> 0.12 < 98 0.00 < 0> 0.00 <100> 0.88 < 99 <0.00 <100> 0.00 < 0> 0.00 <100> <0.01 <100> 0.77 <100

PAGE 17 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0 L O A D

TYPE

R A T I O S

Z-TRANS

Mode 3

M O D A L

M A S S

File:B-1

Units:Kgf-m

P A R T I C I P A T I O N R A T I O S (STATIC AND DYNAMIC RATIOS ARE IN PERCENT) NAME

STATIC

DYNAMIC

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Load Load Load Load Load Load Load Load Load Load Load Load Load Load Load Accel Accel Accel Accel Accel Accel

SD LIVE EX EY EPX ENX EPY ENY DEAD NLSDX NLSDY NLDEADX NLDEADY NLLIVEX NLLIVEY UX UY UZ RX RY RZ

0.2491 0.0862 100.0000 100.0000 100.0000 100.0000 100.0000 100.0000 0.1081 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 100.0000 100.0000 0.0000 129.0553 70.1688 60.9004

PAGE 18 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:B-1

0.0000 0.0000 100.0000 100.0000 100.0000 100.0000 100.0000 100.0000 100.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 100.0000 100.0000 0.0000 100.0000 100.0000 100.0000

Units:Kgf-m

TOTAL REACTIVE FORCES (RECOVERED LOADS) AT ORIGIN LOAD

FX

FY

FZ

MX

MY MZ

SD

-2.988E-06

7.094E-05

2.643E+05

7.147E+06

LIVE

-9.617E-07

1.877E-05

8.961E+04

2.385E+06

EX

-1.745E+04

7.429E-05

7.140E-11

2.779E+02

EY

-1.978E-06

-1.745E+04

6.912E-11

1.727E+05

EPX

-5.809E+04

1.699E-04

2.328E-10

7.635E+02

ENX

-5.809E+04

3.248E-04

2.510E-10

1.087E+03

EPY

-1.106E-05

-5.809E+04

3.129E-10

5.750E+05

ENY

-2.109E-06

-5.809E+04

2.037E-10

5.746E+05

DEAD

-1.456E-06

3.150E-05

1.432E+05

3.798E+06

NLSDX

0.000E+00

0.000E+00

0.000E+00

0.000E+00

NLSDY

0.000E+00

0.000E+00

0.000E+00

0.000E+00

-3.071E+06 2.546E+00 -1.052E+06 1.406E+00 -1.705E+05 4.685E+05 -2.900E+02 2.043E+05 -5.678E+05 1.584E+06 -5.678E+05 1.535E+06 -1.001E+03 7.113E+05 -9.297E+02 6.487E+05 -1.679E+06 2.017E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ NLDEADX

0.000E+00

0.000E+00

0.000E+00

0.000E+00

NLDEADY

0.000E+00

0.000E+00

0.000E+00

0.000E+00

NLLIVEX

0.000E+00

0.000E+00

0.000E+00

0.000E+00

NLLIVEY

0.000E+00

0.000E+00

0.000E+00

0.000E+00

SPEC1

5.978E+04

9.645E+03

2.403E-10

9.741E+04

SPEC2

5.580E+04

2.410E+04

2.703E-10

2.489E+05

SPEC3

4.427E+04

4.178E+04

3.265E-10

4.304E+05

SPEC4

2.219E+04

5.683E+04

3.811E-10

5.838E+05

SPEC5

1.298E+04

5.909E+04

3.805E-10

6.054E+05

PAGE 19 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 6.027E+05 1.725E+06 5.620E+05 1.608E+06 4.452E+05 1.306E+06 2.229E+05 7.979E+05 1.347E+05 6.777E+05

File:B-1

S T O R Y STORY

LOAD

P

VX

F O R C E S

VY

T MX

STORY6

EX

1.876E-11

-3.849E+03

STORY5

EX

3.217E-11

-8.361E+03

STORY4

EX

7.788E-11

-1.198E+04

STORY3

EX

3.320E-11

-1.471E+04

STORY2

EX

4.371E-11

-1.645E+04

STORY1

EX

7.140E-11

-1.745E+04

STORY6

EY

-4.093E-12

-5.084E-07

STORY5

EY

7.276E-11

-5.809E-07

STORY4

EY

-5.821E-11

-7.555E-07

STORY3

EY

6.548E-11

-8.480E-07

STORY2

EY

1.382E-10

-8.660E-07

STORY1

EY

6.912E-11

-1.978E-06

STORY6

EPX

-4.820E-11

-1.281E+04

STORY5

EPX

7.049E-11

-2.784E+04

STORY4

EPX

1.587E-10

-3.990E+04

Units:Kgf-m

MY

1.974E-07 1.030E+05 2.464E+01 -1.203E+04 3.860E-07 2.244E+05 8.376E+01 -3.819E+04 3.724E-07 3.218E+05 1.599E+02 -7.572E+04 4.434E-07 3.951E+05 2.411E+02 -1.218E+05 4.612E-07 4.419E+05 2.921E+02 -1.658E+05 7.429E-05 4.685E+05 2.779E+02 -2.255E+05 -3.849E+03 -4.526E+04 1.219E+04 -2.496E+01 -8.361E+03 -9.824E+04 3.873E+04 -8.448E+01 -1.198E+04 -1.408E+05 7.678E+04 -1.638E+02 -1.471E+04 -1.728E+05 1.235E+05 -2.392E+02 -1.645E+04 -1.928E+05 1.680E+05 -2.824E+02 -1.745E+04 -2.043E+05 2.276E+05 -2.900E+02 5.877E-07 3.484E+05 7.173E+01 -4.004E+04 1.134E-06 7.588E+05 2.415E+02 -1.271E+05 1.106E-06 1.088E+06 4.566E+02 -2.521E+05

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY3

EPX

8.868E-11

-4.898E+04

STORY2

EPX

8.137E-11

-5.478E+04

STORY1

EPX

2.328E-10

-5.809E+04

STORY6

ENX

1.628E-10

-1.281E+04

STORY5

ENX

-5.457E-11

-2.784E+04

STORY4

ENX

1.091E-11

-3.990E+04

STORY3

ENX

7.094E-11

-4.898E+04

STORY2

ENX

3.015E-10

-5.478E+04

STORY1

ENX

2.510E-10

-5.809E+04

STORY6

EPY

1.346E-10

-1.717E-06

STORY5

EPY

5.130E-10

-1.905E-06

STORY4

EPY

-1.019E-10

-2.508E-06

STORY3

EPY

1.237E-10

-2.822E-06

STORY2

EPY

1.855E-10

-2.909E-06

STORY1

EPY

3.129E-10

-1.106E-05

STORY6

ENY

5.457E-11

-1.668E-06

STORY5

ENY

3.092E-10

-1.964E-06

STORY4

ENY

3.020E-10

-2.523E-06

STORY3

ENY

3.638E-10

-2.825E-06

STORY2

ENY

6.912E-10

-2.857E-06

STORY1

ENY

2.037E-10

-2.109E-06

STORY6

SPEC1

1.475E-10

1.595E+04

STORY5

SPEC1

1.129E-10

3.193E+04

STORY4

SPEC1

9.815E-11

4.337E+04

STORY3

SPEC1

8.549E-11

5.170E+04

STORY2

SPEC1

6.665E-11

5.711E+04

STORY1

SPEC1

2.403E-10

5.978E+04

STORY6

SPEC2

1.387E-10

1.492E+04

STORY5

SPEC2

1.863E-10

2.980E+04

1.317E-06 1.336E+06 6.778E+02 -4.054E+05 1.371E-06 1.494E+06 8.045E+02 -5.521E+05 1.699E-04 1.584E+06 7.635E+02 -7.507E+05 7.271E-07 3.375E+05 9.237E+01 -4.004E+04 1.436E-06 7.353E+05 3.162E+02 -1.272E+05 1.373E-06 1.054E+06 6.084E+02 -2.521E+05 1.635E-06 1.295E+06 9.275E+02 -4.055E+05 1.700E-06 1.448E+06 1.140E+03 -5.522E+05 3.248E-04 1.535E+06 1.087E+03 -7.508E+05 -1.281E+04 -1.576E+05 4.058E+04 -8.604E+01 -2.784E+04 -3.422E+05 1.290E+05 -2.886E+02 -3.990E+04 -4.904E+05 2.557E+05 -5.558E+02 -4.898E+04 -6.019E+05 4.112E+05 -8.124E+02 -5.478E+04 -6.716E+05 5.594E+05 -9.516E+02 -5.809E+04 -7.113E+05 7.580E+05 -1.001E+03 -1.281E+04 -1.437E+05 4.056E+04 -8.013E+01 -2.784E+04 -3.120E+05 1.289E+05 -2.739E+02 -3.990E+04 -4.470E+05 2.555E+05 -5.347E+02 -4.898E+04 -5.487E+05 4.109E+05 -7.803E+02 -5.478E+04 -6.124E+05 5.590E+05 -9.286E+02 -5.809E+04 -6.487E+05 7.576E+05 -9.297E+02 2.431E+03 4.526E+05 7.631E+03 4.978E+04 4.995E+03 9.152E+05 2.314E+04 1.488E+05 6.973E+03 1.249E+06 4.485E+04 2.822E+05 8.349E+03 1.491E+06 7.077E+04 4.396E+05 9.183E+03 1.648E+06 9.489E+04 5.872E+05 9.645E+03 1.725E+06 1.269E+05 7.851E+05 7.306E+03 4.269E+05 2.303E+04 4.656E+04 1.351E+04 8.558E+05 6.491E+04 1.390E+05

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY4

SPEC2

1.044E-10

4.045E+04

STORY3

SPEC2

1.343E-10

4.822E+04

STORY2

SPEC2

2.038E-10

5.329E+04

STORY1

SPEC2

2.703E-10

5.580E+04

STORY6

SPEC3

1.080E-10

1.189E+04

STORY5

SPEC3

2.897E-10

2.364E+04

STORY4

SPEC3

1.331E-10

3.207E+04

STORY3

SPEC3

2.137E-10

3.821E+04

STORY2

SPEC3

3.492E-10

4.224E+04

STORY1

SPEC3

3.265E-10

4.427E+04

STORY6

SPEC4

6.046E-11

6.075E+03

STORY5

SPEC4

3.778E-10

1.190E+04

STORY4

SPEC4

1.509E-10

1.608E+04

STORY3

SPEC4

3.081E-10

1.913E+04

STORY2

SPEC4

4.721E-10

2.114E+04

STORY1

SPEC4

3.811E-10

2.219E+04

STORY6

SPEC5

4.920E-11

3.546E+03

STORY5

SPEC5

3.836E-10

7.108E+03

STORY4

SPEC5

1.585E-10

9.654E+03

STORY3

SPEC5

3.006E-10

1.144E+04

STORY2

SPEC5

5.134E-10

1.251E+04

STORY1

SPEC5

3.805E-10

1.298E+04

1.788E+04 1.167E+06 1.196E+05 2.633E+05 2.114E+04 1.392E+06 1.835E+05 4.099E+05 2.317E+04 1.538E+06 2.428E+05 5.476E+05 2.410E+04 1.608E+06 3.212E+05 7.320E+05 1.288E+04 3.569E+05 4.060E+04 3.710E+04 2.354E+04 6.994E+05 1.136E+05 1.104E+05 3.094E+04 9.493E+05 2.079E+05 2.088E+05 3.656E+04 1.132E+06 3.178E+05 3.249E+05 4.014E+04 1.250E+06 4.199E+05 4.338E+05 4.178E+04 1.306E+06 5.551E+05 5.799E+05 1.757E+04 2.418E+05 5.538E+04 1.899E+04 3.201E+04 4.390E+05 1.546E+05 5.582E+04 4.197E+04 5.838E+05 2.824E+05 1.050E+05 4.963E+04 6.943E+05 4.312E+05 1.629E+05 5.456E+04 7.667E+05 5.697E+05 2.172E+05 5.683E+04 7.979E+05 7.533E+05 2.901E+05 1.825E+04 2.078E+05 5.752E+04 1.113E+04 3.321E+04 3.734E+05 1.605E+05 3.336E+04 4.352E+04 4.912E+05 2.929E+05 6.332E+04 5.150E+04 5.862E+05 4.471E+05 9.854E+04 5.668E+04 6.484E+05 5.907E+05 1.313E+05 5.909E+04 6.777E+05 7.813E+05 1.747E+05

PAGE 20 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

File:B-1

Units:Kgf-m

STORY DRIFTS STORY

DIRECTION

LOAD

STORY6 STORY5 STORY4 STORY3 STORY2

X X X X X

EX EX EX EX EX

MAX DRIFT 1/1934 1/1847 1/1938 1/2133 1/2305

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY6 STORY5 STORY5 STORY4 STORY4 STORY3 STORY3 STORY2 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY1 STORY6 STORY5 STORY4 STORY3

X Y Y Y Y Y Y X X X X X X X X X X X X Y Y Y Y Y Y Y Y Y Y Y Y X X X X X X X Y X Y X Y X Y X Y X Y Y Y Y Y X Y Y Y Y Y

EX EY EY EY EY EY EY EPX EPX EPX EPX EPX EPX ENX ENX ENX ENX ENX ENX EPY EPY EPY EPY EPY EPY ENY ENY ENY ENY ENY ENY SPEC1 SPEC1 SPEC1 SPEC1 SPEC1 SPEC1 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC4 SPEC4 SPEC4 SPEC4

1/4383 1/655 1/641 1/701 1/803 1/1046 1/4938 1/624 1/581 1/572 1/646 1/655 1/1401 1/543 1/519 1/546 1/600 1/692 1/1242 1/188 1/184 1/200 1/230 1/298 1/1471 1/206 1/202 1/222 1/254 1/332 1/1365 1/518 1/501 1/522 1/594 1/610 1/1185 1/522 1/373 1/505 1/369 1/542 1/412 1/607 1/484 1/651 1/626 1/1271 1/216 1/214 1/240 1/282 1/370 1/1547 1/1804 1/159 1/157 1/176 1/207

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY2 STORY1 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1

Y X Y Y Y Y Y Y Y

SPEC4 SPEC4 SPEC4 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5

PAGE 21 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

1/272 1/2398 1/1322 1/153 1/152 1/170 1/200 1/263 1/1276

File:B-1

Units:Kgf-m

DISPLACEMENTS AT DIAPHRAGM CENTER OF MASS STORY

DIAPHRAGM

LOAD

STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3

D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1

EX EX EX EX EX EX EY EY EY EY EY EY EPX EPX EPX EPX EPX EPX ENX ENX ENX ENX ENX ENX EPY EPY EPY EPY EPY EPY ENY ENY ENY ENY ENY ENY SPEC1 SPEC1 SPEC1 SPEC1

UX

UY

RZ

0.0078 0.0063 0.0048 0.0032 0.0018 0.0007 0.0015 0.0010 0.0007 0.0003 0.0001 0.0000 0.0259 0.0211 0.0158 0.0106 0.0059 0.0022 0.0262 0.0212 0.0159 0.0107 0.0060 0.0023 0.0051 0.0035 0.0022 0.0012 0.0004 0.0001 0.0047 0.0034 0.0021 0.0011 0.0004 0.0000 0.0273 0.0220 0.0164 0.0110

0.0015 0.0011 0.0007 0.0003 0.0001 0.0000 0.0183 0.0142 0.0100 0.0062 0.0028 0.0007 0.0041 0.0029 0.0018 0.0009 0.0002 -0.0001 0.0056 0.0041 0.0026 0.0014 0.0004 -0.0001 0.0618 0.0479 0.0338 0.0209 0.0095 0.0022 0.0598 0.0464 0.0328 0.0203 0.0093 0.0022 0.0082 0.0064 0.0046 0.0029

0.00008 0.00005 0.00003 0.00003 0.00002 0.00002 0.00054 0.00042 0.00029 0.00018 0.00007 0.00000 -0.00011 -0.00013 -0.00011 -0.00006 -0.00003 0.00005 0.00065 0.00048 0.00034 0.00024 0.00013 0.00011 0.00228 0.00179 0.00126 0.00078 0.00034 0.00002 0.00131 0.00101 0.00068 0.00040 0.00013 -0.00005 0.00074 0.00058 0.00042 0.00028

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1

D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1

SPEC1 SPEC1 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5 SPEC5

0.0061 0.0023 0.0258 0.0207 0.0154 0.0103 0.0057 0.0022 0.0213 0.0169 0.0125 0.0083 0.0046 0.0017 0.0134 0.0102 0.0074 0.0047 0.0025 0.0010 0.0106 0.0078 0.0054 0.0034 0.0017 0.0007

PAGE 22 4:42 2010 ,9 ‫ ژوﺋﻦ‬ETABS v9.7.0

0.0014 0.0005 0.0278 0.0213 0.0149 0.0091 0.0040 0.0010 0.0487 0.0373 0.0260 0.0159 0.0070 0.0016 0.0663 0.0508 0.0354 0.0216 0.0096 0.0022 0.0686 0.0526 0.0367 0.0224 0.0099 0.0023 File:B-1

0.00015 0.00012 0.00158 0.00124 0.00089 0.00057 0.00027 0.00012 0.00251 0.00197 0.00140 0.00089 0.00042 0.00012 0.00342 0.00269 0.00191 0.00121 0.00057 0.00014 0.00354 0.00278 0.00198 0.00126 0.00059 0.00014 Units:Kgf-m

STORY MAXIMUM AND AVERAGE LATERAL DISPLACEMENTS STORY

LOAD

STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2

EX EX EX EX EX EX EY EY EY EY EY EY EPX EPX EPX EPX EPX EPX ENX ENX ENX ENX ENX

DIR

MAXIMUM

AVERAGE

RATIO

X X X X X X Y Y Y Y Y Y X X X X X X X X X X X

0.0082 0.0066 0.0049 0.0033 0.0019 0.0008 0.0211 0.0164 0.0114 0.0070 0.0032 0.0007 0.0264 0.0216 0.0162 0.0108 0.0060 0.0024 0.0291 0.0234 0.0174 0.0117 0.0066

0.0078 0.0064 0.0048 0.0032 0.0018 0.0007 0.0182 0.0141 0.0099 0.0061 0.0028 0.0007 0.0259 0.0210 0.0158 0.0106 0.0059 0.0022 0.0263 0.0213 0.0160 0.0107 0.0060

1.044 1.036 1.030 1.036 1.038 1.153 1.160 1.161 1.151 1.148 1.129 1.029 1.017 1.026 1.030 1.024 1.018 1.105 1.105 1.096 1.090 1.095 1.094

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3 STORY2 STORY1 STORY6 STORY5 STORY4 STORY3

ENX EPY EPY EPY EPY EPY EPY ENY ENY ENY ENY ENY ENY SPEC1 SPEC1 SPEC1 SPEC1 SPEC1 SPEC1 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC2 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC3 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC4 SPEC5 SPEC5 SPEC5 SPEC5

X Y Y Y Y Y Y Y Y Y Y Y Y X X X X X X X X X X X X Y Y Y Y Y Y X X X X X X Y Y Y Y Y Y X X X X X X Y Y Y Y Y Y Y Y Y Y

0.0027 0.0739 0.0575 0.0399 0.0247 0.0112 0.0023 0.0668 0.0517 0.0361 0.0222 0.0100 0.0025 0.0296 0.0237 0.0176 0.0119 0.0067 0.0029 0.0290 0.0231 0.0171 0.0114 0.0064 0.0027 0.0359 0.0277 0.0190 0.0117 0.0053 0.0013 0.0275 0.0217 0.0158 0.0104 0.0056 0.0022 0.0616 0.0475 0.0325 0.0199 0.0090 0.0019 0.0260 0.0202 0.0143 0.0090 0.0044 0.0014 0.0839 0.0646 0.0442 0.0271 0.0123 0.0026 0.0868 0.0669 0.0457 0.0281

0.0023 0.0616 0.0478 0.0334 0.0207 0.0095 0.0022 0.0597 0.0463 0.0326 0.0202 0.0093 0.0023 0.0284 0.0229 0.0170 0.0114 0.0064 0.0024 0.0273 0.0219 0.0162 0.0108 0.0060 0.0023 0.0292 0.0225 0.0156 0.0096 0.0045 0.0011 0.0242 0.0193 0.0141 0.0093 0.0051 0.0019 0.0503 0.0387 0.0267 0.0164 0.0075 0.0017 0.0191 0.0150 0.0107 0.0067 0.0034 0.0011 0.0685 0.0526 0.0363 0.0223 0.0102 0.0024 0.0709 0.0545 0.0376 0.0231

1.198 1.201 1.203 1.194 1.194 1.182 1.049 1.119 1.118 1.107 1.101 1.074 1.105 1.043 1.037 1.035 1.041 1.047 1.174 1.062 1.056 1.051 1.054 1.054 1.170 1.228 1.231 1.217 1.215 1.192 1.149 1.138 1.128 1.118 1.113 1.098 1.174 1.225 1.228 1.216 1.217 1.203 1.078 1.365 1.350 1.340 1.333 1.296 1.240 1.225 1.228 1.216 1.217 1.203 1.082 1.224 1.227 1.215 1.216

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ STORY2 STORY1

SPEC5 SPEC5

Y Y

0.0127 0.0027

0.0106 0.0025

1.201 1.079

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻓﺼﻞ ﻫﻔﺘﻢ‬ ‫ﻣﺨﺘﺼﺎت ﻣﺮﻛﺰ ﺟﺮم و ﻣﺮﻛﺰ ﺳﺨﺘﻲ‬

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ :‫ﻣﺨﺘﺼﺎت ﻣﺮﻛﺰ ﺟﺮم و ﺳﺨﺘﻲ و ﺟﺮم ﻣﻮﺛﺮ ﻃﺒﻘﺎت ﺟﻬﺖ ﻣﺤﺎﺳﺒﻪ ﻧﻴﺮوﻫﺎي زﻟﺰﻟﻪ ﺑﻪ ﺷﺮح زﻳﺮ ﻣﻴﺒﺎﺷﻨﺪ‬ : A ‫ﺑﻠﻮك‬ Center Mass Rigidity Diaphrag MassX m STORY D1 20493.

6 84 STORY D1 24636.

5 64 STORY D1 24757.

4 28 STORY D1 24893.

3 38 STORY D1 24278.

2 41 STORY D1 24369.

1 37 Story

MassY

XCM

20493.

84 24636.

64 24757.

28 24893.

38 24278.

41 24369.

37

8.3154 36 8.2009 02 8.1987 51 8.1883 75 7.9398 63 7.9430 22

CumMas CumMas XCCM sX sY 11.511 20493.84 20493.84 8.3154 12 36 10.807 45130.48 45130.48 8.2529 32 13 10.803 69887.76 69887.76 8.2337 8 27 10.801 94781.13 94781.13 8.2218 13 15 10.784 119059.5 119059.5 8.1643 61 2 10.783 143428.9 143428.9 8.1267 54 2 YCM

YCCM

XCR

YCR

11.511 12 11.126 91 11.012 45 10.956 95 10.921 81 10.898 32

5.8596 43 6.6956 75 7.2771 38 7.7348 29 7.3574 55 7.7443 11

15.188 05 14.723 27 14.045 48 13.031 74 11.344 35 9.9706 02

: B ‫ﺑﻠﻮك‬ Center Mass Rigidity Diaphrag MassX m STORY D1 5359.6 6 75 STORY D1 7553.2 5 33 STORY D1 7596.1 4 18 STORY D1 7661.3 3 15 STORY D1 7401.7 2 71 STORY D1 7507.3 1 24 Story

MassY

XCM

5359.6 75 7553.2 33 7596.1 18 7661.3 15 7401.7 71 7507.3 24

11.756 86 11.739 71 11.742 07 11.733 76 11.494 74 11.499 81

CumMas CumMas XCCM sX sY 26.763 5359.675 5359.675 11.756 4 86 26.899 12912.91 12912.91 11.746 03 83 26.887 20509.03 20509.03 11.745 65 06 26.875 28170.34 28170.34 11.741 01 99 26.832 35572.11 35572.11 11.690 48 54 26.825 43079.44 43079.44 11.657 42 3 YCM

YCCM

XCR

YCR

26.763 4 26.842 73 26.859 37 26.863 62 26.857 14 26.851 61

9.6827 93 9.7477 47 9.9652 15 10.267 47 10.910 96 12.491 67

27.164 11 27.064 87 26.990 01 27.014 37 26.975 01 27.705 68

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻓﺼﻞ ﻫﺸﺘﻢ‬ ‫ﻃﺮاﺣﻲ ﺗﻴﺮﻫﺎ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫اﻳﻦ ﺑﺨﺶ ﺑﻪ ﻃﺮاﺣﻲ ﺗﻴﺮﻫﺎ اﺧﺘﺼﺎص دارد‪ .‬ﺗﻴﺮﻫﺎي اﺳﺘﻔﺎده ﺷﺪه در اﻳﻦ ﺳﺎزه از ﻧﻮع ﻛﺎﻣﭙﻮزﻳﺖ ﻣﻴﺒﺎﺷﻨﺪ‪ .‬ﻃﺮاﺣﻲ ﺗﻴﺮﻫﺎ ﺗﻮﺳﻂ ﺧﻮد ﺑﺮﻧﺎﻣﻪ‬ ‫اﻧﺠﺎم ﮔﺮﻓﺘﻪ اﺳﺖ و ﻧﻴﺎزي ﺑﻪ اﻧﺠﺎم ﻃﺮاﺣﻲ دﺳﺘﻲ ﻧﻴﺴﺖ‪ .‬ﺑﺮاي ﻃﺮاﺣﻲ ﺗﻴﺮﻫﺎ ﺑﻪ روش ﻛﺎﻣﭙﻮزﻳﺖ ﺑﺎرﻫﺎي وارد ﺑﺮ ﺗﻴﺮﻫﺎ ﺑﻪ دو دﺳﺘﻪ‬ ‫‪ DEAD‬و ‪ SUPER DEAD‬ﺗﻘﺴﻴﻤﺒﻨﺪي ﺷﺪه اﻧﺪ‪ .‬ﺑﺎرﻫﺎﻳﻲ ﻛﻪ ﻗﺒﻞ از رﺳﻴﺪن ﺑﺘﻦ ﺑﻪ ‪ 75‬درﺻﺪ ﻣﻘﺎوﻣﺖ ﻣﻮرد ﻧﻈﺮ ﺑﻪ ﺳﺎزه وارد‬ ‫ﻣﻴﺸﻮد ﺑﻪ ﻋﻨﻮان ﺑﺎر ‪ DEAD‬و ﻣﺎﺑﻘﻲ ﺑﺎرﻫﺎي ﻣﺮده ﻛﻪ ﭘﺲ از رﺳﻴﺪن ﺑﺘﻦ ﺑﻪ اﻳﻦ ﻣﻘﺎوﻣﺖ ﺑﻪ آن وارد ﻣﻴﺸﻮﻧﺪ ﺑﻪ ﻋﻨﻮان ﺑﺎر ‪SUPER‬‬

‫‪ DEAD‬در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ‪ .‬ﻣﺎﺑﻘﻲ ﻓﺮﺿﻴﺎت و ﻧﻜﺎت ﻣﺮﺗﺒﻂ ﺑﺎ ﻃﺮاﺣﻲ اﻳﻦ ﺗﻴﺮﻫﺎ ﺑﻪ ﺷﺮح زﻳﺮ ﻣﻴﺒﺎﺷﻨﺪ‪:‬‬ ‫‪-‬‬

‫ﻓﺮض ﺷﺪه اﺳﺖ ﻛﻪ ﻗﺒﻞ از رﺳﻴﺪن ﺑﺘﻦ ﺑﻪ ﻣﻘﺎوﻣﺖ اوﻟﻴﻪ ﺧﻮد از ﭘﺎﻳﻪ ﻫﺎي ﻣﻮﻗﺖ در زﻳﺮ ﺗﻴﺮﻫﺎ اﺳﺘﻔﺎده ﻧﺸﺪه اﺳﺖ‪.‬‬

‫‪-‬‬

‫ﻓﺮض ﺷﺪه اﺳﺖ ﻛﻪ ﺑﺮاي اﺗﺼﺎل ﺑﻴﻦ ﺗﻴﺮﻫﺎي ﻓﻮﻻدي و دال ﺳﻘﻒ از ﺑﺮﺷﮕﻴﺮ از ﻧﻮع ﻧﺎوداﻧﻲ ﻧﻤﺮه ‪ 6‬ﺑﻪ ﻃﻮل ‪ 6‬ﺳﺎﻧﺘﻴﻤﺘﺮ ﺑﻪ‬ ‫ﻓﻮاﺻﻞ ﻫﺮ ‪ 25‬ﺳﺎﻧﺘﻴﻤﺘﺮ در راﺳﺘﺎي ﻃﻮﻟﻲ ﺗﻴﺮﻫﺎ اﺳﺘﻔﺎده ﺷﺪه اﺳﺖ‪ .‬ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﺟﺪول ‪-1-2-1-10‬اﻟﻒ ﻣﺒﺤﺚ دﻫﻢ ﺑﺮاي اﻳﻦ‬ ‫ﻧﻮع ﺑﺮﺷﮕﻴﺮ ﺑﺎ ﻓﺮض ﻣﻘﺎوﻣﺖ ﻓﺸﺎري ﺑﺘﻦ ﺑﺮاﺑﺮ ‪ 200‬ﻛﻴﻠﻮﮔﺮم ﺑﺮ ﺳﺎﻧﺘﻴﻤﺘﺮ ﻣﺮﺑﻊ ﻣﻘﺪار ﻧﻴﺮوي ﺑﺮﺷﻲ اﻓﻘﻲ ﻣﺠﺎز ﺑﺮاي ﻫﺮ ﺑﺮﺷﮕﻴﺮ‬ ‫ﺑﺮاﺑﺮ ‪ 0.68W‬ﺑﺮﺣﺴﺐ ﺗﻦ ﺧﻮاﻫﺪ ﺷﺪ‪ .‬ﺑﺎ اﻳﻦ ﺣﺴﺎب ﺑﺎ ﺟﺎﻳﮕﺰﻳﻨﻲ ﻋﺪد ‪ 6‬ﺳﺎﻧﺘﻴﻤﺘﺮ ﺑﻪ ﺟﺎي ‪ W‬ﺗﻴﺮوي ﺑﺮﺷﻲ اﻓﻘﻲ ﻣﺠﺎز )‪(q‬‬ ‫ﺑﺮاي ﻫﺮ ﺑﺮﺷﮕﻴﺮ ﻋﺪدي ﺣﺪود ‪ 4080‬ﻛﻴﻠﻮﮔﺮم ﺑﻪ دﺳﺖ ﻣﻲ آﻳﺪ ﻛﻪ ﺑﺎﻳﺪ در ﺗﻨﻈﻴﻤﺎت ﺑﺮﻧﺎﻣﻪ ﺑﺮاي ﻃﺮاﺣﻲ ﻛﺎﻣﭙﻮزﻳﺖ وارد‬ ‫ﻧﻤﺎﻳﻴﻢ‪.‬‬

‫‪-‬‬

‫ﺧﻴﺰ ﺗﻴﺮﻫﺎ ﺑﺮاي ﻣﺠﻤﻮع ﺑﺎرﻫﺎ و ﺑﺎر زﻧﺪه ﺑﻪ ﺗﻨﻬﺎﻳﻲ ﻛﻨﺘﺮل ﮔﺮدﻳﺪه اﺳﺖ‪ .‬ﺑﺮاي ﺑﺎرﻫﺎي زﻧﺪه ﺧﻴﺰ ﻣﺠﺎز ‪ L/360‬و ﺑﺮاي ﻛﻞ ﺑﺎرﻫﺎ‬ ‫‪ L/240‬در ﺑﺮﻧﺎﻣﻪ وارد ﺷﺪه اﺳﺖ‪.‬‬

‫‪-‬‬

‫ﺑﺮاي در ﻧﻈﺮ ﮔﺮﻓﺘﻦ اﺛﺮ ﺧﺰش در ﻣﺤﺎﺳﺒﻪ ﺧﻴﺰﻫﺎي درازﻣﺪت ﻧﺎﺷﻲ از ﺗﻤﺎم ﺑﺎرﻫﺎ در ﺑﺮﻧﺎﻣـﻪ ﻣﻘـﺪار ‪ creep factor‬ﺑﺮاﺑـﺮ ‪3‬‬ ‫وارد ﺷﺪه اﺳﺖ‪ .‬ﺑﻪ اﻳﻦ ﺗﺮﺗﻴﺐ ﻣﻘﺪار ﺿﺮﻳﺐ ‪ n‬ﻛﻪ ﺑﺮاي ﺗﺒﺪﻳﻞ ﻣﻘﻄﻊ ﺑﺘﻨﻲ ﺑﻪ ﻣﻘﻄﻊ ﻣﻌﺎدل ﻓﻠﺰي ﻣﻴﺒﺎﺷﺪ‪ ،‬در ﻣﺤﺎﺳﺒﻪ ﺧﻴﺰ ﺗﻴﺮ ‪3n‬‬

‫در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻣﻴﺸﻮد‪.‬‬ ‫‪-‬‬

‫ﺣﺪاﻗﻞ درﺻﺪ ﻗﺎﺑﻞ ﻗﺒﻮل ﺑﺮاي ﻋﻤﻠﻜﺮد ﻣﺨﺘﻠﻂ ﻧﺎﻗﺺ ‪ 25‬درﺻﺪ وارد ﺷﺪه اﺳﺖ‪.‬‬

‫‪-‬‬

‫ﻣﻘﺪار ﺗﻨﺶ ﻣﺠﺎز ﺧﻤﺸﻲ ﺑﺎ ﻓﺮض آﻧﻜﻪ دال ﺳﻘﻒ ﺑﺎل ﻓﺸﺎري ﺗﻴﺮﻫﺎ را در ﺑﺮاﺑﺮ ﻛﻤﺎﻧﺶ ﺟﺎﻧﺒﻲ ﻣﻬﺎر ﻛﺮده اﺳﺖ‪ 1584 ،‬ﻛﻴﻠﻮﮔﺮم‬ ‫ﺑﺮ ﺳﺎﻧﺘﻴﻤﺘﺮ ﻣﺮﺑﻊ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ‬

‫‪-‬‬

‫ﻣﻘﺪار ﺗﻨﺶ ﻣﺠﺎز ﺧﻤﺸﻲ در دال ﺑﺘﻨﻲ ﺳﻘﻒ ‪ 0.45f'c‬در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ‪.‬‬

‫‪-‬‬

‫ﺗﻴﺮ ﻓﻮﻻدي ﺗﻨﻬﺎ ﺑﺮاي ﺑﺎرﻫﺎي ﻣﺮده ﻗﺒﻞ از ﮔﺮﻓﺘﻦ ﺑﺘﻦ ﺑﻪ ﻫﻤﺮاه ‪ 20‬درﺻﺪ ﺑﺎرﻫﺎي زﻧﺪه در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه ﺑﺮاي آن ﻛﻨﺘﺮل ﺷﺪه‬ ‫اﺳﺖ‪ .‬در اﻳﻦ ﺣﺎﻟﺖ ﻧﻴﺰ ﺑﺎ ﻓﺮض آﻧﻜﻪ ﻗﺎﻟﺒﻬﺎي ﺳﻘﻒ ﺑﺘﻮاﻧﺪ ﺑﺎل ﻓﺸﺎري ﺗﻴﺮ را در ﺑﺮاﺑﺮ ﻛﻤﺎﻧﺶ ﺟﺎﻧﺒﻲ ﻛﻨﺘﺮل و ﻣﻬﺎر ﻧﻤﺎﻳﺪ‪ ،‬ﻣﻘﺎﻃﻊ‬ ‫ﻓﺸﺮده ﻓﺮض ﺷﺪه اﻧﺪ‪.‬‬

‫‪-‬‬

‫ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﻛﻨﺘﺮل ﺗﻴﺮﻫﺎ ﺑﺮاي ﭘﺲ از ﮔﺮﻓﺘﻦ ﺑﺘﻦ ﺷﺎﻣﻞ ﻣﺠﻤﻮع ﺑﺎرﻫﺎي ﻣﺮده و زﻧﺪه ﺑﺎ ﺿﺮﻳﺐ ﻳﻚ ﻣﻴﺒﺎﺷﻨﺪ‬

‫‪-‬‬

‫ﻣﺠﻤﻮع ﺗﻨﺸﻬﺎي اﻳﺠﺎد ﺷﺪه در ﻗﺴﻤﺖ ﻛﺸﺸﻲ ﺗﻴﺮﻫﺎ ﻧﺎﺷﻲ از ﺑﺎرﻫﺎي ﻗﺒﻞ و ﺑﻌﺪ از ﮔﺮﻓﺘﻦ ﺑﺘﻦ ﺑﻪ ‪ 0.9Fy‬ﻣﺤﺪود ﺷﺪه اﺳﺖ‪.‬‬

‫‪-‬‬

‫ﺗﻴﺮ ﻓﻮﻻدي ﺑﺮاي ﺗﻤﺎﻣﻲ ﺑﺮش وارده ﺑﺮ ﻣﺠﻤﻮﻋﻪ ﺗﻴﺮ و دال ﻛﻨﺘﺮل ﮔﺮدﻳﺪه اﺳﺖ‪ .‬ﺗﻨﺶ ﻣﺠﺎز ﺑﺮاي ﺑﺮش ‪ 0.4Fy‬در ﻧﻈﺮ ﮔﺮﻓﺘﻪ‬ ‫ﺷﺪه اﺳﺖ‪ .‬ﺑﺮاي ﺗﻴﺮورﻗﻬﺎي ﺑﺎ ﻧﺴﺒﺖ ارﺗﻔﺎع ﺑﻪ ﺿﺨﺎﻣﺖ ﺑﻴﺶ از ﻋﺪد ‪) 65‬ﻣﻄﺎﺑﻖ ﺑﻨﺪ ‪ 4-2-1-10‬ﻣﺒﺤﺚ دﻫﻢ( ﻣﻘﺪار ﺗﻨﺶ‬ ‫ﺑﺮﺷﻲ ﻣﺠﺎز در ﻧﺮم اﻓﺰار ﻣﻄﺎﺑﻖ ﺿﻮاﺑﻂ ﺑﻨﺪ ‪ 4-2-1-10‬و راﺑﻄﻪ ‪-14-2-1-10‬اﻟﻒ ﻣﺒﺤﺚ دﻫﻢ )ﺑﺎ ﻓﺮض ﻋﺪم اﺳﺘﻔﺎده از‬ ‫ورﻗﻬﺎي ﺳﺨﺖ ﻛﻨﻨﺪه( ﻛﺎﻫﺶ داده ﺷﺪه اﺳﺖ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫‪-‬‬

‫ﺑﺮاي ﻧﺴﺒﺖ ﺗﻨﺸﻬﺎ ﻋﺪد ‪ 1.05‬ﺑﻪ ﻋﻨﻮان ﺣﺪ ﻣﺠﺎز ﺗﻌﻴﻴﻦ ﺷﺪه اﺳﺖ‪.‬‬

‫‪-‬‬

‫در ﻃﺮاﺣﻲ ﺗﻴﺮﻫﺎ ﻓﺮض ﺷﺪه اﺳﺖ ﻛﻪ در اﺟﺮا در آﻧﻬﺎ ﺧﻴﺮ ﻣﻨﻔﻲ اﻳﺠﺎد ﻧﻤﻴﺸﻮد‪.‬‬

‫‪-‬‬

‫در ﻧﻘﺸﻪ ﻫﺎي اﺟﺮاﻳﻲ ﺑﺮاي ﺗﻴﺮﻫﺎي دﻫﺎﻧﻪ ﻣﻬﺎرﺑﻨﺪي ﺷﺪه ﺑﺮاي اﺗﺼﺎل ﺑﻬﺘﺮ دﻳﺎﻓﺮاﮔﻢ ﺳﻘﻒ و ﻣﻬﺎرﺑﻨﺪﻫﺎ و اﻧﺘﻘﺎل ﺑﻬﺘﺮ ﻧﻴﺮوﻫﺎ از ﺗﻴﺮ‬ ‫و ﺳﻘﻒ ﺑﻪ ﺑﺎدﺑﻨﺪ ﻣﻘﻄﻊ ﺗﻚ ﺗﻴﺮﻫﺎ ﺑﺎ ﻣﻘﻄﻊ دوﺑﻞ ﻣﻌﺎدﻟﺴﺎزي ﺷﺪه اﺳﺖ‪.‬‬

‫‪-‬‬

‫در ﻃﺮاﺣﻲ ﺗﻴﺮﻫﺎي ﻣﺘﺼﻞ ﺑﻪ ﺑﺎدﺑﻨﺪﻫﺎي ﺷﻮرون اﺛﺮ ﺗﻮزﻳﻊ ﻧﺎﻣﺘﻌﺎدل ﻧﻴﺮوﻫﺎي زﻟﺰﻟﻪ در دو ﺑﺎدﺑﻨﺪ ﺑﺮ اﺳﺎس ﺿﻮاﺑﻂ ﻣﺒﺤﺚ دﻫﻢ در‬ ‫ﻳﻚ ﻓﺎﻳﻞ ﺟﺪاﮔﺎﻧﻪ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ‪ .‬ﻫﻤﭽﻨﻴﻦ اﻳﻦ ﺗﻴﺮﻫﺎ ﺑﺪون اﺛﺮ ﻛﻤﻜﻲ وﺟﻮد ﺑﺎدﺑﻨﺪﻫﺎ در ﺑﺮاﺑﺮ ﺑﺎرﻫﺎي ﺛﻘﻠﻲ ﻃﺮاﺣﻲ‬ ‫ﺷﺪه اﻧﺪ‪.‬‬

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ :‫ﺧﻼﺻﻪ ﻧﺘﺎﻳﺞ ﻃﺮاﺣﻲ ﺗﻴﺮﻫﺎ ﺑﻪ ﺷﺮح زﻳﺮ ﻣﻴﺒﺎﺷﻨﺪ‬ kgf,m :‫واﺣﺪ‬

(‫)ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﻣﺸﺎﺑﻬﺖ ﻃﺒﻘﺎت ﺑﺎ ﻫﻢ ﺗﻨﻬﺎ ﻧﺘﺎﻳﺞ ﻃﺒﻘﻪ ﺑﺎم و ﻳﻜﻲ از ﻃﺒﻘﺎت ﺑﻪ ﺻﻮرت ﻧﻤﻮﻧﻪ اراﻳﻪ ﻣﻴﺸﻮد‬ :A ‫ﺑﻠﻮك‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D ST B1 IPE 240 O 14 000 RY 0 00.

6 0 ST B8 IPE 240 O 14 000 RY 0 00.

6 0 ST B9 IPE 240 O 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 0 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 1 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 2 24 000 RY 0 00.

6 0 ST B1 IPE 240 O 3 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 4 20 000 RY 0 00.

6 0 ST B1 IPE 240 O 5 14 000 RY 0 00.

St ud Di a 0.

01 9

Bea Bea StudL mSh mCa ayou ored mbe t/Tot ? r 10 No 0.00 0

Pa ss/ Fai l Pa sse d

Re ac Lef t 88 0.3 8

M M Re Ma Ma PC ac xN xPo C% Rt eg s 88 0.0 616 0.0 0. 00 .26 00 38 9 %

Ove rall Rati o 0.50 3

Stu dR ati o 0.0 00

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 0.5 0.01 0.1 0.0 0.0 03 0 39 03 00

SD LL LDf Df Ra Ra t t 0.0 0.

00 00 0

TotC amD fRat 0.36 4

0. 9 01 9

No

0.00 Pa 26 92 0.0 639 0.0 0.52 0.0 0.5 0.02 0.4 0.1 0.0 0.0 0. 0.35 0 sse 36. 8. 00 .67 00 3 00 23 9 17 08 00 00 02 9 d 61 01 5 % 3

0. 9 01 9

No

0.74 0.0 0.7 0.62 0.4 0.1 0.0 0.0 0. 0.45 2 00 42 8 74 81 00 00 08 6 4

0. 10 01 9

No

0. 19 01 9

No

0.00 Pa 29 28 0 sse 91. 67 d 89 .8 7 0.00 Pa 25 43 0 sse 87. 77 d 77 .7 9 0.00 Pa 83 83 0 sse 1.0 0. d 0 71

0. 19 00 0

No

0.00 Pa 0 sse d

0.90 0.0 0.9 0.32 0.2 0.0 0.0 0.0 0. 0.72 9 00 09 7 30 80 00 00 19 5 6

0. 8 00 0

No

0.00 Pa 0 sse d

0. 19 01 9

No

0. 9 01 9

No

0.00 Pa 36 36 0 sse 28. 50 d 21 .4 9 0.00 Pa 84 84 0 sse 7.2 7. d 5 25

0.0 200 10 00 0.1 0.0 58 00 % 0.0 213 10 00 6.3 0.0 75 00 % 0.0 108 10 00 5.7 0.0 99 00 % 32 32 0.0 466 0.0 73. 87 00 8.3 00 63 .3 98 % 0 81 81 0.0 740 0.0 5.3 9. 00 .13 00 6 15 7 % 0.0 520 10 00 0.5 0.0 24 00 % 180 550 10 .67 .71 0.0 1 5 00

0.81 0.0 0.8 0.56 0.6 0.2 0.0 0.0 0. 0.61 0 00 10 3 93 29 00 00 06 9 8 0.68 0.0 0.4 0.40 0.1 0.0 0.0 0.0 0. 0.68 8 00 40 1 32 59 00 00 08 8 3

0.66 0.0 0.6 0.17 0.1 0.0 0.0 0.0 0. 0.32 5 00 65 1 30 29 00 00 08 2 4 0.95 0.0 0.9 0.61 0.3 0.1 0.0 0.0 0. 0.89 2 00 52 7 40 20 00 00 12 6 2 0.21 0.0 0.2 0.10 0.1 0.0 0.0 0.0 0. 0.13 3 00 13 7 34 32 00 00 01 2 1

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D 6 0 ST B1 IPE 240 O 6 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 7 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 8 20 000 RY 0 00.

6 0 ST B1 IPE 240 O 9 14 000 RY 0 00.

6 0 ST B2 IPE 240 O 0 14 000 RY 0 00.

6 0 ST B2 IPE 240 O 1 16 000 RY 0 00.

6 0 ST B2 IPE 240 O 2 24 000 RY 0 00.

6 0 ST B2 IPE 240 O 3 20 000 RY 0 00.

6 0 ST B2 IPE 240 O 4 14 000 RY 0 00.

6 0 ST B2 IPE 240 O 5 20 000 RY 0 00.

6 0

St Bea Bea Pa StudL ud mSh mCa ss/ ayou Di ored mbe Fai t/Tot a ? r l 0. 15 01 9

No

0.00 Pa 0 sse d

0. 18 01 9

No

0.00 Pa 0 sse d

0. 22 01 9

No

0.00 Pa 0 sse d

0. 13 01 9

No

0.00 Pa 0 sse d

0. 9 01 9

No

0.00 Pa 0 sse d

0. 15 01 9

No

0.00 Pa 0 sse d

0. 22 01 9

No

0.00 Pa 0 sse d

0. 18 01 9

No

0.00 Pa 0 sse d

0. 13 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

Re M M Ove Stu Re ac Ma Ma PC rall dR ac Lef xN xPo C% Rati ati Rt t eg s o o % 20 21 0.0 267 10 0.77 0.0 70. 48 00 9.1 0.0 7 00 07 .5 44 00 7 % 14 16 811 187 10 0.83 0.0 88. 15 .26 9.5 0.0 9 00 32 .1 9 42 00 7 % 39 42 0.0 702 10 1.04 0.0 85. 56 00 0.5 0.0 7 00 54 .7 83 00 5 % 95 10 0.0 917 10 0.37 0.0 0.8 12 00 .63 0.0 5 00 6 .9 2 00 9 % 19 19 0.0 168 10 0.66 0.0 45. 60 00 4.9 0.0 8 00 01 .4 34 00 7 % 19 32 0.0 298 83. 0.90 0.0 83. 73 00 1.3 33 2 00 96 .9 62 3% 6 53 53 0.0 890 94. 1.03 0.0 00. 32 00 5.3 24 6 00 91 .1 01 6% 8 42 42 0.0 583 10 1.01 0.0 16. 16 00 3.8 0.0 0 00 43 .4 38 00 3 % 10 14 0.0 131 10 0.52 0.0 11. 58 00 6.0 0.0 2 00 09 .3 19 00 3 % 46 46 0.0 677 93. 1.02 0.0 85. 53 00 2.4 92 5 00 23 .1 27 5% 3

Con Co Str Str stP nSh PM Shr MR rRa Rat Rat at t

PC DL DfR at

SD LDf Ra t

LL TotC Df amD Ra fRat t

0.7 0.68 0.2 0.1 0.0 0.0 0. 0.77 77 2 80 22 00 00 10 0 2 0.7 0.35 0.2 0.0 0.0 0.0 0. 0.83 11 9 56 62 00 00 07 9 1 0.8 0.92 0.3 0.1 0.0 0.0 0. 1.04 34 5 96 75 00 00 14 7 7 0.3 0.31 0.1 0.0 0.0 0.0 0. 0.37 57 9 60 68 00 00 04 5 8 0.6 0.60 0.3 0.1 0.0 0.0 0. 0.54 68 6 10 37 00 00 06 1 5 0.9 0.44 0.4 0.1 0.0 0.0 0. 0.72 02 8 26 24 00 00 07 1 1 1.0 0.77 0.3 0.1 0.0 0.0 0. 0.94 36 8 73 68 00 00 15 8 4 1.0 0.84 0.3 0.1 0.0 0.0 0. 0.99 10 7 92 75 00 00 14 2 2 0.5 0.46 0.2 0.0 0.0 0.0 0. 0.50 22 0 31 97 00 00 06 1 9 0.9 0.93 0.4 0.1 0.0 0.0 0. 1.02 83 8 36 96 00 00 14 5 7

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D ST B2 IPE 240 O 6 20 000 RY 0 00.

6 0 ST B2 IPE 240 O 7 18 000 RY 0 00.

6 0 ST B2 IPE 240 O 8 16 000 RY 0 00.

6 0 ST B2 IPE 240 O 9 18 000 RY 0 00.

6 0 ST B3 IPE 240 O 0 14 000 RY 0 00.

6 0 ST B3 IPE 240 O 1 20 000 RY 0 00.

6 0 ST B3 IPE 240 O 2 20 000 RY 0 00.

6 0 ST B3 IPE 240 O 3 18 000 RY 0 00.

6 0 ST B3 IPE 240 O 4 16 000 RY 0 00.

6 0 ST B3 IPE 240 O 5 27 000 RY 0 00.

6 0 ST B3 IPE 240

St ud Di a 0.

01 9

Bea Bea StudL mSh mCa ayou ored mbe t/Tot ? r 19 No 0.00 0

Pa ss/ Fai l Pa sse d

0. 13 01 9

No

0.00 Pa 0 sse d

0. 22 01 9

No

0.00 Pa 0 sse d

0. 18 01 9

No

0.00 Pa 0 sse d

0. 12 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 17 01 9

No

0.00 Pa 0 sse d

0. 14 01 9

No

0.00 Pa 0 sse d

0. 22 01 9

No

0.00 Pa 0 sse d

0. 18

No

0.00 Pa

Re Re ac ac Lef Rt t 36 36 60. 60 66 .6 6 35 51 37. 78 74 .8 0 19 19 01. 01 02 .0 2 41 41 44. 56 47 .9 5 10 10 63. 63 63 .6 3 32 32 62. 87 21 .0 2 45 58 25. 83 06 .3 7 31 33 75. 30 52 .7 0 23 23 21. 54 45 .5 4 52 51 29. 97 09 .8 3 37 37

M Ma xN eg 0.0 00

M Ma PC xPo C% s 525 10 7.2 0.0 28 00 % 0.0 434 84.

00 5.8 10 90 0%

Ove rall Rati o 0.92 8

Stu dR ati o 0.0 00

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 0.9 0.76 0.3 0.1 0.0 10 1 40 52 00

SD LL LDf Df Ra Ra t t 0.0 0.

00 13 4

0.0 277 10 00 3.5 0.0 88 00 % 0.0 573 94.

00 7.1 51 56 4%

0.99 0.0 0.8 0.38 0.2 0.0 0.0 0.0 0. 0.99 1 00 03 7 48 59 00 00 08 1 9

0.0 854 10 00 .33 0.0 5 00 % 0.0 467 10 00 2.1 0.0 55 00 % 0.0 788 70.

00 6.2 34 39 1%

0.32 0.0 0.3 0.16 0.1 0.0 0.0 0.0 0. 0.24 2 00 22 5 68 40 00 00 02 7 1

TotC amD fRat 0.92 8

0.99 0.0 0.9 0.69 0.5 0.1 0.0 0.0 0. 0.70 3 00 93 1 65 68 00 00 08 5 9

0.96 0.0 0.8 0.84 0.4 0.1 0.0 0.0 0. 0.96 1 00 24 3 54 68 00 00 11 1 9

0.82 0.0 0.8 0.67 0.3 0.1 0.0 0.0 0. 0.82 2 00 09 7 06 37 00 00 11 2 8 1.02 0.0 0.9 0.99 0.5 0.2 0.0 0.0 0. 1.02 3 00 48 7 47 35 00 00 17 3 3

0.0 426 98. 0.99 0.0 0.9 0.81 0.3 0.1 0.0 0.0 0. 0.99 00 2.5 11 9 00 45 8 64 62 00 00 13 9 95 7% 5 0.0 282 10 00 3.1 0.0 21 00 % 0.0 876 83.

00 2.8 20 10 7%

0.81 0.0 0.8 0.72 0.3 0.1 0.0 0.0 0. 0.77 4 00 14 8 07 36 00 00 09 1 5 0.88 0.0 0.8 0.58 0.3 0.1 0.0 0.0 0. 0.71 9 00 89 1 06 38 00 00 13 5 9

0.0 520 10 0.90 0.0 0.9 0.75 0.3 0.1 0.0 0.0 0. 0.88

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D O 6 20 000 RY 0 00.

6 0 ST B3 IPE 240 O 7 14 000 RY 0 00.

6 0 ST B3 IPE 240 O 8 20 000 RY 0 00.

6 0 ST B3 IPE 240 O 9 20 000 RY 0 00.

6 0 ST B4 IPE 240 O 0 20 000 RY 0 00.

6 0 ST B4 IPE 240 O 1 20 000 RY 0 00.

6 0 ST B5 IPE 240 O 2 14 000 RY 0 00.

6 0 ST B5 IPE 240 O 3 14 000 RY 0 00.

6 0 ST B5 IPE 240 O 4 14 000 RY 0 00.

6 0 ST B5 IPE 240 O 5 14 000 RY 0 00.

6 0 ST B5 IPE 240 O 6 14 000

St Bea Bea Pa Re StudL Re ud mSh mCa ss/ ac ayou ac Di ored mbe Fai Lef t/Tot Rt a ? r l t 01 0 sse 94. 61 9 d 21 .1 0 0. 13 No 0.00 Pa 12 12 01 0 sse 08. 08 9 d 98 .9 8 0. 18 No 0.00 Pa 33 32 01 0 sse 98. 56 9 d 02 .6 2 0. 19 No 0.00 Pa 48 48 01 0 sse 98. 98 9 d 87 .8 7 0. 19 No 0.00 Pa 43 42 01 0 sse 56. 25 9 d 56 .4 5 0. 15 No 0.00 Pa 38 44 01 0 sse 95. 14 9 d 86 .6 8 0. 4 No 0.00 Pa 83 78 01 0 sse 8.2 5.

9 d 0 56

M Ma xN eg 00

0. 19 01 9

No

0. 19 01 9

No

0. 15 01 9

No

0. 15 01

No

0.0 180 10 00 9.7 0.0 17 00 % 0.0 155 10 00 3.6 0.0 26 00 % 0.0 145 10 00 5.4 0.0 48 00 % 0.0 145 10 00 5.4 0.0

0.00 Pa 14 14 0 sse 11. 11 d 84 .8 4 0.00 Pa 12 12 0 sse 05. 05 d 06 .0 6 0.00 Pa 14 14 0 sse 03. 03 d 47 .4 7 0.00 Pa 14 14 0 sse 03. 03

0.0 00

0.0 00

M Ma PC xPo C% s 5.5 0.0 27 00 % 112 10 5.5 0.0 62 00 % 481 94.

5.0 03 93 5%

Ove rall Rati o 3

Stu dR ati o 00

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 03 3 53 57 00

SD LL LDf Df Ra Ra t t 00 12 8

TotC amD fRat 6

0.44 0.0 0.4 0.38 0.1 0.0 0.0 0.0 0. 0.44 3 00 30 4 91 80 00 00 05 3 6 0.85 0.0 0.8 0.69 0.3 0.1 0.0 0.0 0. 0.85 0 00 47 8 16 41 00 00 12 0 5

0.0 710 90. 1.02 0.0 0.9 0.96 0.4 0.2 0.0 0.0 0. 1.02 00 2.1 54 2 00 69 7 56 04 00 00 14 2 64 1% 4 0.0 648 83. 1.01 0.0 0.9 0.89 0.4 0.1 0.0 0.0 0. 1.01 00 6.1 48 8 00 54 3 05 81 00 00 14 8 61 9% 9 0.0 516 70. 1.02 0.0 1.0 0.57 0.4 0.1 0.0 0.0 0. 0.73 00 5.5 52 4 00 24 6 11 37 00 00 09 1 62 6% 9 0.0 460 50. 0.22 0.0 0.2 0.14 0.1 0.0 0.0 0.0 0. 0.06 00 .57 39 8 00 28 5 33 46 00 00 01 5 0 7% 0 0.87 0.0 0.6 0.29 0.2 0.0 0.0 0.0 0. 0.87 8 00 99 6 48 50 00 00 06 8 5 0.95 0.0 0.6 0.56 0.2 0.1 0.0 0.0 0. 0.95 4 00 15 4 35 05 00 00 11 4 0 0.69 0.0 0.5 0.52 0.2 0.1 0.0 0.0 0. 0.69 5 00 66 3 49 09 00 00 07 5 7 0.69 0.0 0.5 0.52 0.2 0.1 0.0 0.0 0. 0.69 5 00 66 3 49 09 00 00 07 5

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D RY 0 00.

6 0 ST B5 IPE 240 O 7 14 000 RY 0 00.

6 0 ST B5 IPE 240 O 8 14 000 RY 0 00.

6 0 ST B5 IPE 240 O 9 18 000 RY 0 00.

6 0 ST B6 IPE 240 O 0 18 000 RY 0 00.

6 0 ST B6 IPE 240 O 1 18 000 RY 0 00.

6 0 ST B6 IPE 240 O 2 18 000 RY 0 00.

6 0 ST B6 IPE 240 O 3 16 000 RY 0 00.

6 0 ST B6 IPE 240 O 4 16 000 RY 0 00.

6 0 ST B6 IPE 240 O 5 16 000 RY 0 00.

6 0 ST B6 IPE 240 O 6 16 000 RY 0 00.

St Bea Bea Pa Re StudL ud mSh mCa ss/ ac ayou Di ored mbe Fai Lef t/Tot a ? r l t 9 d 47

M M Re Ma Ma PC ac xN xPo C% Rt eg s .4 48 00 7 % 14 14 0.0 145 10 03. 03 00 5.4 0.0 47 .4 48 00 7 % 14 14 0.0 145 10 03. 03 00 5.4 0.0 47 .4 48 00 7 % 20 20 0.0 303 10 22. 22 00 3.8 0.0 58 .5 68 00 8 % 20 20 0.0 303 10 22. 22 00 3.8 0.0 58 .5 68 00 8 % 20 20 0.0 303 10 22. 22 00 3.8 0.0 58 .5 68 00 8 % 20 20 0.0 303 10 22. 22 00 3.8 0.0 58 .5 68 00 8 % 16 16 0.0 216 10 79. 79 00 5.4 0.0 62 .6 55 00 2 % 16 16 0.0 216 10 79. 79 00 5.4 0.0 62 .6 55 00 2 % 16 16 0.0 216 10 79. 79 00 5.4 0.0 62 .6 55 00 2 % 16 16 0.0 216 10 79. 79 00 5.4 0.0 62 .6 55 00

Ove rall Rati o

Stu Con Co PC Str Str dR stP nSh DL PM Shr ati MR rRa DfR Rat Rat o at t at

SD LDf Ra t

LL TotC Df amD Ra fRat t 7

0. 15 01 9

No

0.00 Pa 0 sse d

0.69 0.0 0.5 0.52 0.2 0.1 0.0 0.0 0. 0.69 5 00 66 3 49 09 00 00 07 5 7

0. 15 01 9

No

0.00 Pa 0 sse d

0. 22 01 9

No

0.00 Pa 0 sse d

0. 22 01 9

No

0.00 Pa 0 sse d

0. 22 01 9

No

0.00 Pa 0 sse d

0. 22 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0.69 0.0 0.5 0.52 0.2 0.1 0.0 0.0 0. 0.69 5 00 66 3 49 09 00 00 07 5 7 0.93 0.0 0.6 0.58 0.2 0.1 0.0 0.0 0. 0.93 1 00 73 2 41 07 00 00 12 1 6 0.93 0.0 0.6 0.58 0.2 0.1 0.0 0.0 0. 0.93 1 00 73 2 41 07 00 00 12 1 6 0.93 0.0 0.6 0.58 0.2 0.1 0.0 0.0 0. 0.93 1 00 73 2 41 07 00 00 12 1 6 0.93 0.0 0.6 0.58 0.2 0.1 0.0 0.0 0. 0.93 1 00 73 2 41 07 00 00 12 1 6 0.83 0.0 0.6 0.55 0.2 0.1 0.0 0.0 0. 0.83 9 00 25 7 41 07 00 00 10 9 4 0.83 0.0 0.6 0.55 0.2 0.1 0.0 0.0 0. 0.83 9 00 25 7 41 07 00 00 10 9 4 0.83 0.0 0.6 0.55 0.2 0.1 0.0 0.0 0. 0.83 9 00 25 7 41 07 00 00 10 9 4 0.83 0.0 0.6 0.55 0.2 0.1 0.0 0.0 0. 0.83 9 00 25 7 41 07 00 00 10 9 4

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D 6 0 ST B7 IPE 240 O 1 14 000 RY 0 00.

6 0 ST B7 IPE 240 O 2 14 000 RY 0 00.

6 0 ST B7 IPE 240 O 3 14 000 RY 0 00.

6 0 ST B7 IPE 240 O 4 14 000 RY 0 00.

6 0 ST B8 IPE 240 O 5 16 000 RY 0 00.

6 0 ST B8 IPE 240 O 6 16 000 RY 0 00.

6 0 ST B8 IPE 240 O 7 16 000 RY 0 00.

6 0 ST B8 IPE 240 O 8 16 000 RY 0 00.

6 0 ST B8 IPE 240 O 9 16 000 RY 0 00.

6 0 ST B9 IPE 240 O 3 14 000 RY 0 00.

6 0

St Bea Bea Pa StudL ud mSh mCa ss/ ayou Di ored mbe Fai t/Tot a ? r l 0. 12 01 9

No

0.00 Pa 0 sse d

0. 12 01 9

No

0.00 Pa 0 sse d

0. 13 01 9

No

0.00 Pa 0 sse d

0. 13 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 10 01 9

No

0.00 Pa 0 sse d

Re M M Re ac Ma Ma PC ac Lef xN xPo C% Rt t eg s 2 % 11 11 0.0 105 10 86. 78 00 2.7 0.0 23 .1 42 00 1 % 12 11 0.0 108 10 02. 94 00 2.6 0.0 93 .8 07 00 2 % 12 12 0.0 111 10 19. 11 00 2.8 0.0 64 .5 90 00 2 % 12 12 0.0 114 10 36. 28 00 3.5 0.0 35 .2 91 00 3 % 16 16 0.0 218 10 88. 84 00 9.0 0.0 76 .3 98 00 1 % 16 16 0.0 221 10 97. 93 00 2.8 0.0 91 .4 88 00 6 % 17 17 0.0 223 10 07. 02 00 6.8 0.0 06 .6 08 00 1 % 17 17 0.0 226 10 16. 11 00 0.8 0.0 21 .7 56 00 7 % 17 17 0.0 228 10 25. 20 00 5.0 0.0 37 .9 32 00 2 % 10 98 0.0 754 81.

19. 0. 00 .48 70 27 92 4 7%

Ove rall Rati o

Stu Con Co PC Str Str dR stP nSh DL PM Shr ati MR rRa DfR Rat Rat o at t at

SD LDf Ra t

LL TotC Df amD Ra fRat t

0.42 0.0 0.4 0.37 0.2 0.0 0.0 0.0 0. 0.42 9 00 12 8 11 93 00 00 04 9 9 0.44 0.0 0.4 0.38 0.2 0.0 0.0 0.0 0. 0.44 7 00 23 9 14 94 00 00 05 7 1 0.46 0.0 0.4 0.40 0.2 0.0 0.0 0.0 0. 0.46 6 00 35 0 17 95 00 00 05 6 3 0.48 0.0 0.4 0.41 0.2 0.0 0.0 0.0 0. 0.48 5 00 47 1 20 97 00 00 05 5 5 0.85 0.0 0.6 0.56 0.2 0.1 0.0 0.0 0. 0.85 3 00 32 3 45 08 00 00 10 3 6 0.86 0.0 0.6 0.56 0.2 0.1 0.0 0.0 0. 0.86 7 00 39 9 46 09 00 00 10 7 8 0.88 0.0 0.6 0.57 0.2 0.1 0.0 0.0 0. 0.88 1 00 46 6 47 09 00 00 11 1 0 0.89 0.0 0.6 0.58 0.2 0.1 0.0 0.0 0. 0.89 5 00 53 2 49 10 00 00 11 5 1 0.91 0.0 0.6 0.58 0.2 0.1 0.0 0.0 0. 0.91 0 00 60 8 50 11 00 00 11 0 3 0.30 0.0 0.3 0.27 0.1 0.0 0.0 0.0 0. 0.26 4 00 04 1 79 79 00 00 03 8 3

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D ST B9 IPE 240 O 4 14 000 RY 0 00.

6 0 ST B9 IPE 240 O 5 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 00 18 000 RY 0 00.

6 0 ST B1 IPE 240 O 01 18 000 RY 0 00.

6 0 ST B1 IPE 240 O 02 20 000 RY 0 00.

6 0 ST B1 IPE 240 O 03 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 04 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 05 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 06 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 13 14 000 RY 0 00.

6 0 ST B1 IPE 240

St ud Di a 0.

01 9

Bea Bea StudL mSh mCa ayou ored mbe t/Tot ? r 11 No 0.00 0

Pa ss/ Fai l Pa sse d

0. 12 01 9

No

0.00 Pa 0 sse d

0. 21 01 9

No

0.00 Pa 0 sse d

0. 20 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 18 01 9

No

0.00 Pa 0 sse d

0. 18 01 9

No

0.00 Pa 0 sse d

0. 18 01 9

No

0.00 Pa 0 sse d

0. 18 01 9

No

0.00 Pa 0 sse d

0. 17 01 9

No

0.00 Pa 0 sse d

0. 15

No

0.00 Pa

Re Re ac ac Lef Rt t 11 10 01. 63 99 .4 8 11 11 84. 46 70 .0 5 18 17 30. 43 85 .5 6 18 17 01. 64 91 .6 9 38 39 41. 33 51 .7 2 16 16 93. 93 80 .8 0 16 16 93. 93 80 .8 0 16 16 93. 93 80 .8 0 17 16 35. 83 81 .2 9 15 14 06. 98 01 .7 9 90 11

M Ma xN eg 0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0

M Ma PC xPo C% s 881 10 .88 0.0 6 00 % 104 10 0.2 0.0 31 00 % 261 10 6.8 0.0 14 00 % 250 10 1.5 0.0 05 00 % 516 10 7.5 0.0 25 00 % 211 10 7.2 0.0 47 00 % 211 10 7.2 0.0 47 00 % 211 10 7.2 0.0 47 00 % 213 10 6.9 0.0 43 00 % 177 10 8.0 0.0 62 00 % 104 10

Ove rall Rati o 0.34 6

Stu dR ati o 0.0 00

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 0.3 0.31 0.1 0.0 0.0 46 7 93 85 00

SD LL LDf Df Ra Ra t t 0.0 0.

00 03 8

TotC amD fRat 0.33 0

0.42 0.0 0.4 0.37 0.2 0.0 0.0 0.0 0. 0.42 0 00 07 4 08 91 00 00 04 0 8 0.78 0.0 0.5 0.50 0.2 0.1 0.0 0.0 0. 0.78 4 00 84 3 38 06 00 00 10 4 7 0.71 0.0 0.5 0.48 0.2 0.1 0.0 0.0 0. 0.71 3 00 56 1 34 04 00 00 09 3 7 0.91 0.0 0.9 0.33 0.4 0.0 0.0 0.0 0. 0.75 3 00 13 9 72 93 00 00 06 6 6 0.78 0.0 0.6 0.54 0.2 0.1 0.0 0.0 0. 0.78 6 00 10 4 43 07 00 00 09 6 7 0.78 0.0 0.6 0.54 0.2 0.1 0.0 0.0 0. 0.78 6 00 10 4 43 07 00 00 09 6 7 0.78 0.0 0.6 0.54 0.2 0.1 0.0 0.0 0. 0.78 6 00 10 4 43 07 00 00 09 6 7 0.79 0.0 0.6 0.54 0.2 0.1 0.0 0.0 0. 0.79 4 00 16 9 49 10 00 00 09 4 9 0.95 0.0 0.6 0.63 0.2 0.1 0.0 0.0 0. 0.95 9 00 93 9 67 17 00 00 10 9 7 0.50 0.0 0.4 0.37 0.1 0.0 0.0 0.0 0. 0.50

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D O 14 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 18 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 19 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 20 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 21 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 22 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 23 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 24 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 27 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 29 22 000 RY 0 00.

6 0 ST B1 IPE 240 O 30 14 000

St Bea Bea Pa Re StudL Re ud mSh mCa ss/ ac ayou ac Di ored mbe Fai Lef t/Tot Rt a ? r l t 01 0 sse 5.3 09 9 d 2 .1 9 0. 15 No 0.00 Pa 13 13 01 0 sse 83. 76 9 d 81 .6 0 0. 16 No 0.00 Pa 14 14 01 0 sse 24. 17 9 d 54 .3 3 0. 16 No 0.00 Pa 14 14 01 0 sse 65. 58 9 d 27 .0 6 0. 13 No 0.00 Pa 12 12 01 0 sse 44. 44 9 d 41 .4 1 0. 13 No 0.00 Pa 12 12 01 0 sse 44. 44 9 d 41 .4 1 0. 13 No 0.00 Pa 12 12 01 0 sse 44. 44 9 d 41 .4 1 0. 13 No 0.00 Pa 12 12 01 0 sse 07. 74 9 d 83 .9 0 0. 13 No 0.00 Pa 10 14 01 0 sse 15. 83 9 d 99 .2 1 0. 8 No 0.00 Pa 46 45 01 0 sse 1.2 9.

9 d 6 56 0. 5 01

No

M Ma xN eg 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

1.2 30

M Ma PC xPo C% s 5.5 0.0 23 00 % 148 10 3.7 0.0 86 00 % 157 10 2.0 0.0 18 00 % 168 10 3.5 0.0 68 00 % 120 10 3.9 0.0 70 00 % 120 10 3.9 0.0 70 00 % 120 10 3.9 0.0 70 00 % 120 10 1.0 0.0 20 00 % 137 10 4.9 0.0 03 00 % 565 56. .61 52 0 3%

Ove rall Rati o 3

Stu dR ati o 00

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 17 9 96 87 00

SD LL LDf Df Ra Ra t t 00 06 0

TotC amD fRat 3

0.73 0.0 0.5 0.53 0.2 0.1 0.0 0.0 0. 0.73 2 00 78 4 45 08 00 00 08 2 1 0.79 0.0 0.6 0.56 0.2 0.1 0.0 0.0 0. 0.79 8 00 12 5 52 11 00 00 08 8 9 0.88 0.0 0.6 0.60 0.2 0.1 0.0 0.0 0. 0.88 3 00 56 5 59 14 00 00 09 3 8 0.53 0.0 0.4 0.43 0.2 0.0 0.0 0.0 0. 0.53 3 00 70 3 20 97 00 00 06 3 0 0.53 0.0 0.4 0.43 0.2 0.0 0.0 0.0 0. 0.53 3 00 70 3 20 97 00 00 06 3 0 0.53 0.0 0.4 0.43 0.2 0.0 0.0 0.0 0. 0.53 3 00 70 3 20 97 00 00 06 3 0 0.53 0.0 0.4 0.43 0.2 0.0 0.0 0.0 0. 0.53 3 00 69 2 26 99 00 00 06 3 0 0.53 0.0 0.5 0.46 0.2 0.0 0.0 0.0 0. 0.53 9 00 39 1 35 95 00 00 08 1 1 0.10 0.0 0.1 0.05 0.0 0.0 0.0 0.0 0. 0.03 0 00 00 9 72 31 00 00 00 6 9

0.00 Pa 85 84 1.2 386 61. 0.16 0.0 0.1 0.12 0.1 0.0 0.0 0.0 0. 0.08 0 sse 4.1 0. 07 .41 28 4 00 64 4 64 64 00 00 01 0

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D RY 0 00.

6 0 ST B1 IPE 240 O 31 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 32 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 34 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 40 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 41 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 42 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 43 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 45 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 47 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 57 16 000 RY 0 00.

St Bea Bea Pa Re StudL ud mSh mCa ss/ ac ayou Di ored mbe Fai Lef t/Tot a ? r l t 9 d 0

M M Ove Stu Con Co Re Str Str Ma Ma PC rall dR stP nSh ac PM Shr xN xPo C% Rati ati MR rRa Rt Rat Rat eg s o o at t 44 1 0%

0.00 Pa 12 12 0 sse 54. 54 d 22 .2 2 0.00 Pa 12 12 0 sse 61. 61 d 28 .2 8 0.00 Pa 17 17 0 sse 09. 67 d 56 .8 5 0.00 Pa 85 92 0 sse 7.8 1. d 4 29

0.0 121 10 00 3.4 0.0 54 00 % 0.0 122 10 00 0.2 0.0 90 00 % 0.0 130 0.0 00 9.4 00 65 %

PC DL DfR at

SD LDf Ra t

LL TotC Df amD Ra fRat t 5

0. 14 01 9

No

0.49 0.0 0.4 0.39 0.2 0.0 0.0 0.0 0. 0.49 7 00 54 3 45 97 00 00 07 7 1

0. 14 01 9

No

0. 10 01 9

No

0. 9 01 9

No

0. 9 01 9

No

0.00 Pa 79 79 0.0 556 0.0 0.45 0.0 0.4 0.16 0.1 0.0 0.0 0.0 0. 0.34 0 sse 4.3 4. 00 .06 00 4 00 54 7 55 57 00 00 20 5 d 8 38 3 % 1

0. 9 01 9

No

0.00 Pa 79 79 0.0 556 0.0 0.45 0.0 0.4 0.16 0.1 0.0 0.0 0.0 0. 0.34 0 sse 4.3 4. 00 .06 00 4 00 54 7 55 57 00 00 20 5 d 8 38 3 % 1

0. 9 01 9

No

0.00 Pa 92 85 0.0 626 0.0 0.51 0.0 0.5 0.18 0.1 0.0 0.0 0.0 0. 0.39 0 sse 1.4 7. 00 .55 00 2 00 12 7 68 61 00 00 22 1 d 0 94 2 % 9

0. 19 01 9

No

0. 19 01 9

No

0. 1 01 9

No

0.00 Pa 16 16 0 sse 44. 31 d 06 .4 2 0.00 Pa 16 16 0 sse 61. 49 d 89 .2 4 0.00 Pa 69. 69 0 sse 61 .6 d 1

0.49 0.0 0.4 0.39 0.2 0.0 0.0 0.0 0. 0.49 9 00 56 5 46 98 00 00 07 9 1 0.76 0.0 0.7 0.28 0.3 0.1 0.0 0.0 0. 0.45 1 00 61 5 24 22 00 00 26 7 3

0.0 622 0.0 0.50 0.0 0.5 0.18 0.1 0.0 0.0 0.0 0. 0.38 00 .69 00 9 00 09 6 68 61 00 00 22 6 5 % 6

0.0 213 10 00 7.3 0.0 27 00 % 0.0 219 10 00 4.9 0.0 58 00 % 0.0 0.0 0.0 00 00 00 %

0.83 0.0 0.6 0.55 0.3 0.1 0.0 0.0 0. 0.83 8 00 18 0 02 34 00 00 10 8 4 0.87 0.0 0.6 0.56 0.3 0.1 0.0 0.0 0. 0.87 5 00 35 5 05 35 00 00 10 5 9 0.50 0.5 0.0 0.00 0.0 4.4 0.0 0.0 0. 0.00 0 00 00 0 09 08E 00 00 00 0 ‐04 0

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D 6 0 ST B1 IPE 240 O 58 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 59 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 60 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 61 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 62 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 67 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 68 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 69 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 70 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 14 000 RY 0 00.

5 0

St Bea Bea Pa StudL ud mSh mCa ss/ ayou Di ored mbe Fai t/Tot a ? r l

Re M M Ove Stu Con Co PC Re Str Str ac Ma Ma PC rall dR stP nSh DL ac PM Shr Lef xN xPo C% Rati ati MR rRa DfR Rt Rat Rat t eg s o o at t at

SD LDf Ra t

LL TotC Df amD Ra fRat t

0. 1 01 9

No

0.00 Pa 69. 69 0.0 0.0 0.0 0.50 0.5 0.0 0.00 0.0 4.4 0.0 0.0 0. 0.00 0 sse 61 .6 00 00 00 0 00 00 0 09 08E 00 00 00 0 d 1 % ‐04 0

0. 1 01 9

No

0.00 Pa 69. 69 0.0 0.0 0.0 0.50 0.5 0.0 0.00 0.0 4.4 0.0 0.0 0. 0.00 0 sse 61 .6 00 00 00 0 00 00 0 09 08E 00 00 00 0 d 1 % ‐04 0

0. 1 01 9

No

0. 1 01 9

No

0. 1 01 9

No

0.00 Pa 3.5 3. 0.0 0.0 0.0 0.50 0.5 0.0 0.00 4.6 4.6 0 sse 4 54 00 00 00 0 00 00 0 13 13E d % E‐ ‐04 04 0.00 Pa 3.5 3. 0.0 0.0 0.0 0.50 0.5 0.0 0.00 4.6 4.6 0 sse 4 54 00 00 00 0 00 00 0 13 13E d % E‐ ‐04 04 0.00 Pa 72. 72 0.0 0.0 0.0 0.50 0.5 0.0 0.00 0.0 4.6 0 sse 84 .8 00 00 00 0 00 00 0 09 13E d 4 % ‐04

0. 4 01 9

No

0.00 Pa 99 99 0.0 953 43. 0.35 0.1 0.3 0.18 0.1 0.0 0.0 0.0 0. 0.28 0 sse 9.5 9. 00 .56 14 6 25 56 8 30 23 00 00 02 1 d 1 51 2 5% 8

0. 3 01 9

No

0.00 Pa 74 74 0.0 529 21. 0.22 0.1 0.2 0.07 0.0 0.0 0.0 0.0 0. 0.12 0 sse 4.5 4. 00 .16 57 0 30 20 8 97 17 00 00 01 9 d 7 57 7 2% 4

0. 7 01 9

No

0. 5 01 9

No

0. 10 01 9

No

0.00 Pa 15 15 0 sse 59. 59 d 55 .5 5 0.00 Pa 11 11 0 sse 02. 02 d 30 .3 0 0.00 Pa 11 11 0 sse 54. 54 d 78 .7 8

0.0 0.0 0. 0.00 00 00 00 0 0 0.0 0.0 0. 0.00 00 00 00 0 0 0.0 0.0 0. 0.00 00 00 00 0 0

0.0 232 64. 1.00 0.1 0.8 0.71 0.2 0.0 0.0 0.0 0. 1.00 00 1.5 71 1 37 01 1 03 36 00 00 09 1 98 7% 5 0.0 115 43. 0.43 0.1 0.4 0.25 0.1 0.0 0.0 0.0 0. 0.38 00 5.4 53 1 39 31 1 44 25 00 00 03 1 39 9% 8 0.0 808 0.0 0.66 0.0 0.6 0.01 0.1 0.0 0.0 0.0 0. 0.47 00 .34 00 0 00 60 0 83 03 00 00 00 8 9 % 0

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D ST B8 IPE 240 O 14 000 RY 0 00.

5 0 ST B9 IPE 240 O 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 0 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 1 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 2 27 000 RY 0 00.

5 0 ST B1 IPE 240 O 3 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 4 20 000 RY 0 00.

5 0 ST B1 IPE 240 O 5 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 6 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 7 16 000 RY 0 00.

5 0 ST B1 IPE 240

St ud Di a 0.

01 9

Bea Bea StudL mSh mCa ayou ored mbe t/Tot ? r 9 No 0.00 0

Pa ss/ Fai l Pa sse d

Re Re ac ac Lef Rt t 29 11 01. 93 90 .3 1 29 28 91. 67 96 .8 8 31 49 11. 06 89 .3 5 95 95 7.4 7.

8 14

0. 9 01 9

No

0.00 Pa 0 sse d

0. 10 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 19 00 0

No

0.00 Pa 0 sse d

0. 8 00 0

No

0.00 Pa 0 sse d

0. 18 01 9

No

0.00 Pa 0 sse d

0. 9 01 9

No

0.00 Pa 0 sse d

0. 15 01 9

No

0. 18 01 9

No

0. 22

No

0.00 Pa 23 24 0 sse 17. 19 d 54 .1 5 0.00 Fai 10 11 0 led 42. 88 87 .4 0 0.00 Pa 45 48

M Ma xN eg 0.0 00

M Ma PC xPo C% s 819 0.0 .19 00 8 %

0.0 200 10 00 0.1 0.0 56 00 % 0.0 255 10 00 0.2 0.0 03 00 % 0.0 125 10 00 1.0 0.0 60 00 % 49 49 0.0 684 0.0 35. 50 00 8.1 00 13 .9 33 % 1 14 14 0.0 110 0.0 18. 22 00 0.7 00 32 .1 90 % 1 53 53 0.0 740 84.

17. 62 00 3.1 45 38 .5 93 4% 7 64 64 174 164 20.

0.7 2. .21 .64 42 2 85 1 0 7% 0.0 301 10 00 0.7 0.0 39 00 % 791 558 66. .77 .32 66 0 6 7%

Ove rall Rati o 0.66 9

Stu dR ati o 0.0 00

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 0.6 0.02 0.4 0.1 0.0 69 9 59 08 00

SD LL LDf Df Ra Ra t t 0.0 0.

00 02 3

TotC amD fRat 0.45 9

0.74 0.0 0.7 0.62 0.4 0.1 0.0 0.0 0. 0.45 2 00 42 8 74 81 00 00 08 6 4 0.96 0.0 0.9 0.58 0.7 0.2 0.0 0.0 0. 0.68 7 00 67 2 77 33 00 00 09 4 0 0.73 0.0 0.4 0.41 0.1 0.0 0.0 0.0 0. 0.73 3 00 86 4 52 61 00 00 11 3 1 1.00 0.0 1.0 0.25 0.2 0.0 0.0 0.0 0. 0.71 8 00 08 8 89 70 00 00 17 3 5 0.98 0.0 0.9 0.17 0.2 0.0 0.0 0.0 0. 0.50 9 00 89 1 25 29 00 00 08 2 4 0.95 0.0 0.9 0.58 0.4 0.1 0.0 0.0 0. 0.86 0 00 50 4 99 25 00 00 12 1 1 0.39 0.0 0.3 0.03 0.1 0.0 0.0 0.0 0. 0.01 2 00 92 3 45 18 00 00 00 7 4 0.84 0.0 0.8 0.69 0.3 0.1 0.0 0.0 0. 0.80 3 00 43 9 15 26 00 00 12 4 8 3.29 0.0 3.2 0.40 0.2 0.0 0.0 0.0 0. 0.03 6 00 96 8 36 32 00 00 01 9 2

0.0 793 96. 1.03 0.0 0.8 0.93 0.4 0.1 0.0 0.0 0. 1.03

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D O 8 20 000 RY 0 00.

5 0 ST B1 IPE 240 O 9 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 0 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 1 20 000 RY 0 00.

5 0 ST B2 IPE 240 O 2 27 000 RY 0 00.

5 0 ST B2 IPE 240 O 3 20 000 RY 0 00.

5 0 ST B2 IPE 240 O 4 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 5 20 000 RY 0 00.

5 0 ST B2 IPE 240 O 6 20 000 RY 0 00.

5 0 ST B2 IPE 240 O 7 20 000 RY 0 00.

5 0 ST B2 IPE 240 O 8 20 000

St Bea Bea Pa Re StudL Re ud mSh mCa ss/ ac ayou ac Di ored mbe Fai Lef t/Tot Rt a ? r l t 01 0 sse 09. 08 9 d 68 .0 3 0. 13 No 0.00 Pa 10 11 01 0 sse 38. 10 9 d 58 .5 7 0. 9 No 0.00 Pa 22 22 01 0 sse 00. 18 9 d 35 .1 8 0. 15 No 0.00 Pa 36 55 01 0 sse 31. 20 9 d 35 .0 0 0. 22 No 0.00 Pa 61 61 01 0 sse 26. 63 9 d 91 .0 2 0. 18 No 0.00 Pa 48 48 01 0 sse 63. 63 9 d 84 .8 4 0. 13 No 0.00 Pa 11 15 01 0 sse 04. 51 9 d 91 .9 6 0. 19 No 0.00 Pa 54 53 01 0 sse 11. 51 9 d 28 .8 5 0. 19 No 0.00 Fai 42 42 01 0 led 23. 23 9 95 .9 5 0. 13 No 0.00 Pa 40 57 01 0 sse 05. 25 9 d 48 .9 0 0. 22 No 0.00 Pa 35 35 01 0 sse 42. 42

M Ma xN eg 00

M Ma PC xPo C% s 6.4 71 38 9%

0.0 100 10 00 4.2 0.0 15 00 % 0.0 191 10 00 4.0 0.0 90 00 % 0.0 537 52.

00 8.3 18 28 1%

Ove rall Rati o 2

Stu dR ati o 00

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 59 1 47 80 00

SD LL LDf Df Ra Ra t t 00 17 3

TotC amD fRat 2

0.39 0.0 0.3 0.32 0.1 0.0 0.0 0.0 0. 0.39 0 00 79 6 76 70 00 00 05 0 7 0.72 0.0 0.7 0.62 0.3 0.1 0.0 0.0 0. 0.57 8 00 28 5 51 41 00 00 08 1 4 0.93 0.0 0.9 0.25 0.5 0.0 0.0 0.0 0. 0.55 1 00 31 4 13 94 00 00 05 2 3

0.0 102 80. 0.98 0.0 0.9 0.61 0.3 0.1 0.0 0.0 0. 0.73 00 91. 28 4 00 84 2 60 46 00 00 16 4 772 3% 0 0.0 673 93. 0.96 0.0 0.9 0.83 0.4 0.1 0.0 0.0 0. 0.90 00 0.4 92 6 00 66 2 52 81 00 00 15 3 90 5% 9 0.0 140 10 00 0.2 0.0 72 00 % 0.0 777 84.

00 9.0 45 09 4%

0.54 0.0 0.5 0.46 0.2 0.0 0.0 0.0 0. 0.51 6 00 46 7 46 99 00 00 07 7 8

0.0 606 10 00 7.3 0.0 25 00 % 0.0 486 70.

00 2.2 52 41 6%

1.05 0.0 1.0 0.78 0.3 0.1 0.0 0.0 0. 0.99 0 00 50 7 93 57 00 00 17 7 9

0.97 0.0 0.9 0.93 0.5 0.2 0.0 0.0 0. 0.97 6 00 60 5 03 03 00 00 17 6 3

0.92 0.0 0.9 0.53 0.5 0.1 0.0 0.0 0. 0.54 5 00 25 6 33 49 00 00 09 2 4

0.0 516 10 0.97 0.0 0.9 0.23 0.3 0.0 0.0 0.0 0. 0.85 00 8.6 0.0 0 00 70 2 29 46 00 00 06 0

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D RY 0 00.

5 0 ST B2 IPE 240 O 9 24 000 RY 0 00.

5 0 ST B3 IPE 240 O 0 14 000 RY 0 00.

5 0 ST B3 IPE 240 O 1 20 000 RY 0 00.

5 0 ST B3 IPE 240 O 2 20 000 RY 0 00.

5 0 ST B3 IPE 240 O 3 18 000 RY 0 00.

5 0 ST B3 IPE 240 O 4 16 000 RY 0 00.

5 0 ST B3 IPE 240 O 5 27 000 RY 0 00.

5 0 ST B3 IPE 240 O 6 20 000 RY 0 00.

5 0 ST B3 IPE 240 O 7 14 000 RY 0 00.

5 0 ST B3 IPE 240 O 8 20 000 RY 0 00.

St Bea Bea Pa Re StudL ud mSh mCa ss/ ac ayou Di ored mbe Fai Lef t/Tot a ? r l t 9 d 63

M M Re Ma Ma PC ac xN xPo C% Rt eg s .6 93 00 3 % 59 59 0.0 799 77.

13. 27 00 0.6 11 29 .7 46 0% 0 19 19 0.0 158 10 75. 75 00 6.7 0.0 42 .4 17 00 2 % 37 37 0.0 537 10 67. 84 00 3.6 0.0 10 .7 46 00 3 % 50 64 0.0 864 66.

41. 15 00 9.6 17 35 .2 14 3% 9 36 38 0.0 492 98.

64. 44 00 0.2 11 79 .0 78 7% 3 26 27 0.0 325 10 79. 18 00 9.6 0.0 85 .1 11 00 0 % 60 59 0.0 101 83.

25. 89 00 00. 20 61 .2 183 7% 7 43 43 0.0 600 10 78. 40 00 7.8 0.0 28 .1 71 00 8 % 13 13 0.0 121 10 02. 02 00 2.2 0.0 08 .0 38 00 8 % 39 37 0.0 555 94.

20. 56 00 6.2 03 13 .8 14 5%

Ove rall Rati o

Stu Con Co PC Str Str dR stP nSh DL PM Shr ati MR rRa DfR Rat Rat o at t at

SD LDf Ra t

LL TotC Df amD Ra fRat t 8

0. 18 01 9

No

0.00 Pa 0 sse d

1.03 0.0 1.0 0.44 0.4 0.1 0.0 0.0 0. 0.70 0 00 30 4 15 13 00 00 11 1 9

0. 12 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 17 01 9

No

0.00 Fai 0 led

0. 14 01 9

No

0.00 Pa 0 sse d

0. 22 01 9

No

0.00 Pa 0 sse d

0. 18 01 9

No

0.00 Pa 0 sse d

0. 13 01 9

No

0.00 Pa 0 sse d

0. 18 01 9

No

0.00 Pa 0 sse d

0.59 0.0 0.5 0.17 0.3 0.0 0.0 0.0 0. 0.38 7 00 97 1 13 41 00 00 02 5 8 0.93 0.0 0.9 0.69 0.3 0.1 0.0 0.0 0. 0.87 0 00 30 8 52 41 00 00 15 6 7 1.02 0.0 0.9 1.00 0.5 0.2 0.0 0.0 0. 1.02 3 00 59 2 97 40 00 00 19 3 7 1.06 0.0 1.0 0.84 0.4 0.1 0.0 0.0 0. 1.06 8 00 68 6 20 68 00 00 18 7 0 0.90 0.0 0.9 0.75 0.3 0.1 0.0 0.0 0. 0.82 1 00 01 3 54 41 00 00 12 0 7 1.02 0.0 1.0 0.60 0.3 0.1 0.0 0.0 0. 0.78 4 00 24 1 52 43 00 00 18 7 5 1.04 0.0 1.0 0.77 0.4 0.1 0.0 0.0 0. 0.95 2 00 42 9 07 63 00 00 17 1 1 0.45 0.0 0.4 0.39 0.2 0.0 0.0 0.0 0. 0.45 7 00 52 1 06 81 00 00 06 7 5 0.97 0.0 0.9 0.72 0.3 0.1 0.0 0.0 0. 0.91 7 00 77 2 65 46 00 00 16 3 6

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D 5 0 ST B3 IPE 240 O 9 24 000 RY 0 00.

5 0 ST B4 IPE 240 O 0 24 000 RY 0 00.

5 0 ST B4 IPE 240 O 1 20 000 RY 0 00.

5 0 ST B5 IPE 240 O 2 14 000 RY 0 00.

5 0 ST B5 IPE 240 O 3 18 000 RY 0 00.

5 0 ST B5 IPE 240 O 4 14 000 RY 0 00.

5 0 ST B5 IPE 240 O 5 14 000 RY 0 00.

5 0 ST B5 IPE 240 O 6 14 000 RY 0 00.

5 0 ST B5 IPE 240 O 7 14 000 RY 0 00.

5 0 ST B5 IPE 240 O 8 14 000 RY 0 00.

5 0

St Bea Bea Pa StudL ud mSh mCa ss/ ayou Di ored mbe Fai t/Tot a ? r l 0. 19 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 14 01 9

No

0.00 Pa 0 sse d

0. 4 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 15 01 9

No

0.00 Pa 0 sse d

0. 15 01 9

No

0.00 Pa 0 sse d

0. 15 01 9

No

0.00 Pa 0 sse d

0. 15 01 9

No

0.00 Pa 0 sse d

Re M M Re ac Ma Ma PC ac Lef xN xPo C% Rt t eg s 1 56 56 0.0 821 77.

70. 70 00 7.6 11 39 .3 68 0% 9 50 48 0.0 751 68.

47. 96 00 1.9 54 49 .1 81 2% 5 43 48 0.0 568 73.

74. 65 00 7.1 05 89 .7 44 3% 5 12 12 0.0 647 50.

94. 00 00 .47 39 98 .4 9 7% 5 28 28 0.0 365 10 38. 38 00 9.7 0.0 65 .6 50 00 5 % 13 13 0.0 179 10 90. 90 00 3.2 0.0 96 .9 99 00 6 % 16 16 0.0 168 10 21. 21 00 1.9 0.0 87 .8 37 00 7 % 16 16 0.0 168 10 21. 21 00 1.9 0.0 87 .8 37 00 7 % 16 16 0.0 168 10 21. 21 00 1.9 0.0 87 .8 37 00 7 % 16 16 0.0 168 10 21. 21 00 1.9 0.0 87 .8 37 00 7 %

Ove rall Rati o

Stu Con Co PC Str Str dR stP nSh DL PM Shr ati MR rRa DfR Rat Rat o at t at

SD LDf Ra t

LL TotC Df amD Ra fRat t

1.00 0.0 1.0 0.64 0.3 0.1 0.0 0.0 0. 0.75 3 00 03 6 97 61 00 00 15 2 8 0.93 0.0 0.9 0.58 0.3 0.1 0.0 0.0 0. 0.71 5 00 35 9 53 43 00 00 15 8 6 0.91 0.0 0.9 0.56 0.4 0.1 0.0 0.0 0. 0.64 3 00 13 3 53 41 00 00 10 8 6 0.32 0.0 0.3 0.15 0.2 0.0 0.0 0.0 0. 0.09 1 00 21 3 05 48 00 00 01 0 4 0.89 0.0 0.8 0.17 0.3 0.0 0.0 0.0 0. 0.80 3 00 93 2 38 37 00 00 04 2 9 1.01 0.0 0.6 0.58 0.2 0.1 0.0 0.0 0. 1.01 2 00 78 4 72 08 00 00 14 2 7 0.73 0.0 0.6 0.54 0.2 0.1 0.0 0.0 0. 0.73 5 00 23 1 87 13 00 00 10 5 3 0.73 0.0 0.6 0.54 0.2 0.1 0.0 0.0 0. 0.73 5 00 23 1 87 13 00 00 10 5 3 0.73 0.0 0.6 0.54 0.2 0.1 0.0 0.0 0. 0.73 5 00 23 1 87 13 00 00 10 5 3 0.73 0.0 0.6 0.54 0.2 0.1 0.0 0.0 0. 0.73 5 00 23 1 87 13 00 00 10 5 3

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D ST B5 IPE 240 O 9 18 000 RY 0 00.

5 0 ST B6 IPE 240 O 0 18 000 RY 0 00.

5 0 ST B6 IPE 240 O 1 18 000 RY 0 00.

5 0 ST B6 IPE 240 O 2 18 000 RY 0 00.

5 0 ST B6 IPE 240 O 3 16 000 RY 0 00.

5 0 ST B6 IPE 240 O 4 16 000 RY 0 00.

5 0 ST B6 IPE 240 O 5 16 000 RY 0 00.

5 0 ST B6 IPE 240 O 6 16 000 RY 0 00.

5 0 ST B7 IPE 240 O 1 14 000 RY 0 00.

5 0 ST B7 IPE 240 O 2 14 000 RY 0 00.

5 0 ST B7 IPE 240

St ud Di a 0.

01 9

Bea Bea StudL mSh mCa ayou ored mbe t/Tot ? r 22 No 0.00 0

Pa ss/ Fai l Pa sse d

0. 22 01 9

No

0.00 Pa 0 sse d

0. 22 01 9

No

0.00 Pa 0 sse d

0. 22 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 19 01 9

No

0.00 Pa 0 sse d

0. 12 01 9

No

0.00 Pa 0 sse d

0. 12 01 9

No

0.00 Pa 0 sse d

0. 13

No

0.00 Pa

Re Re ac ac Lef Rt t 23 23 34. 34 58 .5 8 23 23 34. 34 58 .5 8 23 23 34. 34 58 .5 8 23 23 34. 34 58 .5 8 19 19 39. 39 62 .6 2 19 19 39. 39 62 .6 2 19 19 39. 39 62 .6 2 19 19 39. 39 62 .6 2 13 13 70. 61 82 .4 2 13 13 90. 80 13 .7 2 14 14

M Ma xN eg 0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0

M Ma PC xPo C% s 350 10 1.8 0.0 68 00 % 350 10 1.8 0.0 68 00 % 350 10 1.8 0.0 68 00 % 350 10 1.8 0.0 68 00 % 250 10 0.6 0.0 61 00 % 250 10 0.6 0.0 61 00 % 250 10 0.6 0.0 61 00 % 250 10 0.6 0.0 61 00 % 121 10 6.5 0.0 63 00 % 125 10 1.0 0.0 76 00 % 128 10

Ove rall Rati o 0.99 5

Stu dR ati o 0.0 00

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 0.7 0.60 0.2 0.1 0.0 60 2 80 12 00

SD LL LDf Df Ra Ra t t 0.0 0.

00 16 8

TotC amD fRat 0.99 5

0.99 0.0 0.7 0.60 0.2 0.1 0.0 0.0 0. 0.99 5 00 60 2 80 12 00 00 16 5 8 0.99 0.0 0.7 0.60 0.2 0.1 0.0 0.0 0. 0.99 5 00 60 2 80 12 00 00 16 5 8 0.99 0.0 0.7 0.60 0.2 0.1 0.0 0.0 0. 0.99 5 00 60 2 80 12 00 00 16 5 8 0.89 0.0 0.6 0.57 0.2 0.1 0.0 0.0 0. 0.89 3 00 92 7 81 11 00 00 13 3 9 0.89 0.0 0.6 0.57 0.2 0.1 0.0 0.0 0. 0.89 3 00 92 7 81 11 00 00 13 3 9 0.89 0.0 0.6 0.57 0.2 0.1 0.0 0.0 0. 0.89 3 00 92 7 81 11 00 00 13 3 9 0.89 0.0 0.6 0.57 0.2 0.1 0.0 0.0 0. 0.89 3 00 92 7 81 11 00 00 13 3 9 0.45 0.0 0.4 0.39 0.2 0.0 0.0 0.0 0. 0.45 5 00 54 2 44 96 00 00 06 5 5 0.47 0.0 0.4 0.40 0.2 0.0 0.0 0.0 0. 0.47 3 00 66 3 48 98 00 00 06 3 7 0.49 0.0 0.4 0.41 0.2 0.0 0.0 0.0 0. 0.49

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D O 3 14 000 RY 0 00.

5 0 ST B7 IPE 240 O 4 14 000 RY 0 00.

5 0 ST B8 IPE 240 O 5 16 000 RY 0 00.

5 0 ST B8 IPE 240 O 6 16 000 RY 0 00.

5 0 ST B8 IPE 240 O 7 16 000 RY 0 00.

5 0 ST B8 IPE 240 O 8 16 000 RY 0 00.

5 0 ST B8 IPE 240 O 9 16 000 RY 0 00.

5 0 ST B9 IPE 240 O 3 14 000 RY 0 00.

5 0 ST B9 IPE 240 O 4 14 000 RY 0 00.

5 0 ST B9 IPE 240 O 5 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 00 18 000

St Bea Bea Pa Re StudL Re ud mSh mCa ss/ ac ayou ac Di ored mbe Fai Lef t/Tot Rt a ? r l t 01 0 sse 09. 00 9 d 44 .0 3 0. 13 No 0.00 Pa 14 14 01 0 sse 28. 19 9 d 75 .3 4 0. 19 No 0.00 Pa 19 19 01 0 sse 50. 45 9 d 17 .0 2 0. 19 No 0.00 Pa 19 19 01 0 sse 60. 55 9 d 74 .5 9 0. 19 No 0.00 Pa 19 19 01 0 sse 71. 66 9 d 31 .1 6 0. 19 No 0.00 Pa 19 19 01 0 sse 81. 76 9 d 88 .7 3 0. 19 No 0.00 Pa 19 19 01 0 sse 92. 87 9 d 45 .2 9 0. 10 No 0.00 Pa 11 11 01 0 sse 77. 33 9 d 91 .4 8 0. 11 No 0.00 Pa 12 12 01 0 sse 73. 28 9 d 51 .8 9 0. 12 No 0.00 Pa 13 13 01 0 sse 69. 24 9 d 09 .3 1 0. 21 No 0.00 Pa 21 20 01 0 sse 12. 11

M Ma xN eg 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

0.0 00

M Ma PC xPo C% s 6.0 0.0 72 00 % 132 10 1.5 0.0 50 00 % 252 10 7.9 0.0 64 00 % 255 10 5.4 0.0 38 00 % 258 10 3.0 0.0 60 00 % 261 10 0.8 0.0 30 00 % 263 10 8.7 0.0 49 00 % 871 81. .90 70 9 7%

0.0 101 10 00 9.1 0.0 41 00 % 0.0 120 10 00 2.1 0.0 31 00 % 0.0 301 10 00 9.5 0.0

Ove rall Rati o 3

Stu dR ati o 00

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 79 4 51 99 00

SD LL LDf Df Ra Ra t t 00 07 0

TotC amD fRat 3

0.51 0.0 0.4 0.42 0.2 0.1 0.0 0.0 0. 0.51 3 00 92 5 55 00 00 00 07 3 3 0.90 0.0 0.6 0.58 0.2 0.1 0.0 0.0 0. 0.90 7 00 99 3 83 12 00 00 14 7 1 0.92 0.0 0.7 0.58 0.2 0.1 0.0 0.0 0. 0.92 2 00 07 9 85 13 00 00 14 2 4 0.93 0.0 0.7 0.59 0.2 0.1 0.0 0.0 0. 0.93 7 00 15 6 86 14 00 00 14 7 6 0.95 0.0 0.7 0.60 0.2 0.1 0.0 0.0 0. 0.95 2 00 22 2 88 14 00 00 14 2 8 0.96 0.0 0.7 0.60 0.2 0.1 0.0 0.0 0. 0.96 8 00 30 9 89 15 00 00 15 8 1 0.33 0.0 0.3 0.28 0.2 0.0 0.0 0.0 0. 0.28 6 00 36 1 07 81 00 00 04 5 4 0.38 0.0 0.3 0.32 0.2 0.0 0.0 0.0 0. 0.35 1 00 81 8 24 88 00 00 05 0 1 0.44 0.0 0.4 0.38 0.2 0.0 0.0 0.0 0. 0.44 8 00 48 7 40 95 00 00 06 5 4 0.83 0.0 0.6 0.52 0.2 0.1 0.0 0.0 0. 0.83 9 00 62 1 51 00 00 00 14 9

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D RY 0 00.

5 0 ST B1 IPE 240 O 01 18 000 RY 0 00.

5 0 ST B1 IPE 240 O 02 20 000 RY 0 00.

5 0 ST B1 IPE 240 O 03 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 04 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 05 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 06 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 13 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 14 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 18 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 19 14 000 RY 0 00.

St Bea Bea Pa Re StudL ud mSh mCa ss/ ac ayou Di ored mbe Fai Lef t/Tot a ? r l t 9 d 73

M M Re Ma Ma PC ac xN xPo C% Rt eg s .5 27 00 9 % 20 20 0.0 288 10 79. 36 00 6.9 0.0 55 .4 48 00 3 % 40 42 0.0 552 10 99. 06 00 4.4 0.0 46 .3 67 00 1 % 19 19 0.0 244 10 56. 56 00 5.3 0.0 30 .3 72 00 0 % 19 19 0.0 244 10 56. 56 00 5.3 0.0 30 .3 72 00 0 % 19 19 0.0 244 10 56. 56 00 5.3 0.0 30 .3 72 00 0 % 20 19 0.0 246 10 04. 44 00 8.1 0.0 98 .1 93 00 3 % 17 17 0.0 205 10 40. 31 00 4.5 0.0 16 .8 41 00 0 % 10 12 0.0 120 10 44. 80 00 7.1 0.0 76 .9 25 00 8 % 15 15 0.0 171 10 98. 90 00 4.5 0.0 97 .6 06 00 1 % 16 16 0.0 181 10 46. 37 00 6.4 0.0 03 .6 58 00

Ove rall Rati o

Stu Con Co PC Str Str dR stP nSh DL PM Shr ati MR rRa DfR Rat Rat o at t at

SD LDf Ra t

LL TotC Df amD Ra fRat t 3

0. 20 01 9

No

0.00 Pa 0 sse d

0.76 0.0 0.6 0.49 0.2 0.0 0.0 0.0 0. 0.76 3 00 29 7 47 99 00 00 12 3 9

0. 19 01 9

No

0.00 Pa 0 sse d

0. 18 01 9

No

0.00 Pa 0 sse d

0. 18 01 9

No

0.00 Pa 0 sse d

0. 18 01 9

No

0.00 Pa 0 sse d

0. 18 01 9

No

0.00 Pa 0 sse d

0. 17 01 9

No

0.00 Pa 0 sse d

0. 15 01 9

No

0.00 Pa 0 sse d

0. 15 01 9

No

0.00 Pa 0 sse d

0. 16 01 9

No

0.00 Pa 0 sse d

0.97 0.0 0.9 0.35 0.4 0.0 0.0 0.0 0. 0.79 6 00 76 0 59 90 00 00 08 0 8 0.83 0.0 0.6 0.56 0.2 0.1 0.0 0.0 0. 0.83 5 00 75 3 83 12 00 00 13 5 0 0.83 0.0 0.6 0.56 0.2 0.1 0.0 0.0 0. 0.83 5 00 75 3 83 12 00 00 13 5 0 0.83 0.0 0.6 0.56 0.2 0.1 0.0 0.0 0. 0.83 5 00 75 3 83 12 00 00 13 5 0 0.84 0.0 0.6 0.56 0.2 0.1 0.0 0.0 0. 0.84 5 00 82 8 90 15 00 00 13 5 1 1.01 0.0 0.7 0.66 0.3 0.1 0.0 0.0 0. 1.01 3 00 63 2 08 22 00 00 14 3 2 0.53 0.0 0.4 0.39 0.2 0.0 0.0 0.0 0. 0.53 4 00 61 2 27 90 00 00 08 4 0 0.77 0.0 0.6 0.55 0.2 0.1 0.0 0.0 0. 0.77 4 00 37 2 83 12 00 00 10 4 8 0.84 0.0 0.6 0.58 0.2 0.1 0.0 0.0 0. 0.84 4 00 74 5 91 15 00 00 11 4 8

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D 5 0 ST B1 IPE 240 O 20 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 21 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 22 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 23 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 24 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 27 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 29 22 000 RY 0 00.

5 0 ST B1 IPE 240 O 30 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 31 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 32 14 000 RY 0 00.

5 0

St Bea Bea Pa StudL ud mSh mCa ss/ ayou Di ored mbe Fai t/Tot a ? r l

Re M M Re ac Ma Ma PC ac Lef xN xPo C% Rt t eg s 7 % 16 16 0.0 194 10 93. 84 00 5.3 0.0 10 .7 53 00 3 % 14 14 0.0 139 10 37. 37 00 1.1 0.0 91 .9 81 00 1 % 14 14 0.0 139 10 37. 37 00 1.1 0.0 91 .9 81 00 1 % 14 14 0.0 139 10 37. 37 00 1.1 0.0 91 .9 81 00 1 % 13 14 0.0 138 10 95. 73 00 7.7 0.0 52 .2 63 00 4 % 10 14 0.0 137 10 15. 83 00 5.0 0.0 88 .2 32 00 9 % 46 45 1.2 565 56.

1.3 9. 60 .63 52 0 51 5 3%

Ove rall Rati o

Stu Con Co PC Str Str dR stP nSh DL PM Shr ati MR rRa DfR Rat Rat o at t at

SD LDf Ra t

LL TotC Df amD Ra fRat t

0. 16 01 9

No

0.00 Pa 0 sse d

0. 13 01 9

No

0.00 Pa 0 sse d

0. 13 01 9

No

0.00 Pa 0 sse d

0. 13 01 9

No

0.00 Pa 0 sse d

0. 13 01 9

No

0.00 Pa 0 sse d

0. 13 01 9

No

0.00 Pa 0 sse d

0. 8 01 9

No

0.00 Pa 0 sse d

0. 5 01 9

No

0.00 Pa 85 84 1.2 386 61. 0.16 0.0 0.1 0.12 0.1 0.0 0.0 0.0 0. 0.08 0 sse 4.1 0. 07 .41 28 4 00 64 4 64 64 00 00 01 0 d 0 44 1 0% 5

0. 14 01 9

No

0. 14 01 9

No

0.00 Pa 12 12 0 sse 54. 54 d 22 .2 2 0.00 Pa 12 12 0 sse 61. 61 d 28 .2 8

0.0 121 10 00 3.4 0.0 54 00 % 0.0 122 10 00 0.2 0.0 90 00 %

0.93 0.0 0.7 0.62 0.3 0.1 0.0 0.0 0. 0.93 3 00 22 7 00 18 00 00 13 3 1 0.56 0.0 0.5 0.44 0.2 0.1 0.0 0.0 0. 0.56 3 00 17 8 55 00 00 00 07 3 9 0.56 0.0 0.5 0.44 0.2 0.1 0.0 0.0 0. 0.56 3 00 17 8 55 00 00 00 07 3 9 0.56 0.0 0.5 0.44 0.2 0.1 0.0 0.0 0. 0.56 3 00 17 8 55 00 00 00 07 3 9 0.56 0.0 0.5 0.44 0.2 0.1 0.0 0.0 0. 0.56 4 00 17 7 61 03 00 00 08 4 0 0.53 0.0 0.5 0.46 0.2 0.0 0.0 0.0 0. 0.53 9 00 39 1 35 95 00 00 08 1 1 0.10 0.0 0.1 0.05 0.0 0.0 0.0 0.0 0. 0.03 0 00 00 9 72 31 00 00 00 6 9

0.49 0.0 0.4 0.39 0.2 0.0 0.0 0.0 0. 0.49 7 00 54 3 45 97 00 00 07 7 1 0.49 0.0 0.4 0.39 0.2 0.0 0.0 0.0 0. 0.49 9 00 56 5 46 98 00 00 07 9 1

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D ST B1 IPE 240 O 34 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 40 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 41 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 42 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 43 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 45 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 47 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 57 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 58 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 59 16 000 RY 0 00.

5 0 ST B1 IPE 240

St ud Di a 0.

01 9

Bea Bea StudL mSh mCa ayou ored mbe t/Tot ? r 10 No 0.00 0

Pa ss/ Fai l Pa sse d

Re Re ac ac Lef Rt t 17 17 09. 67 56 .8 5 0.00 Pa 85 92 0 sse 7.8 1. d 4 29

M Ma xN eg 0.0 00

M Ma PC xPo C% s 130 0.0 9.4 00 65 %

Ove rall Rati o 0.76 1

Stu dR ati o 0.0 00

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 0.7 0.28 0.3 0.1 0.0 61 5 24 22 00

SD LL LDf Df Ra Ra t t 0.0 0.

00 26 3

TotC amD fRat 0.45 7

0. 9 01 9

No

0.0 622 0.0 0.50 0.0 0.5 0.18 0.1 0.0 0.0 0.0 0. 0.38 00 .69 00 9 00 09 6 68 61 00 00 22 6 5 % 6

0. 9 01 9

No

0.00 Pa 79 79 0.0 556 0.0 0.45 0.0 0.4 0.16 0.1 0.0 0.0 0.0 0. 0.34 0 sse 4.3 4. 00 .06 00 4 00 54 7 55 57 00 00 20 5 d 8 38 3 % 1

0. 9 01 9

No

0.00 Pa 79 79 0.0 556 0.0 0.45 0.0 0.4 0.16 0.1 0.0 0.0 0.0 0. 0.34 0 sse 4.3 4. 00 .06 00 4 00 54 7 55 57 00 00 20 5 d 8 38 3 % 1

0. 9 01 9

No

0.00 Pa 92 85 0.0 626 0.0 0.51 0.0 0.5 0.18 0.1 0.0 0.0 0.0 0. 0.39 0 sse 1.4 7. 00 .55 00 2 00 12 7 68 61 00 00 22 1 d 0 94 2 % 9

0. 19 01 9

No

0. 19 01 9

No

0. 1 01 9

No

0.00 Pa 18 18 0 sse 98. 83 d 37 .7 2 0.00 Pa 19 19 0 sse 18. 04 d 92 .2 7 0.00 Pa 18 18 0 sse 5.4 5. d 1 41

0. 1 01 9

No

0.00 Pa 18 18 0.0 0.0 0.0 0.50 0.5 0.0 0.00 0.0 4.5 0.0 0.0 0. 0.00 0 sse 5.4 5. 00 00 00 0 00 00 0 24 92E 00 00 00 0 d 1 41 % ‐04 0

0. 1 01 9

No

0.00 Pa 18 18 0.0 0.0 0.0 0.50 0.5 0.0 0.00 0.0 4.5 0.0 0.0 0. 0.00 0 sse 5.4 5. 00 00 00 0 00 00 0 24 92E 00 00 00 0 d 1 41 % ‐04 0

0. 1

No

0.00 Pa 3.7 3. 0.0 0.0 0.0 0.33 0.3 0.0 0.00 4.9 4.9 0.0 0.0 0. 0.00

0.0 246 10 00 7.9 0.0 30 00 % 0.0 253 10 00 4.4 0.0 31 00 % 0.0 0.0 0.0 00 00 00 %

0.89 0.0 0.6 0.57 0.3 0.1 0.0 0.0 0. 0.89 1 00 84 0 48 38 00 00 13 1 9 0.93 0.0 0.7 0.58 0.3 0.1 0.0 0.0 0. 0.93 1 00 03 5 52 40 00 00 14 1 5 0.50 0.5 0.0 0.00 0.0 4.5 0.0 0.0 0. 0.00 0 00 00 0 24 92E 00 00 00 0 ‐04 0

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D O 60 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 61 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 62 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 67 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 68 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 69 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 70 16 000 RY 0 00.

5 0

St Bea Bea Pa Re StudL ud mSh mCa ss/ ac ayou Di ored mbe Fai Lef t/Tot a ? r l t 01 0 sse 8 9 d

M M Re Ma Ma PC ac xN xPo C% Rt eg s 78 00 00 00 %

Ove rall Rati o 3

Stu dR ati o 33

0. 1 01 9

No

0.00 Pa 3.7 3. 0.0 0.0 0.0 0.33 0.3 0 sse 8 78 00 00 00 3 33 d %

0. 1 01 9

No

0.00 Pa 19 19 0.0 0.0 0.0 0.33 0.3 0 sse 8.6 8. 00 00 00 3 33 d 6 66 %

0. 5 01 9

No

0. 4 01 9

No

0. 11 01 9

No

0. 5 01 9

No

0.00 Pa 19 19 0 sse 96. 96 d 09 .0 9 0.00 Pa 14 14 0 sse 95. 95 d 87 .8 7 0.00 Fai 30 30 0 led 95. 95 01 .0 1 0.00 Pa 22 22 0 sse 06. 06 d 68 .6 8

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 00 0 20 20E 00 E‐ ‐04 04 0.0 0.00 4.9 4.9 0.0 00 0 20 20E 00 E‐ ‐04 04 0.0 0.00 0.0 4.9 0.0 00 0 26 20E 00 ‐04

SD LL LDf Df Ra Ra t t 00 00 0

TotC amD fRat 0

0.0 0. 0.00 00 00 0 0 0.0 0. 0.00 00 00 0 0

0.0 193 43. 0.72 0.1 0.7 0.19 0.2 0.0 0.0 0.0 0. 0.55 00 8.2 14 3 52 23 5 60 23 00 00 03 9 24 5% 0 0.0 108 43. 0.40 0.1 0.4 0.08 0.1 0.0 0.0 0.0 0. 0.23 00 8.5 14 6 60 06 2 95 18 00 00 01 3 30 5% 3 0.0 463 10 00 2.3 0.0 40 00 % 0.0 234 43.

00 9.8 53 80 9%

1.71 0.2 1.6 0.72 0.4 0.0 0.0 0.0 0. 1.71 5 12 26 3 03 36 00 00 08 5 5 0.87 0.1 0.8 0.25 0.2 0.0 0.0 0.0 0. 0.75 7 35 77 9 87 25 00 00 04 5 0

: B ‫ﺑﻠﻮك‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D ST B1 IPE 240 O 72 14 000 RY 0 00.

6 0

St ud Di a 0.

01 9

Bea Bea StudL mSh mCa ayou ored mbe t/Tot ? r 10 No 0.00 0

Pa ss/ Fai l Pa sse d

Re ac Lef t 78 2.8 6

M M Re Ma Ma ac xN xP Rt eg os 78 0.0 54 2. 00 9.9 86 58

Ove Stu PC rall dR C% Rati ati o o 10 0.21 0.0 0.0 1 00 00 %

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 0.2 0.09 0.1 0.0 0.0 11 2 24 25 00

LL SD TotC Df LDf amD Ra Rat fRat t 0.0 0. 0.13 00 01 5 0

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D ST B1 IPE 240 O 73 18 000 RY 0 00.

6 0 ST B1 IPE 240 O 74 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 75 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 76 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 77 24 000 RY 0 00.

6 0 ST B1 IPE 240 O 80 16 000 RY 0 00.

6 0 ST B1 IPE 240 O 81 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 82 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 83 20 000 RY 0 00.

6 0 ST B1 IPE 240 O 84 14 000 RY 0 00.

6 0 ST B1 IPE 240

St ud Di a 0.

01 9

Bea Bea StudL mSh mCa ayou ored mbe t/Tot ? r 20 No 0.00 0

0. 7 01 9

No

0. 9 01 9

No

0. 12 01 9

No

0. 19 00 0

No

0. 18 01 9

No

0. 12 01 9

No

0. 11 01 9

No

0. 20 01 9

No

0. 13 01 9

No

0. 7

No

Pa ss/ Fai l Pa sse d

Re Re ac ac Lef Rt t 16 16 21. 60 03 .1 5 0.00 Pa 69 71 0 sse 6.7 5. d 6 74

M Ma xN eg 0.0 00

0.00 Pa 15 14 0 sse 73. 63 d 19 .2 0 0.00 Pa 88 93 0 sse 6.9 7. d 2 63

0.0 12 61.

00 12. 28 09 0% 9 0.0 75 10 00 7.4 0.0 78 00 % 0.0 42 0.0 00 57. 00 43 % 4 0.0 22 10 00 75. 0.0 51 00 4 % 0.0 77 10 00 2.5 0.0 70 00 % 0.0 15 10 00 02. 0.0 48 00 4 % 0.0 37 10 00 58. 0.0 00 00 9 % 0.0 20 10 00 83. 0.0 09 00 5 % 0.0 70 81.

0.00 Pa 27 28 0 sse 06. 34 d 56 .7 0 0.00 Pa 17 18 0 sse 73. 67 d 19 .3 9 0.00 Pa 75 75 0 sse 1.2 4. d 9 60 0.00 Pa 15 16 0 sse 94. 92 d 50 .6 6 0.00 Pa 23 24 0 sse 64. 08 d 49 .2 7 0.00 Pa 18 18 0 sse 38. 09 d 11 .2 9 0.00 Pa 11 11

M Ma xP os 25 20.

67 2 85. 35 850 2.8 33

Ove Stu PC rall dR C% Rati ati o o 10 0.69 0.0 0.0 9 00 00 % 61. 0.15 0.0 28 8 00 0%

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 0.5 0.49 0.1 0.0 0.0 73 3 81 83 00

LL SD TotC Df LDf amD Ra Rat fRat t 0.0 0. 0.69 00 09 9 8

0.1 0.07 0.1 0.0 0.0 0.0 0. 0.07 58 1 13 28 00 00 00 5 8

0.51 0.0 0.5 0.44 0.2 0.1 0.0 0.0 0. 0.37 1 00 11 4 49 12 00 00 05 5 1 0.29 0.0 0.2 0.27 0.1 0.0 0.0 0.0 0. 0.28 9 00 99 4 48 66 00 00 03 4 3 0.82 0.0 0.8 0.29 0.1 0.0 0.0 0.0 0. 0.63 9 00 29 2 98 66 00 00 16 2 3 0.69 0.0 0.6 0.34 0.2 0.0 0.0 0.0 0. 0.69 2 00 48 5 43 64 00 00 06 2 6 0.37 0.0 0.3 0.28 0.1 0.0 0.0 0.0 0. 0.37 6 00 41 5 19 54 00 00 05 6 9 0.59 0.0 0.5 0.54 0.2 0.1 0.0 0.0 0. 0.52 1 00 91 3 68 19 00 00 06 2 0 0.72 0.0 0.6 0.54 0.2 0.1 0.0 0.0 0. 0.72 1 00 52 8 24 01 00 00 10 1 3 0.98 0.0 0.8 0.76 0.2 0.1 0.0 0.0 0. 0.98 6 00 66 4 91 31 00 00 13 6 3 0.28 0.0 0.2 0.25 0.1 0.0 0.0 0.0 0. 0.17

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D O 85 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 86 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 87 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 88 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 89 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 90 20 000 RY 0 00.

6 0 ST B1 IPE 240 O 93 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 94 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 99 14 000 RY 0 00.

6 0 ST B2 IPE 240 O 00 14 000 RY 0 00.

6 0 ST B2 IPE 240 O 01 14 000

St Bea Bea Pa Re StudL Re ud mSh mCa ss/ ac ayou ac Di ored mbe Fai Lef t/Tot Rt a ? r l t 01 0 sse 28. 29 9 d 81 .3 0 0. 11 No 0.00 Pa 11 11 01 0 sse 74. 45 9 d 66 .2 0 0. 7 No 0.00 Pa 10 10 01 0 sse 91. 91 9 d 12 .9 3 0. 6 No 0.00 Pa 63 61 01 0 sse 6.5 6.

9 d 9 90

M Ma xN eg 00

0. 12 01 9

No

0. 22 01 9

No

0. 10 01 9

No

0.0 25 10 00 92. 0.0 58 00 5 % 0.0 64 10 00 89. 0.0 85 00 6 % 0.0 55 81.

00 6.5 70 97 7%

0. 11 01 9

No

0. 7 01 9

No

0. 7 01 9

No

0.00 Pa 79 79 0.0 42 61. 0.18 0.0 0.1 0.15 0.1 0.0 0.0 0.0 0. 0.11 0 sse 4.4 4. 00 8.9 28 0 00 80 4 41 62 00 00 01 7 d 0 40 76 0% 7

0. 7 01

No

0.00 Pa 79 79 0.0 42 61. 0.18 0.0 0.1 0.15 0.1 0.0 0.0 0.0 0. 0.11 0 sse 4.4 4. 00 8.9 28 0 00 80 4 41 62 00 00 01 7

0.00 Pa 24 22 0 sse 98. 99 d 71 .4 0 0.00 Pa 33 40 0 sse 43. 02 d 67 .9 9 0.00 Pa 73 74 0 sse 3.5 2. d 1 80

M Ma xP os 3.2 76

Ove Stu PC rall dR C% Rati ati o o 70 8 00 7%

0.0 10 10 00 63. 0.0 11 00 1 % 0.0 67 81.

00 8.2 70 89 7%

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 88 6 79 80 00

LL SD TotC Df LDf amD Ra Rat fRat t 00 02 3 2

0.42 0.0 0.4 0.38 0.1 0.0 0.0 0.0 0. 0.37 0 00 20 6 86 83 00 00 04 1 2 0.28 0.0 0.2 0.18 0.1 0.0 0.0 0.0 0. 0.16 4 00 84 8 73 55 00 00 01 2 9

0.0 29 61. 0.13 0.0 0.1 0.05 0.1 0.0 0.0 0.0 0. 0.05 00 0.9 28 2 00 32 8 01 25 00 00 00 6 86 0% 6 0.99 0.0 0.9 0.78 0.3 0.1 0.0 0.0 0. 0.99 3 00 90 0 96 40 00 00 11 3 0 1.00 0.0 0.6 0.84 0.3 0.1 0.0 0.0 0. 1.00 2 00 98 0 72 68 00 00 15 2 6 0.22 0.0 0.2 0.20 0.1 0.0 0.0 0.0 0. 0.20 5 00 25 2 45 64 00 00 02 2 5

0.00 Pa 75 76 0.0 58 10 0.23 0 sse 2.9 2. 00 6.0 0.0 2 d 3 22 86 00 % 0.00 Pa 79 79 0.0 42 61. 0.18 0 sse 4.4 4. 00 8.9 28 0 d 0 40 76 0%

0.0 0.2 0.21 0.1 0.0 0.0 0.0 0. 0.21 00 32 3 49 66 00 00 02 4 5 0.0 0.1 0.15 0.1 0.0 0.0 0.0 0. 0.11 00 80 4 41 62 00 00 01 7 7

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D RY 0 00.

6 0 ST B2 IPE 240 O 02 14 000 RY 0 00.

6 0 ST B2 IPE 240 O 13 14 000 RY 0 00.

6 0 ST B2 IPE 240 O 14 14 000 RY 0 00.

6 0 ST B2 IPE 240 O 17 14 000 RY 0 00.

6 0 ST B2 IPE 240 O 21 14 000 RY 0 00.

6 0

St Bea Bea Pa Re StudL ud mSh mCa ss/ ac ayou Di ored mbe Fai Lef t/Tot a ? r l t 9 d 0

ST O RY 6 ST O RY 6 ST O RY 6 ST O RY 6 ST O

B2 IPE 240 22 14 000 0 00.

0 B2 IPE 240 27 14 000 0 00.

0 B2 IPE 240 31 14 000 0 00.

0 B2 IPE 240 32 14 000 0 00.

0 B2 IPE 240 33 14 000

M M Ove Stu Con Co PC LL Re Str Str SD TotC Ma Ma PC rall dR stP nSh DL Df ac PM Shr LDf amD xN xP C% Rati ati MR rRa DfR Ra Rt Rat Rat Rat fRat eg os o o at t at t 40 76 0% 7

0. 7 01 9

No

0.00 Pa 79 82 0.0 43 61. 0.18 0.0 0.1 0.15 0.1 0.0 0.0 0.0 0. 0.12 0 sse 9.1 1. 00 8.8 28 4 00 84 7 45 64 00 00 01 0 d 3 58 04 0% 7

0. 14 01 9

No

0. 18 01 9

No

0. 11 01 9

No

0.00 Pa 10 11 0 sse 42. 39 d 03 .3 2 0.00 Pa 12 13 0 sse 92. 92 d 41 .9 3 0.00 Pa 83 87 0 sse 1.4 6. d 5 42

0. 0 01 9

No

0. 3 01 9

No

0. 12 01 9

No

0. 7 01 9

No

0. 2 01 9

No

0.00 Pa 21 17 0.0 44. 25. 0.04 0.0 0.0 0.01 0.0 0.0 0.0 0.0 0. 0.00 0 sse 8.4 5. 00 37 02 3 00 25 6 43 19 00 00 00 5 d 9 95 5 3% 1

0. 5 01

No

0.00 Pa 43 36 0.0 18 61. 0.08 0.0 0.0 0.06 0.0 0.0 0.0 0.0 0. 0.04 0 sse 2.9 7. 00 9.5 28 5 00 83 9 85 38 00 00 00 3

0.0 11 10 00 40. 0.0 86 00 8 % 0.0 16 10 00 82. 0.0 35 00 1 % 0.0 77 10 00 9.4 0.0 36 00 % 0.00 Pa 13 16 0.0 20. 0.0 0 sse 0.9 2. 00 95 00 d 5 99 1 %

0.53 0.0 0.4 0.41 0.2 0.0 0.0 0.0 0. 0.53 1 00 50 2 22 98 00 00 06 1 1 0.95 0.0 0.6 0.61 0.2 0.1 0.0 0.0 0. 0.95 2 00 65 5 72 22 00 00 10 2 7 0.31 0.0 0.3 0.28 0.1 0.0 0.0 0.0 0. 0.29 3 00 13 4 57 70 00 00 03 5 6

0.03 0.0 0.0 0.00 0.0 0.0 0.0 0.0 7.

2 00 17 8 32 14 00 00 54 0E ‐ 04 0.00 Pa 31 38 0.0 94. 20. 0.07 0.0 0.0 0.03 0.0 0.0 0.0 0.0 0.

0 sse 8.1 5. 00 89 42 5 00 53 4 75 33 00 00 00 d 9 41 4 7% 3 0.00 Pa 11 12 0 sse 98. 39 d 80 .6 4 0.00 Pa 66 79 0 sse 7.5 5. d 7 86

0.0 10 10 00 32. 0.0 34 00 2 % 0.0 46 61.

00 1.0 28 81 0%

0.00 2

0.01 4

0.40 0.0 0.4 0.37 0.2 0.1 0.0 0.0 0. 0.40 4 00 04 0 34 03 00 00 04 3 6 0.19 0.0 0.1 0.16 0.1 0.0 0.0 0.0 0. 0.13 6 00 96 8 41 63 00 00 01 5 9

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D RY 0 00.

6 0 ST B2 IPE 240 O 36 14 000 RY 0 00.

6 0 ST B2 IPE 240 O 37 14 000 RY 0 00.

6 0 ST B2 IPE 240 O 38 14 000 RY 0 00.

6 0 ST B2 IPE 240 O 39 14 000 RY 0 00.

6 0 ST B2 IPE 240 O 40 14 000 RY 0 00.

6 0

St Bea Bea Pa Re StudL ud mSh mCa ss/ ac ayou Di ored mbe Fai Lef t/Tot a ? r l t 9 d 0

ST O RY 6 ST O RY 6 ST O RY 6 ST O RY 6 ST O

B2 IPE 240 46 18 000 0 00.

0 B2 IPE 240 47 20 000 0 00.

0 B2 IPE 240 48 14 000 0 00.

0 B2 IPE 240 49 14 000 0 00.

0 B2 IPE 240 50 14 000

M M Ove Stu Con Co PC LL Re Str Str SD TotC Ma Ma PC rall dR stP nSh DL Df ac PM Shr LDf amD xN xP C% Rati ati MR rRa DfR Ra Rt Rat Rat Rat fRat eg os o o at t at t 22 98 0% 6

0. 7 01 9

No

0.00 Pa 75 75 0.0 39 61. 0.16 0.0 0.1 0.14 0.1 0.0 0.0 0.0 0. 0.10 0 sse 4.9 4. 00 5.6 28 7 00 67 2 47 65 00 00 01 3 d 3 69 75 0% 5

0. 7 01 9

No

0.00 Pa 79 77 0.0 43 61. 0.18 0.0 0.1 0.15 0.1 0.0 0.0 0.0 0. 0.12 0 sse 9.9 8. 00 5.0 28 3 00 83 6 56 69 00 00 01 0 d 2 99 33 0% 7

0. 11 01 9

No

0. 3 01 9

No

0.00 Pa 18 23 0 sse 16. 71 d 74 .4 7 0.00 Pa 39 32 0 sse 7.5 7. d 6 02

0. 0 01 9

No

0. 17 01 9

No

0. 18 01 9

No

0. 0 01 9

No

0. 0 01 9

No

0. 9 01

No

0.0 24 10 00 43. 0.0 22 00 3 % 0.0 97. 20.

00 19 42 9 7%

0.98 0.0 0.9 0.89 0.4 0.1 0.0 0.0 0. 0.91 1 00 81 4 20 89 00 00 10 0 8 0.07 0.0 0.0 0.03 0.0 0.0 0.0 0.0 0. 0.01 8 00 54 5 78 34 00 00 00 5 3

0.00 Pa 16 12 0.0 20. 0.0 0.03 0.0 0.0 0.00 0.0 0.0 0.0 0.0 7.

0 sse 0.8 9. 00 49 00 1 00 17 7 31 14 00 00 30 d 7 43 8 % 8E ‐ 04 0.00 Pa 16 15 0.0 19 10 0.46 0.0 0.4 0.37 0.2 0.1 0.0 0.0 0.

0 sse 76. 93 00 41. 0.0 5 00 31 2 90 29 00 00 06 d 83 .8 93 00 3 7 6 % 0.00 Pa 18 19 0.0 23 10 0.41 0.0 0.4 0.34 0.3 0.1 0.0 0.0 0.

0 sse 78. 93 00 95. 0.0 5 00 14 6 27 45 00 00 06 d 66 .4 24 00 0 7 8 % 0.00 Pa 68. 68 0.0 0.0 0.0 0.01 0.0 0.0 0.00 0.0 4.3 0.0 0.0 0.

0 sse 98 .9 00 00 00 1 00 00 0 11 72E 00 00 00 d 8 % ‐04 0 0.00 Pa 2.8 2. 0.0 0.0 0.0 4.57 0.0 0.0 0.00 4.5 4.5 0 sse 9 89 00 00 00 6E‐ 00 00 0 76 76E d % 04 E‐ ‐04 04 0.00 Pa 65 65 0.0 43 10 0.17 0.0 0.1 0.06 0.1 0.0 0 sse 2.0 2. 00 0.8 0.0 2 00 72 2 03 18

0.00 2

0.46 5

0.41 5

0.00 0

0.0 0.0 0. 0.00 00 00 00 0 0 0.0 0.0 0. 0.10 00 00 00 7

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D RY 0 00.

6 0 ST B2 IPE 240 O 51 14 000 RY 0 00.

6 0 ST B2 IPE 240 O 52 14 000 RY 0 00.

6 0 ST B2 IPE 240 O 55 14 000 RY 0 00.

6 0 ST B1 IPE 240 O 72 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 73 18 000 RY 0 00.

5 0 ST B1 IPE 240 O 74 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 75 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 76 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 77 27 000 RY 0 00.

5 0 ST B1 IPE 240 O 80 18 000 RY 0 00.

St Bea Bea Pa Re StudL ud mSh mCa ss/ ac ayou Di ored mbe Fai Lef t/Tot a ? r l t 9 d 7

M M Ove Stu Re Ma Ma PC rall dR ac xN xP C% Rati ati Rt eg os o o 07 09 00 % 0.00 Pa 2.8 2. 0.0 0.0 0.0 4.57 0.0 0 sse 9 89 00 00 00 6E‐ 00 d % 04

0. 0 01 9

No

0. 12 01 9

No

0.00 Pa 85 85 0.0 72 0 sse 2.5 2. 00 1.3 d 5 55 33

0. 11 01 9

No

0.0 97 00 7.8 58

0. 10 01 9

No

0. 19 01 9

No

0. 7 01 9

No

0.00 Pa 11 11 0 sse 87. 75 d 33 .6 6 0.00 Pa 15 15 0 sse 43. 43 d 67 .6 7 0.00 Pa 18 19 0 sse 61. 15 d 50 .2 0 0.00 Pa 55 57 0 sse 0.1 2. d 6 15

0. 9 01 9

No

0. 12 01 9

No

0. 19 00 0

No

0. 18 01 9

No

0.00 Pa 18 16 0 sse 14. 87 d 04 .6 7 0.00 Pa 10 10 0 sse 24. 82 d 20 .9 6 0.00 Pa 42 44 0 sse 81. 28 d 10 .9 5 0.00 Pa 31 32 0 sse 88. 97 d 86 .9

0.0 13 61.

00 97. 28 82 0% 2 0.0 87 10 00 4.8 0.0 17 00 % 0.0 63 0.0 00 65. 00 16 % 5 0.0 40 10 00 48. 0.0 60 00

0.0 10 00 84.

42 5 0.0 28 00 94.

34 5 86. 12 256 1.9 60

Con Co Str Str stP nSh PM Shr MR rRa Rat Rat at t

0.0 0.00 4.5 00 0 76 E‐ 04 10 0.28 0.0 0.2 0.10 0.1 0.0 9 00 89 4 35 00 % 10 0.38 0.0 0.3 0.35 0.2 0.0 3 00 83 1 32 00 % 10 0.41 0.0 0.4 0.09 0.2 0.0 6 00 16 5 44 00 % 10 0.74 0.0 0.6 0.50 0.2 0.0 4 00 55 8 09 00 % 20. 0.12 0.0 0.1 0.01 0.1 42 9 00 29 7 16 7%

PC LL SD TotC DL Df LDf amD DfR Ra Rat fRat at t 7

4.5 0.0 0.0 0. 0.00 76E 00 00 00 0 ‐04 0 0.0 0.0 0.0 0. 0.23 24 00 00 01 6 6 0.1 0.0 0.0 0. 0.37 02 00 00 04 6 3 0.0 0.0 0.0 0. 0.22 26 00 00 01 8 4 0.0 0.0 0.0 0. 0.74 86 00 00 13 4 0 0.0 0.0 0.0 0. 0.01 15 00 00 00 5 2

0.57 0.0 0.5 0.45 0.2 0.1 0.0 0.0 0. 0.40 6 00 76 9 87 16 00 00 06 1 8 0.33 0.0 0.3 0.28 0.1 0.0 0.0 0.0 0. 0.30 0 00 30 3 71 68 00 00 04 1 4 0.93 0.0 0.9 0.23 0.2 0.0 0.0 0.0 0. 0.64 7 00 37 0 59 58 00 00 14 1 6 0.92 0.0 0.9 0.26 0.3 0.0 0.0 0.0 0. 0.75 9 00 29 9 60 57 00 00 06 3 6

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D 5 0 ST B1 IPE 240 O 81 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 82 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 83 20 000 RY 0 00.

5 0 ST B1 IPE 240 O 84 16 000 RY 0 00.

5 0 ST B1 IPE 240 O 85 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 86 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 87 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 88 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 89 18 000 RY 0 00.

5 0 ST B1 IPE 240 O 90 20 000 RY 0 00.

5 0

St Bea Bea Pa StudL ud mSh mCa ss/ ayou Di ored mbe Fai t/Tot a ? r l 0. 12 01 9

No

0. 11 01 9

No

0. 20 01 9

No

0. 13 01 9

No

0. 7 01 9

No

0. 11 01 9

No

0. 7 01 9

No

0. 6 01 9

No

0. 12 01 9

No

0. 22 01 9

No

Re M M Re ac Ma Ma ac Lef xN xP Rt t eg os 9 6 0.00 Pa 86 86 0.0 89 0 sse 5.2 9. 00 0.1 d 2 07 21 0.00 Pa 18 19 0 sse 41. 54 d 08 .5 1 0.00 Pa 27 27 0 sse 19. 78 d 17 .0 6 0.00 Pa 21 20 0 sse 23. 91 d 97 .3 2 0.00 Pa 13 13 0 sse 02. 03 d 62 .1 9 0.00 Pa 13 13 0 sse 55. 21 d 62 .5 7 0.00 Pa 17 17 0 sse 34. 35 d 52 .4 6 0.00 Pa 11 11 0 sse 58. 35 d 32 .5 1 0.00 Pa 36 34 0 sse 87. 57 d 45 .7 3 0.00 Pa 38 46 0 sse 56. 17 d 23 .7 1

0.0 17 00 35.

16 6 0.0 43 00 16.

03 6 0.0 24 00 06.

66 0 0.0 81 00 1.6 19

Ove Stu PC rall dR C% Rati ati o o % 10 0.41 0.0 0.0 0 00 00 % 10 0.65 0.0 0.0 2 00 00 % 10 0.76 0.0 0.0 7 00 00 % 10 0.75 0.0 0.0 1 00 00 % 81. 0.31 0.0 70 9 00 7%

Con Co Str Str stP nSh PM Shr MR rRa Rat Rat at t

PC LL SD TotC DL Df LDf amD DfR Ra Rat fRat at t

0.4 0.29 0.1 0.0 0.0 0.0 0. 0.40 10 5 38 56 00 00 07 9 9 0.6 0.56 0.3 0.1 0.0 0.0 0. 0.55 52 2 09 23 00 00 07 2 9 0.7 0.56 0.2 0.1 0.0 0.0 0. 0.76 49 4 58 04 00 00 13 7 6 0.7 0.56 0.2 0.1 0.0 0.0 0. 0.70 51 5 77 12 00 00 13 2 1 0.3 0.26 0.2 0.0 0.0 0.0 0. 0.18 19 5 06 82 00 00 02 5 9

0.0 12 10 00 27. 0.0 17 00 7 % 0.0 10 81.

00 31. 70 14 7% 1 0.0 53 61.

00 2.4 28 89 0%

0.46 0.0 0.4 0.39 0.2 0.0 0.0 0.0 0. 0.39 2 00 62 9 15 86 00 00 05 3 6

0.0 36 84.

00 89. 10 87 0% 0 0.0 74 10 00 86. 0.0 42 00 1 %

0.90 0.0 0.9 0.43 0.4 0.1 0.0 0.0 0. 0.59 8 00 08 0 03 01 00 00 08 6 7

0.43 0.0 0.4 0.19 0.2 0.0 0.0 0.0 0. 0.21 2 00 32 5 75 57 00 00 02 5 6 0.24 0.0 0.2 0.06 0.1 0.0 0.0 0.0 0. 0.09 2 00 42 0 83 26 00 00 00 2 8

1.02 0.0 0.7 0.85 0.4 0.1 0.0 0.0 0. 1.02 8 00 57 8 29 74 00 00 19 8 2

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D ST B1 IPE 240 O 93 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 94 14 000 RY 0 00.

5 0 ST B1 IPE 240 O 99 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 00 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 01 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 02 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 13 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 14 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 17 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 21 14 000 RY 0 00.

5 0 ST B2 IPE 240

St ud Di a 0.

01 9

Bea Bea StudL mSh mCa ayou ored mbe t/Tot ? r 10 No 0.00 0

Pa ss/ Fai l Pa sse d

Re ac Lef t 84 6.7 7

M M Re Ma Ma ac xN xP Rt eg os 85 0.0 64 7. 00 2.5 53 72

Ove Stu PC rall dR C% Rati ati o o 81. 0.24 0.0 70 9 00 7%

0.00 Pa 86 87 0.0 67 10 0.25 0 sse 9.1 9. 00 6.6 0.0 5 d 9 96 16 00 % 0.00 Pa 91 91 0.0 49 61. 0.20 0 sse 8.1 8. 00 5.8 28 6 d 5 15 01 0%

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 0.2 0.20 0.1 0.0 0.0 49 9 67 67 00

LL SD TotC Df LDf amD Ra Rat fRat t 0.0 0. 0.21 00 03 4 3

0. 11 01 9

No

0. 7 01 9

No

0. 7 01 9

No

0.00 Pa 91 91 0.0 49 61. 0.20 0.0 0.2 0.15 0.1 0.0 0.0 0.0 0. 0.12 0 sse 8.1 8. 00 5.8 28 6 00 06 9 63 64 00 00 02 6 d 5 15 01 0% 2

0. 7 01 9

No

0.00 Pa 91 91 0.0 49 61. 0.20 0.0 0.2 0.15 0.1 0.0 0.0 0.0 0. 0.12 0 sse 8.1 8. 00 5.8 28 6 00 06 9 63 64 00 00 02 6 d 5 15 01 0% 2

0. 7 01 9

No

0.00 Pa 92 94 0.0 50 61. 0.21 0.0 0.2 0.16 0.1 0.0 0.0 0.0 0. 0.12 0 sse 3.6 9. 00 7.1 28 1 00 11 3 68 66 00 00 02 9 d 3 64 88 0% 3

0. 14 01 9

No

0. 18 01 9

No

0. 11 01 9

No

0. 0 01 9

No

0.00 Pa 12 13 0 sse 03. 16 d 29 .0 2 0.00 Pa 14 16 0 sse 90. 06 d 31 .7 8 0.00 Pa 95 10 0 sse 9.2 11 d 7 .2 7 0.00 Pa 15 18 0 sse 1.1 8. d 4 27

0. 3

No

0.0 13 10 00 17. 0.0 80 00 6 % 0.0 19 10 00 40. 0.0 65 00 4 % 0.0 89 10 00 9.4 0.0 83 00 % 0.0 24. 0.0 00 19 00 2 %

0.0 0.2 0.22 0.1 0.0 0.0 0.0 0. 0.22 00 55 0 72 68 00 00 03 6 3 0.0 0.2 0.15 0.1 0.0 0.0 0.0 0. 0.12 00 06 9 63 64 00 00 02 6 2

0.56 0.0 0.4 0.42 0.2 0.1 0.0 0.0 0. 0.56 3 00 96 6 57 02 00 00 08 3 2 1.00 0.0 0.7 0.63 0.3 0.1 0.0 0.0 0. 1.00 7 00 32 6 14 26 00 00 14 7 2 0.34 0.0 0.3 0.29 0.1 0.0 0.0 0.0 0. 0.31 5 00 45 3 82 73 00 00 04 4 7 0.03 0.0 0.0 0.00 0.0 0.0 0.0 0.0 0. 0.00 7 00 20 8 37 15 00 00 00 3 1

0.00 Pa 36 44 0.0 10 20. 0.08 0.0 0.0 0.03 0.0 0.0 0.0 0.0 0. 0.01

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D O 22 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 27 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 31 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 32 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 33 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 36 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 37 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 38 16 000 RY 0 00.

5 0 ST B2 IPE 240 O 39 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 40 14 000 RY 0 00.

5 0

St Bea Bea Pa Re StudL Re ud mSh mCa ss/ ac ayou ac Di ored mbe Fai Lef t/Tot Rt a ? r l t 01 0 sse 7.5 5.

9 d 1 41

M Ma xN eg 00

0. 12 01 9

No

0. 7 01 9

No

0.0 11 10 00 93. 0.0 20 00 0 % 0.0 53 61.

00 1.9 28 42 0%

0. 2 01 9

No

0.00 Pa 25 20 0.0 51. 25. 0.04 0.0 0.0 0.01 0.0 0.0 0.0 0.0 0. 0.00 0 sse 2.2 2. 00 20 02 9 00 29 7 49 20 00 00 00 6 d 4 95 9 3% 1

0. 5 01 9

No

0.00 Pa 49 42 0.0 21 61. 0.09 0.0 0.0 0.07 0.0 0.0 0.0 0.0 0. 0.04 0 sse 9.7 3. 00 8.8 28 8 00 95 1 98 39 00 00 00 6 d 5 64 55 0% 9

0. 7 01 9

No

0.00 Pa 87 87 0.0 45 61. 0.19 0.0 0.1 0.14 0.1 0.0 0.0 0.0 0. 0.11 0 sse 2.5 2. 00 7.3 28 1 00 91 7 70 67 00 00 02 1 d 3 25 33 0% 0

0. 7 01 9

No

0.00 Pa 92 90 0.0 50 61. 0.20 0.0 0.2 0.16 0.1 0.0 0.0 0.0 0. 0.12 0 sse 4.5 0. 00 2.8 28 9 00 09 2 81 71 00 00 02 9 d 3 28 01 0% 3

0. 11 01 9

No

0. 3 01 9

No

0.00 Pa 20 27 0 sse 98. 39 d 92 .3 3 0.00 Pa 45 37 0 sse 9.4 7. d 9 75

0. 0 01 9

No

ST B2 IPE 240 0. 17

No

0.00 Pa 13 14 0 sse 85. 32 d 51 .8 3 0.00 Pa 77 91 0 sse 0.0 8. d 7 07

M Ma xP os 9.6 58

Ove Stu PC rall dR C% Rati ati o o 42 7 00 7%

0.0 28 83.

00 21. 33 82 3% 9 0.0 11 20.

00 2.3 42 32 7%

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 61 5 87 34 00

LL SD TotC Df LDf amD Ra Rat fRat t 00 00 6 4

0.44 0.0 0.4 0.38 0.2 0.1 0.0 0.0 0. 0.42 5 00 45 3 71 06 00 00 06 7 1 0.22 0.0 0.2 0.17 0.1 0.0 0.0 0.0 0. 0.14 5 00 25 4 63 65 00 00 02 5 6

0.84 0.0 0.8 0.66 0.3 0.1 0.0 0.0 0. 0.65 8 00 48 0 93 59 00 00 11 0 4 0.08 0.0 0.0 0.03 0.0 0.0 0.0 0.0 0. 0.01 1 00 62 6 81 32 00 00 00 6 4

0.00 Pa 18 14 0.0 23. 0.0 0.03 0.0 0.0 0.00 0.0 0.0 0.0 0.0 9. 0.00 0 sse 5.8 9. 00 66 00 3 00 19 8 33 13 00 00 74 2 d 2 38 9 % 4E ‐ 04 0.00 Pa 19 18 0.0 22 10 0.49 0.0 0.4 0.38 0.2 0.1 0.0 0.0 0. 0.49

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Composite Beam Design Output ‐ AISC‐ASD01 Be St Sec Bea a or Na mF mI y me y D O 46 18 000 RY 0 00.

5 0 ST B2 IPE 240 O 47 20 000 RY 0 00.

5 0 ST B2 IPE 240 O 48 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 49 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 50 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 51 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 52 14 000 RY 0 00.

5 0 ST B2 IPE 240 O 55 14 000 RY 0 00.

5 0

St Bea Bea Pa Re StudL Re ud mSh mCa ss/ ac ayou ac Di ored mbe Fai Lef t/Tot Rt a ? r l t 01 0 sse 35. 39 9 d 93 .8 1 0. 18 No 0.00 Pa 21 23 01 0 sse 68. 01 9 d 06 .0 8 0. 0 No 0.00 Pa 18 18 01 0 sse 4.7 4.

9 d 7 77 0. 0 01 9

No

0. 9 01 9

No

0. 0 01 9

No

0. 12 01 9

No

0. 11 01 9

No

M Ma xN eg 00

0.0 00

0.0 00

M Ma xP os 41.

90 8 27 64.

65 1 12 7.0 06

Ove Stu PC rall dR C% Rati ati o o 0.0 7 00 00 % 10 0.47 0.0 0.0 8 00 00 % 0.0 0.02 0.0 00 9 00 %

Con Co PC Str Str stP nSh DL PM Shr MR rRa DfR Rat Rat at t at 88 5 73 09 00

LL SD TotC Df LDf amD Ra Rat fRat t 00 08 7 4

0.4 0.35 0.3 0.1 0.0 0.0 0. 0.44 78 8 23 29 00 00 08 6 0 0.0 0.00 0.0 4.5 0.0 0.0 0. 0.00 00 0 29 55E 00 00 00 0 ‐04 0

0.00 Pa 3.0 3. 0.0 0.0 0.0 4.88 0.0 0.0 0.00 4.8 4.8 0 sse 8 08 00 00 00 1E‐ 00 00 0 81 81E d % 04 E‐ ‐04 04 0.00 Pa 13 13 0.0 94 10 0.40 0.0 0.4 0.06 0.2 0.0 0 sse 89. 89 00 1.3 0.0 7 00 07 7 20 19 d 04 .0 00 00 4 % 0.00 Pa 19 19 0.0 94 10 0.03 0.0 0.0 0.00 0.0 4.8 0 sse 7.9 7. 00 1.3 0.0 1 00 00 0 31 81E d 6 96 00 00 ‐04 % 0.00 Pa 18 18 0.0 15 10 0.68 0.0 0.6 0.11 0.2 0.0 0 sse 05. 05 00 89. 0.0 7 00 87 4 86 25 d 33 .3 94 00 3 9 % 0.00 Pa 13 13 0.0 11 10 0.42 0.0 0.4 0.36 0.2 0.1 0 sse 72. 58 00 30. 0.0 2 00 22 3 68 05 d 29 .7 18 00 6 6 %

0.0 0.0 0. 0.00 00 00 00 0 0 0.0 0.0 0. 0.21 00 00 01 7 0 0.0 0.0 0. 0.00 00 00 00 0 0 0.0 0.0 0. 0.48 00 00 02 0 3 0.0 0.0 0. 0.39 00 00 05 8 7

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻓﺼﻞ ﻧﻬﻢ‬ ‫ﻃﺮاﺣﻲ ﺳﺘﻮﻧﻬﺎ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫در اﻳﻦ ﺑﺨﺶ ﺧﻼﺻﻪ اي از ﻧﺘﺎﻳﺞ ﻃﺮاﺣﻲ ﺳﺘﻮﻧﻬﺎ ذﻛﺮ ﻣﻴﺸﻮد‪ .‬در راﺑﻄﻪ ﺑﺎ ﻃﺮاﺣﻲ ﺳﺘﻮﻧﻬﺎ اﻳﻦ ﻧﻜﺎت ﻗﺎﺑﻞ ذﻛﺮ اﺳﺖ‪:‬‬ ‫‪-‬‬

‫در ﻃﺮاﺣﻲ ﺳﺘﻮﻧﻬﺎ ﺿﺎﺑﻄﻪ ﺑﻨﺪ ‪ 1-5‬ﭘﻴﻮﺳﺖ ‪ 2‬آﻳﻴﻦ ﻧﺎﻣﻪ ‪ 2800‬در زﻣﻴﻨﻪ ﻛﻨﺘﺮل ﺳﺘﻮن ﺑﺮاي ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي وﻳﮋه اﻳﻦ ﺑﻨﺪ‬ ‫ﺗﻮﺳﻂ ﺧﻮد ﺑﺮﻧﺎﻣﻪ رﻋﺎﻳﺖ ﮔﺮدﻳﺪه اﺳﺖ‪ .‬ﺑﺮاي اﻳﻦ ﻣﻨﻈﻮر در ﺑﺮﻧﺎﻣﻪ ﺑﺮاي ﺿﺮﻳﺐ ‪ Omega0‬ﻋﺪد ‪ 2.4‬وارد ﮔﺮدﻳﺪه اﺳﺖ‪) .‬‬ ‫ﺗﻮﺟﻪ ﺷﻮد ﻛﻪ ﭼﻮن در ﺗﺮﻛﻴﺐ ﺑﺎر ﭘﻴﺶ ﻓﺮض ﻧﺮم اﻓﺰار ﺿﺮﻳﺐ ‪ 1.2‬ﻣﻮﺿﻮع ﺑﻨﺪ ‪ 4-4-3-10‬ب در ﺗﺮﻛﻴﺐ ﺑﺎر ﺗﺸﺪﻳﺪ ﻳﺎﻓﺘﻪ‬ ‫روش ﺣﺎﻻت ﺣﺪي اﻋﻤﺎل ﻧﻤﻴﺸﻮد ﺿﺮﻳﺐ ‪ Omega0‬ﺑﻪ ﺟﺎي ﻋﺪد ‪ 2‬ﻋﺪد ‪ 2.4‬وارد ﻣﻴﺸﻮد ﺗﺎ آﻧﭽﻪ ﻧﺮم اﻓﺰار ﻛﻨﺘﺮل ﻣﻴﻜﻨﺪ ﺑﺎ‬ ‫ﺿﻮاﺑﻂ ﻣﺒﺤﺚ دﻫﻢ ﺗﻘﺮﻳﺒﺎً ﻳﻜﺴﺎن ﺑﺎﺷﺪ‪.‬‬

‫‪-‬‬

‫در ﻃﺮاﺣﻲ ﺳﺘﻮﻧﻬﺎي دﻫﺎﻧﻪ ﺑﺎدﺑﻨﺪي ﻣﻄﺎﺑﻖ ﺑﻨﺪ ‪-1-6-3-10‬ب ﺑﻪ ‪ 125‬درﺻﺪ ﻧﻴﺮوﻳﻲ ﻛﻪ ﻣﻬﺎرﺑﻨﺪﻫﺎ ﺑﺮ اﺳﺎس ﻣﻘﺎوﻣﺖ ﺧﻮد‬ ‫ﻣﻴﺘﻮاﻧﻨﺪ ﺑﻪ ﺳﺘﻮﻧﻬﺎ ﻣﻨﺘﻘﻞ ﻧﻤﺎﻳﻨﺪ ﻣﺤﺪود ﻧﻤﻮد ﻛﻪ اﻳﻦ ﻣﺴﺎﻟﻪ در ﻧﺮم اﻓﺰار ﻛﻨﺘﺮل ﻧﻤﻴﺸﻮد‪ .‬اﻳﻦ ﻛﻨﺘﺮل ﺑﺎﻳﺪ ﺑﻪ ﺻﻮرت دﺳﺘﻲ در‬ ‫ﺧﺎرج از ﻧﺮم اﻓﺰار اﻧﺠﺎم ﺷﻮد‪ .‬ﺑﻪ ﺟﺎي اﻧﺠﺎم اﻳﻦ ﻛﺎر ﻛﻪ ﺑﻪ ﺻﻮرت اﺧﺘﻴﺎري اﺳﺖ‪ ،‬ﻣﻘﺪار ﻧﺴﺒﺖ ﺗﻨﺶ ﻣﺠﺎز در ﺑﺮﻧﺎﻣﻪ ﺑﻪ ﺟﺎي‬ ‫ﻋﺪد ‪ 1.05‬ﻛﻪ در ﺣﺎﻻت ﻋﺎدي ﻓﺮض ﻣﻴﺸﻮد ﺑﺮ اﺳﺎس ﻗﻀﺎوت ﻣﻬﻨﺪﺳﻲ ﺑﻪ ﻋﺪد ‪ 1.1‬ﻣﺤﺪود ﻣﻴﺸﻮد‪ .‬ﺑﺮاي ﺑﻘﻴﻪ ﺳﺘﻮﻧﻬﺎ ﺗﺎ‬ ‫ﻧﺴﺒﺖ ﺗﻨﺶ ‪ 1.05‬ﻣﻮرد ﻗﺒﻮل ﻗﺮار ﮔﺮﻓﺘﻪ اﺳﺖ‪.‬‬

‫‪-‬‬

‫ﻗﺎﺑﻬﺎ ﻣﻬﺎر ﺷﺪه ﻓﺮض ﺷﺪه و ﺿﺮﻳﺐ ﻃﻮل ﺳﺘﻮﻧﻬﺎ ﻳﻚ ﻓﺮض ﺷﺪه اﺳﺖ‪.‬‬

‫‪-‬‬

‫ﻣﻘﺎﻃﻊ ﺳﺘﻮﻧﻬﺎ ﺑﻪ ﮔﻮﻧﻪ اي اﻧﺘﺨﺎب ﺷﺪه اﺳﺖ ﻛﻪ در ارﺗﻔﺎع ﺣﺘﻲ اﻻﻣﻜﺎن ﻧﻴﺎزي ﺑﻪ وﺻﻠﻪ ﻏﻴﺮﻫﻤﺴﺎﻳﺰ آﻧﻬﺎ ﻧﺒﺎﺷﺪ‪.‬‬

‫ﺧﻼﺻﻪ ﻧﺘﺎﻳﺞ ﻃﺮاﺣﻲ ﺳﺘﻮﻧﻬﺎ ﺑﻪ ﺷﺮح زﻳﺮ اﺳﺖ‪:‬‬ ‫ﺑﻠﻮك ‪: A‬‬ ‫‪Steel Columns ‐ Stress Check Output ‐ AISC360‐05/IBC2006 ‬‬ ‫‪Story ColLine SecID PMMCombo PMMRatio PRatio MMajRatio MMinRatio‬‬ ‫‪STORY6 C1‬‬ ‫‪C1‬‬ ‫)‪COMB05(C‬‬ ‫‪0.267 0.069‬‬ ‫‪0.09‬‬ ‫‪0.108‬‬ ‫‪STORY5 C1‬‬ ‫‪C1‬‬ ‫)‪COMB05(C‬‬ ‫‪0.521 0.36‬‬ ‫‪0.063‬‬ ‫‪0.098‬‬ ‫‪STORY4 C1‬‬ ‫‪C1‬‬ ‫)‪COMB05(C‬‬ ‫‪0.753 0.581‬‬ ‫‪0.067‬‬ ‫‪0.104‬‬ ‫‪STORY3 C1‬‬ ‫‪C1‬‬ ‫)‪COMB05(C‬‬ ‫‪0.942 0.799‬‬ ‫‪0.058‬‬ ‫‪0.085‬‬ ‫‪STORY2 C1‬‬ ‫‪C2‬‬ ‫)‪COMB05(C‬‬ ‫‪0.718 0.603‬‬ ‫‪0.043‬‬ ‫‪0.072‬‬ ‫‪STORY1 C1‬‬ ‫‪C2‬‬ ‫)‪COMB05(C‬‬ ‫‪0.792 0.711‬‬ ‫‪0.03‬‬ ‫‪0.051‬‬ ‫‪STORY6 C2‬‬ ‫‪C1‬‬ ‫)‪COMB05(C‬‬ ‫‪0.54 0.413‬‬ ‫‪0.022‬‬ ‫‪0.106‬‬ ‫‪STORY5 C2‬‬ ‫‪C1‬‬ ‫)‪COMB05(C‬‬ ‫‪0.958 0.932‬‬ ‫‪0.012‬‬ ‫‪0.014‬‬ ‫‪STORY4 C2‬‬ ‫‪C2‬‬ ‫)‪COMB05(C‬‬ ‫‪0.883 0.856‬‬ ‫‪0.012‬‬ ‫‪0.014‬‬ ‫‪STORY3 C2‬‬ ‫‪C3‬‬ ‫)‪COMB05(C‬‬ ‫‪0.537 0.526‬‬ ‫‪0.007‬‬ ‫‪0.004‬‬ ‫‪STORY2 C2‬‬ ‫‪C3‬‬ ‫)‪COMB05(C‬‬ ‫‪0.677 0.666‬‬ ‫‪0.011‬‬ ‫‪0‬‬ ‫‪STORY1 C2‬‬ ‫‪C3‬‬ ‫)‪COMB05(C‬‬ ‫‪0.813 0.797‬‬ ‫‪0.005‬‬ ‫‪0.011‬‬ ‫‪STORY6 C3‬‬ ‫‪C8‬‬ ‫)‪COMB05(C‬‬ ‫‪0.309 0.205‬‬ ‫‪0.07‬‬ ‫‪0.035‬‬ ‫‪STORY5 C3‬‬ ‫‪C9‬‬ ‫)‪COMB13(C‬‬ ‫‪0.686 0.686‬‬ ‫‪0‬‬ ‫‪0‬‬ ‫‪STORY4 C3‬‬ ‫‪C9‬‬ ‫)‪COMB13(C‬‬ ‫‪0.801 0.801‬‬ ‫‪0‬‬ ‫‪0‬‬ ‫‪STORY3 C3‬‬ ‫)‪C10 COMB09(C‬‬ ‫‪0.983 0.983‬‬ ‫‪0‬‬ ‫‪0‬‬ ‫‪STORY2 C3‬‬ ‫)‪C11 COMB09(C‬‬ ‫‪0.824 0.824‬‬ ‫‪0‬‬ ‫‪0‬‬ ‫‪STORY1 C3‬‬ ‫)‪C11 COMB13(C‬‬ ‫‪1.069 1.069‬‬ ‫‪0‬‬ ‫‪0‬‬

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Steel Columns ‐ Stress Check Output ‐ AISC360‐05/IBC2006 Story ColLine SecID PMMCombo PMMRatio PRatio MMajRatio MMinRatio STORY6 C6 C13 COMB10(C) 0.402 0.28 0.067 0.055 STORY5 C6 C14 COMB09(C) 0.389 0.308 0.037 0.044 STORY4 C6 C14 COMB09(C) 1.004 1.004 0 0 STORY3 C6 C15 COMB09(C) 0.809 0.809 0 0 STORY2 C6 C16 COMB09(C) 0.931 0.931 0 0 STORY1 C6 C16 COMB09(C) 1.019 1.019 0 0 STORY6 C7 C1 COMB05(C) 0.5 0.36 0.001 0.139 STORY5 C7 C1 COMB05(C) 0.855 0.78 0.002 0.073 STORY4 C7 C2 COMB05(C) 0.779 0.707 0.003 0.069 STORY3 C7 C2 COMB05(C) 0.999 0.952 0.002 0.045 STORY2 C7 C3 COMB05(C) 0.564 0.542 0.001 0.021 STORY1 C7 C3 COMB05(C) 0.667 0.648 0.002 0.017 STORY6 C8 C8 COMB10(C) 0.439 0.342 0.036 0.062 STORY5 C8 C9 COMB09(C) 0.959 0.959 0 0 STORY4 C8 C10 COMB09(C) 0.976 0.976 0 0 STORY3 C8 C10 COMB09(C) 0.74 0.74 0 0 STORY2 C8 C11 COMB09(C) 0.853 0.853 0 0 STORY1 C8 C11 COMB09(C) 1.018 1.018 0 0 STORY6 C9 C8 COMB12(C) 0.775 0.775 0 0 STORY5 C9 C10 COMB12(C) 0.454 0.398 0.036 0.02 STORY4 C9 C11 COMB13(C) 0.963 0.963 0 0 STORY3 C9 C11 COMB13(C) 1.081 1.081 0 0 STORY2 C9 C11 COMB09(C) 0.34 0.255 0.054 0.03 STORY1 C9 C11 COMB11(C) 0.47 0.312 0.072 0.086 STORY6 C10 C8 COMB12(C) 0.806 0.806 0 0 STORY5 C10 C10 COMB13(C) 0.715 0.715 0 0 STORY4 C10 C11 COMB13(C) 0.985 0.985 0 0 STORY3 C10 C11 COMB13(C) 1.106 1.106 0 0 STORY2 C10 C12 COMB13(C) 0.962 0.962 0 0 STORY1 C10 C12 COMB13(C) 1.039 1.039 0 0 STORY6 C11 C1 COMB05(C) 0.643 0.396 0.082 0.166 STORY5 C11 C1 COMB05(C) 0.885 0.762 0.041 0.081 STORY4 C11 C2 COMB05(C) 0.779 0.666 0.034 0.079 STORY3 C11 C2 COMB05(C) 0.883 0.81 0.029 0.044 STORY2 C11 C3 COMB05(C) 0.512 0.444 0.033 0.035 STORY1 C11 C3 COMB13(C) 0.688 0.688 0 0 STORY6 C12 C1 COMB05(C) 0.204 0.067 0.024 0.113 STORY5 C12 C1 COMB05(C) 0.336 0.265 0.012 0.059

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Steel Columns ‐ Stress Check Output ‐ AISC360‐05/IBC2006 Story ColLine SecID PMMCombo PMMRatio PRatio MMajRatio MMinRatio STORY4 C12 C1 COMB05(C) 0.466 0.393 0.012 0.06 STORY3 C12 C1 COMB05(C) 0.57 0.481 0.016 0.074 STORY2 C12 C1 COMB05(C) 0.706 0.585 0.016 0.105 STORY1 C12 C1 COMB05(C) 0.744 0.668 0.014 0.062 STORY6 C13 C1 COMB05(C) 0.399 0.282 0.072 0.046 STORY5 C13 C1 COMB05(C) 0.621 0.546 0.046 0.029 STORY4 C13 C1 COMB05(C) 0.878 0.808 0.042 0.028 STORY3 C13 C2 COMB05(C) 0.629 0.583 0.029 0.017 STORY2 C13 C2 COMB05(C) 0.756 0.718 0.028 0.01 STORY1 C13 C2 COMB05(C) 0.866 0.825 0.023 0.017 STORY6 C14 C1 COMB05(C) 0.406 0.328 0.011 0.067 STORY5 C14 C1 COMB05(C) 0.675 0.611 0.014 0.05 STORY4 C14 C1 COMB05(C) 0.947 0.891 0.012 0.044 STORY3 C14 C2 COMB05(C) 0.738 0.694 0.006 0.038 STORY2 C14 C2 COMB05(C) 0.891 0.859 0.007 0.025 STORY1 C14 C3 COMB10(C) 0.515 0.365 0.105 0.046 STORY6 C15 C1 COMB05(C) 0.588 0.401 0.058 0.129 STORY5 C15 C1 COMB05(C) 0.888 0.796 0.025 0.067 STORY4 C15 C2 COMB05(C) 0.79 0.703 0.022 0.065 STORY3 C15 C2 COMB05(C) 0.989 0.934 0.013 0.042 STORY2 C15 C3 COMB05(C) 0.57 0.524 0.02 0.025 STORY1 C15 C3 COMB05(C) 0.64 0.621 0.013 0.006 STORY6 C16 C1 COMB05(C) 0.553 0.437 0.003 0.112 STORY5 C16 C1 COMB05(C) 1.011 0.946 0.001 0.065 STORY4 C16 C2 COMB05(C) 0.908 0.855 0.001 0.052 STORY3 C16 C3 COMB05(C) 0.54 0.522 0.002 0.016 STORY2 C16 C3 COMB05(C) 0.682 0.659 0 0.022 STORY1 C16 C3 COMB05(C) 0.794 0.786 0.002 0.006 STORY6 C17 C1 COMB05(C) 0.528 0.461 0.012 0.055 STORY5 C17 C1 COMB05(C) 1.033 0.995 0.007 0.031 STORY4 C17 C2 COMB05(C) 0.93 0.901 0.005 0.024 STORY3 C17 C3 COMB05(C) 0.562 0.551 0.004 0.006 STORY2 C17 C3 COMB13(C) 0.711 0.711 0 0 STORY1 C17 C3 COMB13(C) 1.007 1.007 0 0 STORY6 C18 C1 COMB05(C) 0.274 0.025 0.124 0.125 STORY5 C18 C1 COMB05(C) 0.552 0.422 0.067 0.062 STORY4 C18 C1 COMB05(C) 0.433 0.295 0.071 0.068 STORY3 C18 C1 COMB05(C) 0.804 0.665 0.073 0.066

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Steel Columns ‐ Stress Check Output ‐ AISC360‐05/IBC2006 Story ColLine SecID PMMCombo PMMRatio PRatio MMajRatio MMinRatio STORY2 C18 C1 COMB05(C) 0.818 0.69 0.066 0.062 STORY1 C18 C2 COMB05(C) 0.691 0.607 0.044 0.041 STORY6 C19 C1 COMB05(C) 0.548 0.359 0.028 0.161 STORY5 C19 C1 COMB05(C) 0.822 0.73 0.011 0.082 STORY4 C19 C2 COMB05(C) 0.737 0.649 0.008 0.079 STORY3 C19 C2 COMB05(C) 0.926 0.866 0.008 0.052 STORY2 C19 C3 COMB13(C) 0.525 0.525 0 0 STORY1 C19 C3 COMB12(C) 0.783 0.783 0 0 STORY6 C20 C4 COMB05(C) 0.292 0.082 0.068 0.142 STORY5 C20 C5 COMB13(C) 0.796 0.796 0 0 STORY4 C20 C6 COMB09(C) 0.367 0.295 0.03 0.042 STORY3 C20 C6 COMB09(C) 1.048 1.048 0 0 STORY2 C20 C7 COMB09(C) 0.925 0.925 0 0 STORY1 C20 C7 COMB09(C) 1.07 1.07 0 0 STORY6 C21 C13 COMB09(C) 0.183 0.079 0.053 0.051 STORY5 C21 C13 COMB09(C) 1.001 1.001 0 0 STORY4 C21 C14 COMB09(C) 0.802 0.802 0 0 STORY3 C21 C15 COMB09(C) 0.815 0.815 0 0 STORY2 C21 C16 COMB09(C) 1.033 1.033 0 0 STORY1 C21 C17 COMB09(C) 1.08 1.08 0 0 STORY6 C23 C1 COMB05(C) 0.192 0.045 0.059 0.088 STORY5 C23 C1 COMB09(C) 0.182 0.079 0.048 0.056 STORY4 C23 C1 COMB09(C) 0.382 0.265 0.045 0.073 STORY3 C23 C1 COMB09(C) 0.387 0.27 0.051 0.067 STORY2 C23 C1 COMB09(C) 0.374 0.263 0.051 0.059 STORY1 C23 C1 COMB10(C) 0.442 0.304 0.094 0.044 STORY6 C24 C13 COMB09(C) 0.276 0.223 0.023 0.03 STORY5 C24 C13 COMB09(C) 0.996 0.996 0 0 STORY4 C24 C14 COMB09(C) 0.764 0.764 0 0 STORY3 C24 C15 COMB09(C) 0.784 0.784 0 0 STORY2 C24 C16 COMB09(C) 1.009 1.009 0 0 STORY1 C24 C17 COMB09(C) 1.091 1.091 0 0 STORY6 C25 C1 COMB05(C) 0.251 0.064 0.031 0.157 STORY5 C25 C1 COMB05(C) 0.329 0.235 0.017 0.076 STORY4 C25 C1 COMB05(C) 0.445 0.342 0.018 0.085 STORY3 C25 C1 COMB05(C) 0.542 0.448 0.016 0.077 STORY2 C25 C1 COMB05(C) 0.676 0.554 0.023 0.099 STORY1 C25 C1 COMB05(C) 0.717 0.641 0.013 0.063

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Steel Columns ‐ Stress Check Output ‐ AISC360‐05/IBC2006 Story ColLine SecID PMMCombo PMMRatio PRatio MMajRatio MMinRatio STORY6 C26 C1 COMB05(C) 0.356 0.096 0 0.26 STORY5 C26 C1 COMB05(C) 0.505 0.374 0.002 0.128 STORY4 C26 C1 COMB05(C) 0.707 0.555 0.003 0.149 STORY3 C26 C1 COMB05(C) 0.856 0.734 0.001 0.12 STORY2 C26 C2 COMB05(C) 0.654 0.543 0.001 0.11 STORY1 C26 C2 COMB05(C) 0.697 0.629 0.003 0.065 STORY6 C27 2U6 COMB05(C) 0.251 0.251 0 0 STORY6 C28 2U6 COMB05(C) 0.096 0.096 0 0 STORY6 C29 2U6 COMB05(C) 0.199 0.199 0 0 STORY6 C30 2U6 COMB05(C) 0.288 0.288 0 0 STORY6 C31 2U6 COMB05(C) 0.185 0.185 0 0 STORY6 C32 2U6 COMB05(C) 0.135 0.135 0 0 STORY6 C33 2U6 COMB05(C) 0.135 0.135 0 0

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ :B ‫ﺑﻠﻮك‬ Steel Columns ‐ Stress Check Output ‐ AISC360‐05/IBC2006 Story ColLine SecID PMMCombo PMMRatio PRatio MMajRatio MMinRatio STORY6 C34 C1 COMB05(C) 0.212 0.081 0.07 0.061 STORY5 C34 C1 COMB05(C) 0.44 0.352 0.051 0.037 STORY4 C34 C1 COMB05(C) 0.643 0.541 0.059 0.043 STORY3 C34 C1 COMB05(C) 0.749 0.68 0.041 0.029 STORY2 C34 C3 COMB13(C) 0.329 0.087 0.077 0.165 STORY1 C34 C3 COMB13(C) 0.368 0.219 0.03 0.118 STORY6 C35 C1 COMB09(C) 0.338 0.212 0.022 0.103 STORY5 C35 C1 COMB09(C) 0.972 0.972 0 0 STORY4 C35 C3 COMB09(C) 0.361 0.32 0.022 0.019 STORY3 C35 C3 COMB09(C) 0.791 0.791 0 0 STORY2 C35 C3 COMB09(C) 1.049 1.049 0 0 STORY1 C35 C3 COMB09(C) 1.082 1.082 0 0 STORY6 C36 C4 COMB05(C) 0.19 0.034 0.047 0.11 STORY5 C36 C4 COMB09(C) 0.488 0.38 0.035 0.073 STORY4 C36 C5 COMB09(C) 0.804 0.804 0 0 STORY3 C36 C6 COMB09(C) 0.422 0.369 0.028 0.025 STORY2 C36 C6 COMB09(C) 0.869 0.869 0 0 STORY1 C36 C7 COMB09(C) 0.92 0.92 0 0 STORY6 C37 C1 COMB05(C) 0.323 0.223 0.091 0.009 STORY5 C37 C1 COMB05(C) 0.55 0.485 0.059 0.006 STORY4 C37 C1 COMB05(C) 0.809 0.745 0.054 0.01 STORY3 C37 C2 COMB05(C) 0.633 0.593 0.034 0.006 STORY2 C37 C3 COMB12(C) 0.423 0.26 0.053 0.11 STORY1 C37 C3 COMB12(C) 0.457 0.332 0.024 0.101 STORY6 C38 C1 COMB05(C) 0.287 0.217 0.041 0.029 STORY5 C38 C1 COMB05(C) 0.46 0.417 0.026 0.017 STORY4 C38 C1 COMB05(C) 0.661 0.614 0.024 0.023 STORY3 C38 C1 COMB05(C) 0.779 0.734 0.038 0.007 STORY2 C38 C2 COMB13(C) 0.609 0.39 0.04 0.179 STORY1 C38 C3 COMB11(C) 0.295 0.23 0.038 0.027 STORY6 C39 C1 COMB05(C) 0.263 0.078 0.075 0.11 STORY5 C39 C1 COMB05(C) 0.478 0.371 0.038 0.069 STORY4 C39 C1 COMB05(C) 0.703 0.584 0.044 0.075 STORY3 C39 C1 COMB05(C) 0.896 0.797 0.032 0.067 STORY2 C39 C2 COMB05(C) 0.624 0.547 0.029 0.049 STORY1 C39 C3 COMB05(C) 0.375 0.331 0.025 0.019 STORY6 C40 C4 COMB13(C) 0.105 0.058 0.018 0.029

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Steel Columns ‐ Stress Check Output ‐ AISC360‐05/IBC2006 Story ColLine SecID PMMCombo PMMRatio PRatio MMajRatio MMinRatio STORY5 C40 C4 COMB13(C) 0.439 0.39 0.018 0.031 STORY4 C40 C5 COMB13(C) 0.971 0.971 0 0 STORY3 C40 C6 COMB13(C) 0.815 0.815 0 0 STORY2 C40 C7 COMB13(C) 0.96 0.96 0 0 STORY1 C40 C7 COMB13(C) 0.869 0.869 0 0 STORY6 C41 C1 COMB05(C) 0.199 0.089 0.064 0.046 STORY5 C41 C1 COMB05(C) 0.444 0.387 0.034 0.023 STORY4 C41 C1 COMB05(C) 0.659 0.595 0.039 0.026 STORY3 C41 C1 COMB05(C) 0.857 0.8 0.032 0.024 STORY2 C41 C2 COMB13(C) 0.597 0.438 0.038 0.121 STORY1 C41 C3 COMB05(C) 0.36 0.33 0.021 0.009 STORY6 C42 C8 COMB13(C) 0.421 0.348 0.029 0.044 STORY5 C42 C9 COMB13(C) 0.899 0.899 0 0 STORY4 C42 C10 COMB13(C) 0.913 0.913 0 0 STORY3 C42 C11 COMB13(C) 1.034 1.034 0 0 STORY2 C42 C12 COMB13(C) 1.054 1.054 0 0 STORY1 C42 C12 COMB13(C) 0.85 0.85 0 0 STORY6 C43 C8 COMB13(C) 0.09 0.032 0.013 0.044 STORY5 C43 C8 COMB13(C) 0.303 0.237 0.019 0.046 STORY4 C43 C8 COMB13(C) 0.939 0.939 0 0 STORY3 C43 C9 COMB13(C) 1.041 1.041 0 0 STORY2 C43 C10 COMB13(C) 0.95 0.95 0 0 STORY1 C43 C11 COMB13(C) 0.94 0.94 0 0 STORY6 C44 C4 COMB09(C) 0.112 0.053 0.015 0.045 STORY5 C44 C4 COMB09(C) 0.34 0.306 0.009 0.026 STORY4 C44 C5 COMB09(C) 0.722 0.722 0 0 STORY3 C44 C6 COMB09(C) 0.358 0.339 0.01 0.009 STORY2 C44 C6 COMB09(C) 0.825 0.825 0 0 STORY1 C44 C6 COMB09(C) 1.097 1.097 0 0 STORY6 C45 C8 COMB13(C) 0.355 0.292 0.027 0.036 STORY5 C45 C9 COMB13(C) 0.831 0.831 0 0 STORY4 C45 C10 COMB13(C) 0.855 0.855 0 0 STORY3 C45 C11 COMB13(C) 0.98 0.98 0 0 STORY2 C45 C12 COMB13(C) 1.001 1.001 0 0 STORY1 C45 C12 COMB13(C) 1.074 1.074 0 0 STORY6 C46 2U6 COMB02(C) 0.101 0.101 0 0 STORY6 C47 2U6 COMB02(C) 0.176 0.176 0 0 STORY6 C48 2U6 COMB02(C) 0.088 0.088 0 0

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻓﺼﻞ دﻫﻢ‬ ‫ﻃﺮاﺣﻲ ﺑﺎدﺑﻨﺪﻫﺎ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫‪ AISC360/IBC2006-LRFD‬اﻳـﻦ‬ ‫ِ‬ ‫در اﻳﻦ ﺑﺨﺶ ﺧﻼﺻﻪ ﻧﺘﺎﻳﺞ ﻃﺮاﺣﻲ ﺑﺎدﺑﻨﺪﻫﺎ اراﻳﻪ ﻣﻴﮕﺮدد‪ .‬ﺑﺮاي ﻃﺮاﺣﻲ ﺑﺎدﺑﻨﺪﻫﺎ ﻫﻤﺎﻧﻨﺪ ﺳﺘﻮﻧﻬﺎ از آﻳﻴﻦ ﻧﺎﻣﻪ‬ ‫آﻳﻴﻦ ﻧﺎﻣﻪ اﺳﺘﻔﺎده ﺷﺪه اﺳﺖ‪ .‬در اﻳﻦ راﺑﻄﻪ ذﻛﺮ ﻧﻜﺎت زﻳﺮ ﻫﻢ ﻗﺎﺑﻞ ﺗﻮﺟﻪ اﺳﺖ‪:‬‬ ‫‪-‬‬

‫ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ اﻳﻨﻜﻪ ﺑﺮاي ﻣﻬﺎرﺑﻨﺪﻫﺎي ﻫﻤﮕﺮا در ﺣﺪ ﺷﻜﻠﭙﺬﻳﺮي ﻛﻢ ﺿﻮاﺑﻂ وﻳﮋه ﺧﺎﺻﻲ در ﻣﺒﺤﺚ دﻫﻢ اﻟﺰام ﻧﺸﺪه اﺳﺖ ) ﺟﺰ در ﻣﻮاردي ﺧﺎص‬ ‫ﻛﻪ ﻣﺴﺘﻘﻴﻤﺎً در ﻧﺮم اﻓﺰار ﻛﻨﺘﺮل ﻧﻤﻴﺸﻮد( و ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ اﻳﻨﻜﻪ ﻣﻘﺎﻃﻊ اﻧﺘﺨﺎب ﺷﺪه در ﻧﺮم اﻓﺰار ﻫﻤﮕﻲ ﺣﺎﻟﺖ ‪ SD‬دارﻧﺪ ﻛﻪ ﻧﺮم اﻓـﺰار آﻧﻬـﺎ را‬ ‫ﻓﺸﺮده ﻧﻤﻴﺸﻨﺎﺳﺪ و ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ اﻳﻨﻜﻪ ﻧﺮم اﻓﺰار ﺑﺮاي ﻣﻬﺎرﺑﻨﺪﻫﺎ در ﺳﻴﺴﺘﻢ ﺳﺎزه اي ‪ ) OCBF‬ﻣﻬﺎرﺑﻨﺪﻫﺎي ﻫﻤﮕﺮاي ﺑﺎ ﺣﺪ ﺷـﻜﻠﭙﺬﻳﺮي ﻛـﻢ(‬ ‫اﺟﺒﺎر دارد ﻛﻪ ﻣﻘﺎﻃﻊ آﻧﻬﺎ ﻓﺸﺮده ﺑﺎﺷﺪ‪ ،‬اﻳﻦ ﻣﻘﺎﻃﻊ از ﻧﻮع ‪ OMF‬ﻛﻪ ﺿﺎﺑﻄﻪ ﺧﺎﺻﻲ ﺑﺮاي آﻧﻬﺎ اﻋﻤﺎل ﻧﻤﻴﺸﻮد اﻧﺘﺨﺎب ﺷﺪه اﺳﺖ‪.‬‬

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‫ﺿﺮﻳﺐ ﻃﻮل ﺑﺎدﺑﻨﺪﻫﺎي ﺿﺮﺑﺪري ﺑﻨﺎ ﺑﺮ ﺗﻮﺻﻴﻪ ﻣﺒﺤﺚ دﻫﻢ در ﺑﻨﺪ ‪ 2-3-2-9-3-10‬ب ﺑﺮاي ﻛﻤﺎﻧﺶ داﺧﻞ ﺻـﻔﺤﻪ ﺑﺮاﺑـﺮ ‪ 0.5‬و ﺑـﺮاي‬ ‫ﻛﻤﺎﻧﺶ ﺧﺎرج از ﺻﻔﺤﻪ ﺑﺮاﺑﺮ ‪ 0.7‬در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ‪.‬‬

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‫ﻣﻄﺎﺑﻖ ﺑﻨﺪ ‪ 3-1-9-3-10‬ﻣﻴﺘﻮان ﻣﻬﺎرﺑﻨﺪﻫﺎ را ﺑﺎ ﺣﺬف ﻋﻀﻮ ﻓﺸﺎري ﺗﻨﻬﺎ ﺑﺮاي ﻛﺸﺶ ﻃﺮاﺣﻲ ﻧﻤﻮد ﻛـﻪ در ﺟﻬـﺖ اﻃﻤﻴﻨـﺎن از اﻳـﻦ ﻛـﺎر‬ ‫ﺻﺮﻓﻨﻈﺮ ﺷﺪه اﺳﺖ‪ .‬ﺿﻤﻦ اﻳﻨﻜﻪ ﺣﺬف ﺑﺎدﺑﻨﺪ ﻓﺸﺎري ﺧﻮد ﺑﺎﻋﺚ ﻏﻴﺮاﻗﺘﺼﺎدي ﺷﺪن ﻃﺮح ﻣﻴﺸﻮد‪.‬‬

‫‪-‬‬

‫ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﺿﻮاﺑﻂ ﻣﺒﺤﺚ دﻫﻢ در ﺑﻨﺪ ‪ 3-1-9-3-10‬ﺗﻨﻬﺎ ﻣﻬﺎرﺑﻨﺪﻫﺎي ﻗﻄﺮي ‪ ،‬ﺷﻮرون ‪ ،‬ﺿﺮﺑﺪري ﺑﺮاي اﻳﻦ ﺳﺎزه ﻣﻴﺘﻮاﻧﻨـﺪ ﻣـﻮرد ﻗﺒـﻮل‬ ‫ﻗﺮار ﮔﻴﺮﻧﺪ‪.‬‬

‫‪-‬‬

‫ﺟﻬﺖ رﻋﺎﻳﺖ ﺿﺎﺑﻄﻪ ﺑﻨﺪ ‪ ،6-1-9-3-10‬ﺗﻴﺮﻫﺎي ﻣﺘﺼﻞ ﺑﻪ ﺑﺎدﺑﻨﺪﻫﺎ از ﻣﻘﻄﻊ زﻧﺒﻮري اﻧﺘﺨﺎب ﻧﺸﺪه اﻧﺪ‪ .‬ﻫﻤﭽﻨﻴﻦ ﺑﺎ ﺗﻮﺟﻪ ﺑـﻪ اﻫﻤﻴـﺖ اﻳـﻦ‬ ‫ﺗﻴﺮﻫﺎ در اﻧﺘﻘﺎل ﻧﻴﺮوﻫﺎي دﻳﺎﻓﺮاﮔﻢ ﺳﻘﻒ ﺑﻪ ﺑﺎدﺑﻨﺪﻫﺎ ‪ ،‬اﻳﻦ ﺗﻴﺮﻫﺎ در ﻧﻘﺸﻪ ﺑﻪ ﻣﻘﻄﻊ دوﺑﻞ ﺗﺒﺪﻳﻞ ﺷﺪه و ﺗﻌﺪاد ﺑﺮﺷﮕﻴﺮﻫﺎي اﺗﺼﺎل ﺗﻴـﺮ ﺑـﻪ ﺳـﻘﻒ‬ ‫ﻧﻴﺰ دو ﺑﺮاﺑﺮ اﻧﺘﺨﺎب ﻣﻴﺸﻮد‪.‬‬ ‫ﺧﻼﺻﻪ اي از ﻧﺘﺎﻳﺞ ﻃﺮاﺣﻲ ﺑﺎدﺑﻨﺪﻫﺎ ﺑﻪ ﺷﺮح اﺳﺖ‪:‬‬ ‫ﺑﻠﻮك ‪: A‬‬

‫‪Steel Braces ‐ Stress Check Output ‐ AISC360‐05/IBC2006 ‬‬ ‫‪Story BayID SecID PMMCombo PMMRatio PRatio MMajRatio MMinRatio‬‬ ‫‪STORY1 D1‬‬ ‫)‪2U20 COMB09(C‬‬ ‫‪1.088 1.052‬‬ ‫‪0.036‬‬ ‫‪0‬‬ ‫‪STORY2 D2‬‬ ‫)‪2U14 COMB09(C‬‬ ‫‪0.952 0.903‬‬ ‫‪0.043‬‬ ‫‪0.006‬‬ ‫‪STORY1 D2‬‬ ‫)‪2U8 COMB09(C‬‬ ‫‪0.688 0.654‬‬ ‫‪0.031‬‬ ‫‪0.002‬‬ ‫‪STORY2 D3‬‬ ‫)‪2U14 COMB09(C‬‬ ‫‪0.939 0.89‬‬ ‫‪0.042‬‬ ‫‪0.006‬‬ ‫‪STORY1 D3‬‬ ‫)‪2U8 COMB09(C‬‬ ‫‪0.705 0.67‬‬ ‫‪0.033‬‬ ‫‪0.002‬‬ ‫‪STORY6 D7‬‬ ‫)‪2U8 COMB10(C‬‬ ‫‪0.883 0.862‬‬ ‫‪0.02‬‬ ‫‪0‬‬ ‫‪STORY4 D7‬‬ ‫)‪2U12 COMB09(C‬‬ ‫‪1.035 1.026‬‬ ‫‪0.009‬‬ ‫‪0‬‬ ‫‪STORY3 D7‬‬ ‫)‪2U10 COMB14(C‬‬ ‫‪0.93 0.919‬‬ ‫‪0.011‬‬ ‫‪0‬‬ ‫‪STORY3 D7‬‬ ‫)‪2U10 COMB02(T‬‬ ‫‪0.023 0.013‬‬ ‫‪0.01‬‬ ‫‪0‬‬ ‫‪STORY6 D8‬‬ ‫)‪2U8 COMB15(C‬‬ ‫‪0.747 0.733‬‬ ‫‪0.014‬‬ ‫‪0‬‬ ‫‪STORY6 D8‬‬ ‫)‪2U8 COMB05(T‬‬ ‫‪0.053 0.042‬‬ ‫‪0.011‬‬ ‫‪0‬‬ ‫‪STORY4 D8‬‬ ‫)‪2U12 COMB14(C‬‬ ‫‪0.989 0.981‬‬ ‫‪0.008‬‬ ‫‪0‬‬ ‫‪STORY4 D8‬‬ ‫)‪2U12 COMB05(T‬‬ ‫‪0.03 0.023‬‬ ‫‪0.007‬‬ ‫‪0‬‬ ‫‪STORY3 D8‬‬ ‫)‪2U10 COMB14(C‬‬ ‫‪0.936 0.926‬‬ ‫‪0.011‬‬ ‫‪0‬‬ ‫‪STORY3 D8‬‬ ‫)‪2U10 COMB02(T‬‬ ‫‪0.02 0.01‬‬ ‫‪0.01‬‬ ‫‪0‬‬ ‫‪STORY5 D9‬‬ ‫)‪2U12 COMB14(C‬‬ ‫‪0.793 0.786‬‬ ‫‪0.006‬‬ ‫‪0‬‬ ‫‪STORY5 D9‬‬ ‫)‪2U12 COMB05(T‬‬ ‫‪0.033 0.026‬‬ ‫‪0.007‬‬ ‫‪0‬‬

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Steel Braces ‐ Stress Check Output ‐ AISC360‐05/IBC2006 Story BayID SecID PMMCombo PMMRatio PRatio MMajRatio MMinRatio STORY5 D10 2U12 COMB09(C) 0.881 0.872 0.009 0 STORY1 D11 2U12 COMB09(C) 0.933 0.904 0.026 0.002 STORY1 D12 2U12 COMB09(C) 0.853 0.823 0.027 0.002 STORY6 D13 2U8 COMB09(C) 0.968 0.931 0.026 0.011 STORY6 D13 2U8 COMB02(T) 0.025 0.002 0.022 0.001 STORY5 D13 2U12 COMB09(C) 1.023 0.99 0.019 0.014 STORY4 D13 2U14 COMB09(C) 1.026 0.994 0.018 0.014 STORY3 D13 2U16 COMB09(C) 0.992 0.964 0.018 0.01 STORY2 D13 2U16 COMB09(C) 0.957 0.93 0.021 0.006 STORY1 D13 2U10 COMB09(C) 0.986 0.96 0.023 0.002 STORY6 D14 2U8 COMB09(C) 0.954 0.915 0.027 0.011 STORY5 D14 2U12 COMB09(C) 0.832 0.793 0.026 0.013 STORY4 D14 2U14 COMB09(C) 0.869 0.834 0.022 0.013 STORY3 D14 2U16 COMB09(C) 0.832 0.8 0.023 0.009 STORY3 D14 2U16 COMB02(T) 0.015 0.002 0.013 0 STORY2 D14 2U16 COMB09(C) 0.762 0.73 0.026 0.006 STORY2 D14 2U16 COMB02(T) 0.014 0 0.013 0 STORY1 D14 2U10 COMB09(C) 0.813 0.785 0.026 0.002 STORY6 D15 2U8 COMB09(C) 0.58 0.559 0.008 0.012 STORY5 D15 2U8 COMB09(C) 0.996 0.964 0.019 0.013 STORY4 D15 2U10 COMB09(C) 1.061 1.033 0.015 0.013 STORY3 D15 2U12 COMB09(C) 1.011 0.983 0.019 0.009 STORY2 D15 2U12 COMB09(C) 1.001 0.969 0.027 0.006 STORY1 D15 2U8 COMB09(C) 1.036 1.013 0.021 0.002 STORY6 D16 2U8 COMB09(C) 0.413 0.388 0.014 0.011 STORY5 D16 2U8 COMB09(C) 0.563 0.523 0.029 0.011 STORY4 D16 2U10 COMB09(C) 0.609 0.575 0.023 0.011 STORY4 D16 2U10 COMB02(T) 0.011 0.001 0.01 0 STORY3 D16 2U12 COMB09(C) 0.608 0.574 0.025 0.009 STORY2 D16 2U12 COMB09(C) 0.571 0.533 0.033 0.005 STORY1 D16 2U8 COMB09(C) 0.614 0.586 0.026 0.002 STORY6 D17 2U6 COMB05(T) 0.332 0.317 0.015 0 STORY5 D17 2U6 COMB02(T) 0.22 0.204 0.017 0 STORY4 D17 2U6 COMB02(T) 0.22 0.203 0.017 0 STORY3 D17 2U6 COMB02(T) 0.22 0.203 0.017 0 STORY2 D17 2U6 COMB02(T) 0.22 0.203 0.017 0 STORY6 D19 2U16 COMB13(C) 0.863 0.801 0.061 0 STORY4 D19 2U20 COMB13(C) 1.032 0.983 0.049 0

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Steel Braces ‐ Stress Check Output ‐ AISC360‐05/IBC2006 Story BayID SecID PMMCombo PMMRatio PRatio MMajRatio MMinRatio STORY2 D19 2U20 COMB13(C) 0.972 0.925 0.047 0 STORY5 D20 2U16 COMB18(C) 0.868 0.815 0.053 0 STORY5 D20 2U16 COMB02(T) 0.078 0.025 0.053 0 STORY3 D20 2U20 COMB09(C) 0.984 0.937 0.047 0 STORY3 D20 2U20 COMB02(T) 0.047 0.004 0.043 0 STORY1 D20 2U14 COMB12(C) 0.863 0.788 0.075 0 STORY6 D21 2U12 COMB13(C) 0.96 0.87 0.091 0 STORY4 D21 2U18 COMB13(C) 0.987 0.948 0.038 0 STORY2 D21 2U18 COMB13(C) 0.935 0.898 0.037 0 STORY5 D22 2U14 COMB18(C) 0.817 0.773 0.044 0 STORY5 D22 2U14 COMB05(T) 0.061 0.022 0.039 0 STORY3 D22 2U18 COMB09(C) 0.927 0.89 0.037 0 STORY1 D22 2U14 COMB12(C) 0.894 0.839 0.055 0 STORY1 D23 2U14 COMB13(C) 0.979 0.951 0.028 0 STORY1 D24 2U10 COMB13(C) 0.837 0.784 0.053 0 STORY2 D25 2U14 COMB13(C) 0.887 0.852 0.034 0 STORY1 D26 2U18 COMB13(C) 1.047 0.987 0.059 0 STORY1 D28 2U14 COMB13(C) 0.969 0.935 0.035 0 STORY2 D29 2U8 COMB13(C) 0.989 0.947 0.037 0.004 STORY1 D29 2U8 COMB13(C) 0.95 0.913 0.035 0.002 STORY2 D30 2U10 COMB13(C) 1.021 0.99 0.027 0.004 STORY1 D30 2U8 COMB13(C) 0.896 0.855 0.039 0.002 STORY2 D31 2U20 COMB13(C) 1.001 0.976 0.025 0 STORY3 D32 2U24 COMB12(C) 0.96 0.942 0.018 0 STORY1 D32 2U12 COMB13(C) 0.89 0.828 0.063 0 STORY6 D33 2U10 COMB17(C) 0.904 0.877 0.027 0 STORY6 D33 2U10 COMB02(T) 0.047 0.026 0.021 0 STORY5 D33 2U14 COMB18(C) 0.979 0.966 0.013 0 STORY5 D33 2U14 COMB02(T) 0.031 0.016 0.015 0 STORY4 D33 2U16 COMB18(C) 0.995 0.985 0.011 0 STORY4 D33 2U16 COMB02(T) 0.027 0.014 0.013 0 STORY3 D33 2U8 COMB18(C) 0.827 0.791 0.037 0 STORY3 D33 2U8 COMB02(T) 0.055 0.028 0.026 0 STORY6 D34 2U10 COMB17(C) 0.906 0.88 0.027 0 STORY6 D34 2U10 COMB02(T) 0.046 0.025 0.021 0 STORY5 D34 2U14 COMB18(C) 0.973 0.96 0.013 0 STORY5 D34 2U14 COMB02(T) 0.034 0.019 0.015 0 STORY4 D34 2U16 COMB18(C) 0.993 0.983 0.011 0

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Steel Braces ‐ Stress Check Output ‐ AISC360‐05/IBC2006 Story BayID SecID PMMCombo PMMRatio PRatio MMajRatio MMinRatio STORY4 D34 2U16 COMB02(T) 0.029 0.015 0.013 0 STORY3 D34 2U8 COMB18(C) 0.81 0.775 0.036 0 STORY3 D34 2U8 COMB02(T) 0.061 0.034 0.026 0 STORY6 D35 2U6 COMB02(T) 0.068 0.062 0.007 0 STORY5 D35 2U6 COMB02(T) 0.048 0.041 0.007 0 STORY4 D35 2U6 COMB02(T) 0.048 0.041 0.007 0 STORY6 D36 2U6 COMB02(T) 0.258 0.252 0.006 0 STORY5 D36 2U6 COMB02(T) 0.091 0.084 0.007 0 STORY4 D36 2U6 COMB02(T) 0.091 0.084 0.007 0 STORY6 D37 2U6 COMB02(T) 0.372 0.366 0.006 0 STORY5 D37 2U6 COMB02(T) 0.252 0.246 0.006 0 STORY4 D37 2U6 COMB02(T) 0.252 0.246 0.006 0 STORY6 D38 2U6 COMB02(T) 0.242 0.236 0.006 0 STORY5 D38 2U6 COMB02(T) 0.086 0.08 0.007 0 STORY4 D38 2U6 COMB02(T) 0.086 0.08 0.007 0 STORY6 D39 2U6 COMB02(T) 0.093 0.087 0.007 0 STORY5 D39 2U6 COMB02(T) 0.065 0.058 0.007 0 STORY4 D39 2U6 COMB02(T) 0.065 0.058 0.007 0 STORY6 D42 2U6 COMB02(T) 0.093 0.087 0.007 0 STORY5 D42 2U6 COMB02(T) 0.065 0.058 0.007 0 STORY4 D42 2U6 COMB02(T) 0.065 0.058 0.007 0

: B ‫ﺑﻠﻮك‬

Steel Braces ‐ Stress Check Output ‐ AISC360‐05/IBC2006 Story BayID SecID PMMCombo PMMRatio PRatio MMajRatio MMinRatio STORY6 D45 2U6 COMB02(T) 0.077 0.07 0.007 0 STORY5 D45 2U6 COMB02(T) 0.056 0.049 0.007 0 STORY4 D45 2U6 COMB02(T) 0.056 0.049 0.007 0 STORY6 D47 2U6 COMB02(T) 0.234 0.228 0.006 0 STORY5 D47 2U6 COMB02(T) 0.084 0.077 0.007 0 STORY4 D47 2U6 COMB02(T) 0.084 0.077 0.007 0 STORY6 D49 2U6 COMB02(T) 0.064 0.057 0.007 0 STORY5 D49 2U6 COMB02(T) 0.045 0.038 0.007 0 STORY4 D49 2U6 COMB02(T) 0.045 0.038 0.007 0 STORY6 D51 2U6 COMB09(C) 0.436 0.423 0.01 0.003 STORY5 D51 2U8 COMB09(C) 0.667 0.657 0.008 0.002 STORY4 D51 2U8 COMB09(C) 0.825 0.809 0.012 0.004 STORY3 D51 2U8 COMB09(C) 0.637 0.619 0.014 0.004 STORY2 D51 2U8 COMB09(C) 0.687 0.668 0.015 0.004

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Steel Braces ‐ Stress Check Output ‐ AISC360‐05/IBC2006 Story BayID SecID PMMCombo PMMRatio PRatio MMajRatio MMinRatio STORY1 D51 2U8 COMB09(C) 0.662 0.639 0.02 0.003 STORY6 D52 2U6 COMB09(C) 0.343 0.328 0.012 0.003 STORY6 D52 2U6 COMB02(T) 0.017 0.003 0.014 0 STORY5 D52 2U6 COMB09(C) 0.553 0.528 0.02 0.005 STORY4 D52 2U8 COMB09(C) 0.457 0.434 0.02 0.004 STORY3 D52 2U8 COMB09(C) 0.541 0.518 0.019 0.003 STORY2 D52 2U8 COMB09(C) 0.575 0.548 0.023 0.004 STORY1 D52 2U8 COMB09(C) 0.494 0.462 0.029 0.003 STORY6 D53 2U8 COMB09(C) 0.351 0.331 0.016 0.004 STORY5 D53 2U8 COMB09(C) 0.735 0.699 0.031 0.004 STORY4 D53 2U8 COMB09(C) 0.932 0.897 0.031 0.004 STORY3 D53 2U10 COMB09(C) 0.816 0.787 0.026 0.003 STORY2 D53 2U8 COMB09(C) 1.05 1.008 0.038 0.003 STORY1 D53 2U8 COMB09(C) 0.686 0.649 0.033 0.004 STORY6 D54 2U8 COMB09(C) 0.411 0.392 0.015 0.004 STORY5 D54 2U8 COMB09(C) 0.783 0.752 0.027 0.004 STORY4 D54 2U8 COMB09(C) 0.916 0.881 0.031 0.004 STORY3 D54 2U10 COMB09(C) 0.813 0.787 0.023 0.004 STORY2 D54 2U8 COMB09(C) 1.037 1 0.034 0.003 STORY1 D54 2U8 COMB09(C) 0.497 0.468 0.027 0.003 STORY6 D55 2U6 COMB13(C) 0.431 0.408 0.011 0.013 STORY5 D55 2U8 COMB13(C) 0.432 0.39 0.024 0.019 STORY4 D55 2U8 COMB13(C) 0.623 0.574 0.033 0.017 STORY3 D55 2U8 COMB13(C) 0.82 0.771 0.034 0.015 STORY2 D55 2U8 COMB13(C) 0.815 0.766 0.036 0.013 STORY1 D55 2U6 COMB13(C) 0.581 0.548 0.03 0.003 STORY6 D56 2U6 COMB13(C) 0.45 0.429 0.008 0.012 STORY5 D56 2U8 COMB13(C) 0.5 0.465 0.016 0.019 STORY4 D56 2U8 COMB13(C) 0.62 0.573 0.031 0.017 STORY3 D56 2U8 COMB13(C) 0.787 0.739 0.033 0.015 STORY2 D56 2U8 COMB13(C) 0.804 0.758 0.034 0.013 STORY1 D56 2U6 COMB14(C) 0.513 0.502 0.01 0.002 STORY1 D56 2U6 COMB05(T) 0.013 0.005 0.008 0 STORY1 D57 2U8 COMB13(C) 0.45 0.414 0.035 0.002 STORY1 D58 2U6 COMB13(C) 0.373 0.338 0.032 0.004 STORY1 D59 2U18 COMB13(C) 0.888 0.876 0.012 0 STORY6 D60 2U8 COMB18(C) 0.852 0.84 0.013 0 STORY6 D60 2U8 COMB02(T) 0.019 0.009 0.01 0

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Steel Braces ‐ Stress Check Output ‐ AISC360‐05/IBC2006 Story BayID SecID PMMCombo PMMRatio PRatio MMajRatio MMinRatio STORY5 D60 2U10 COMB18(C) 0.946 0.938 0.008 0 STORY5 D60 2U10 COMB02(T) 0.014 0.006 0.008 0 STORY4 D60 2U12 COMB18(C) 0.896 0.891 0.006 0 STORY4 D60 2U12 COMB02(T) 0.01 0.004 0.007 0 STORY3 D60 2U12 COMB18(C) 0.966 0.96 0.006 0 STORY3 D60 2U12 COMB02(T) 0.011 0.005 0.007 0 STORY2 D60 2U10 COMB18(C) 1.007 1 0.007 0 STORY2 D60 2U10 COMB02(T) 0.013 0.006 0.007 0 STORY6 D61 2U8 COMB18(C) 0.847 0.834 0.012 0 STORY6 D61 2U8 COMB02(T) 0.022 0.012 0.01 0 STORY5 D61 2U10 COMB18(C) 0.938 0.93 0.008 0 STORY5 D61 2U10 COMB02(T) 0.019 0.011 0.008 0 STORY4 D61 2U12 COMB18(C) 0.886 0.881 0.006 0 STORY4 D61 2U12 COMB02(T) 0.017 0.01 0.007 0 STORY3 D61 2U12 COMB18(C) 0.959 0.953 0.006 0 STORY3 D61 2U12 COMB02(T) 0.016 0.009 0.007 0 STORY2 D61 2U10 COMB18(C) 0.997 0.991 0.006 0 STORY2 D61 2U10 COMB02(T) 0.019 0.012 0.007 0 STORY1 D62 2U16 COMB09(C) 0.958 0.905 0.052 0 STORY1 D63 2U14 COMB13(C) 0.831 0.819 0.011 0

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻓﺼﻞ دوازدﻫﻢ‬ ‫ﻃﺮاﺣﻲ اﺗﺼﺎﻻت‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫در اﻳﻦ ﻗﺴﻤﺖ ﺧﻼﺻﻪ اي از ﻣﺤﺎﺳﺒﺎت ﻣﺮﺑﻮط ﺑﻪ اﺗﺼﺎﻻت اراﺋﻪ ﻣﻴﮕﺮدد‪ .‬ﻃﺮاﺣﻲ اﺗﺼﺎﻻت ﺑﺮ اﺳﺎس ﻣﺒﺤﺚ دﻫﻢ اﻧﺠﺎم ﺷﺪه اﺳﺖ‪ .‬ﺳﻌﻲ ﺷﺪه‬ ‫اﺳﺖ در ﻃﺮاﺣﻲ اﺗﺼﺎﻻت ﺑﺤﺮاﻧﻴﺘﺮﻳﻦ ﺣﺎﻟﺖ ﻣﻤﻜﻦ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد‪ .‬ﻃﺮاﺣﻲ اﺗﺼﺎﻻت ﺷﺎﻣﻞ ﻣﻮاردي ﻧﻈﻴﺮ ﺻﻔﺤﻪ ﺳﺘﻮن‪ ،‬ﺑﺎدﺑﻨﺪ ﺑﻪ ﺳﺘﻮن‬ ‫و ﺗﻴﺮ‪ ،‬و اﺗﺼﺎل وﺳﻂ در ﺑﺎدﺑﻨﺪ ﺿﺮﺑﺪري اﺳﺖ‪ .‬ﻃﺮاﺣﻲ اﺗﺼﺎﻻت ﺑﺎ روش ﺗﻨﺶ ﻣﺠﺎز اﻧﺠﺎم ﺷﺪه اﺳﺖ‪.‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫اﺗﺼﺎل ﺳﺘﻮن ﺑﻪ ﺻﻔﺤﻪ ﺳﺘﻮن‬ ‫در اﻳﻦ ﺑﺨﺶ ﺑﻪ ﻃﺮاﺣﻲ ﺻﻔﺤﻪ ﺳﺘﻮﻧﻬﺎ ﻣﻴﭙﺮدازﻳﻢ‪ .‬ﺑﺮاي ﻃﺮاﺣﻲ ﺻﻔﺤﻪ ﺳﺘﻮﻧﻬﺎ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ اﻳﻨﻜﻪ ﻫﻨﻮز ﻣﻨﺒﻊ ﻣﻨﺎﺳـﺒﻲ ﺟﻬـﺖ ﻃﺮاﺣـﻲ ﺻـﻔﺤﻪ‬ ‫ﺳﺘﻮن ﺑﻪ روش ‪ LRFD‬وﺟﻮد ﻧﺪارد ‪ ،‬ﻓﻌﻼً از روش ﺗﻨﺶ ﻣﺠﺎز اﺳﺘﻔﺎده ﻣﻴﺸﻮد‪.‬‬ ‫در ﻃﺮاﺣﻲ ﺻﻔﺤﻪ ﺳﺘﻮﻧﻬﺎ ﺑﺎﻳﺪ ﭼﻨﺪ ﻧﻜﺘﻪ را ﻣﻮرد ﺗﻮﺟﻪ ﻗﺮار داد‪ .‬اول اﻳﻨﻜﻪ ﻣﻘﺪار ﺗﻨﺶ اﻳﺠﺎد ﺷﺪه در زﻳﺮ ﺻﻔﺤﻪ ﺳﺘﻮن از ﻣﻘﺪار ﻣﺠﺎز ﻣﻌﻴﻦ‬ ‫ﺷﺪه در ﻣﺒﺤﺚ دﻫﻢ ) ﺑﻨﺪ ‪ (8-10-1-10‬ﺑﻴﺸﺘﺮ ﻧﺸﻮد‪ .‬دوم اﻳﻨﻜﻪ در ﺻﻮرت اﻳﺠﺎد ﺑﺮش و ﻛﺸﺶ در ﺻﻔﺤﻪ ﺳﺘﻮن ﺑﻮﻟﺘﻬﺎي اﺗﺼﺎل ﺻـﻔﺤﻪ‬ ‫ﺳﺘﻮن ﺑﺘﻮاﻧﻨﺪ ﺗﻨﺸﻬﺎ را ﺗﺤﻤﻞ و ﻧﻴﺮوﻫﺎ را ﺑﻪ ﭘﻲ ﻣﻨﺘﻘﻞ ﻧﻤﺎﻳﻨﺪ‪ .‬ﺳﻮم اﻳﻨﻜﻪ ﺻﻔﺤﻪ ﺳﺘﻮن در ﻓﻮاﺻﻞ ﺑﻴﻦ ﺳﺨﺖ ﻛﻨﻨﺪه ﻫﺎ ﺧﻤﺶ ﻧﺎﺷﻲ از ﺗـﻨﺶ‬ ‫زﻳﺮ ﺻﻔﺤﻪ ﺳﺘﻮن را ﺗﺤﻤﻞ ﻧﻤﺎﻳﺪ‪ .‬ﭼﻬﺎرم اﻳﻨﻜﻪ ﻣﺠﻤﻮﻋﻪ ﺳﺨﺖ ﻛﻨﻨﺪه ﻫﺎ و ﺻﻔﺤﻪ ﺳﺘﻮن در ﻣﻘﻄﻊ ﺑﺤﺮاﻧﻲ ) ﻛﻪ ﻣﻌﻤـﻮﻻً در ﺑـﺮ ﺳـﺘﻮن اﻳﺠـﺎد‬ ‫ﻣﻴﺸﻮد( ﺧﻤﺶ ﻧﺎﺷﻲ از ﺗﻨﺸﻬﺎي زﻳﺮ ﺻﻔﺤﻪ ﺳﺘﻮن را ﺗﺤﻤﻞ ﻧﻤﺎﻳﻨﺪ‪ .‬در اﻳﻦ زﻣﻴﻨﻪ ﻻزم اﺳﺖ ﻛﻪ ﺑﻪ ﺿﻮاﺑﻂ ﺑﺨﺶ ‪ 3-6-3-10‬ﻣﺒﺤﺚ دﻫـﻢ‬ ‫در ﻗﺴﻤﺖ ﺿﻮاﺑﻂ ﻟﺮزه اي ﻫﻢ ﺗﻮﺟﻪ ﺷﻮد‪ ) .‬اﻳﻦ ﺑﻨﺪ ﺑﻪ وﻳﮋه در ﻣﻮرد ﺳﺘﻮﻧﻬﺎي ﻣﺘﺼﻞ ﺑﻪ ﺑﺎدﺑﻨﺪﻫﺎ ﺑﺎﻳـﺪ اﻋﻤـﺎل ﮔـﺮدد(‪ .‬ﺑـﺮ اﻳـﻦ اﺳـﺎس در‬ ‫ﻃﺮاﺣﻲ و ﭘﻴﺶ ﺑﻴﻨﻲ دﺗﺎﻳﻠﻬﺎي ﻣﻨﺎﺳﺐ ﺻﻔﺤﻪ ﺳﺘﻮﻧﻬﺎ ﺑﻪ ﻧﻜﺎت زﻳﺮ ﺗﻮﺟﻪ ﺷﺪه اﺳﺖ‪:‬‬ ‫‪-‬‬

‫ﺳﻌﻲ ﺷﺪه اﺳﺖ ﻛﻪ ﺑﺎ اﺿﺎﻓﻪ ﻛﺮدن ﺳﺨﺖ ﻛﻨﻨﺪه ﻫﺎ ﺻﻔﺤﻪ ﺳﺘﻮن ﺑﻪ ﻣﻨﺎﻃﻘﻲ ﻛﻮﭼﻚ و ﺗﺮﺟﻴﺤﺎً ‪ 4‬ﻃﺮف ﺑﺴﺘﻪ ﺗﻘﺴﻴﻢ ﺷﻮﻧﺪ‪.‬‬

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‫در ﻣﺤﻞ اﺗﺼﺎل ﺑﺎدﺑﻨﺪ ﺑﻪ ﺻﻔﺤﻪ ﺳﺘﻮن ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ اﻳﻨﻜﻪ ﺑﺮاي اﺗﺼﺎل ورق ﺑﺎدﺑﻨﺪ ﺑﻪ ﺻﻔﺤﻪ ﺳﺘﻮن در ﺣﺎﻟﺖ ﻋﺎدي ﻃﻮل ﺟﻮش ﻛـﻢ‬ ‫و ﻧﺎﻛﺎﻓﻲ اﺳﺖ‪ ،‬اﺑﻌﺎد ﺻﻔﺤﻪ ﺳﺘﻮن از ﺟﻬﺘﻲ ﻛﻪ ﻣﺘﺼﻞ ﺑﻪ ﺑﺎدﺑﻨﺪ اﺳﺖ ﺑﺰرﮔﺘﺮ اﺧﺘﻴﺎر ﺷﻮد ﺗﺎ ﻃﻮل ﺟﻮش ﻛﺎﻓﻲ ﺑـﺮاي اﻳـﻦ اﺗﺼـﺎل‬ ‫ﺗﺎﻣﻴﻦ ﺷﻮد‪ .‬اﻳﻦ اﺿﺎﻓﻪ ﻃﻮل ﺑﺮاي ﺻﻔﺤﻪ ﺳﺘﻮن در ﻃﺮاﺣﻲ در ﺟﻬﺖ اﻃﻤﻴﻨـﺎن در ﻧﻈـﺮ ﮔﺮﻓﺘـﻪ ﻧﻤﻴﺸـﻮد‪ .‬در اﻳـﻦ ﺻـﻔﺤﻪ ﺳـﺘﻮﻧﻬﺎ‬ ‫ﻫﻤﭽﻨﻴﻦ در ﭼﻴﺪﻣﺎن ﺳﺨﺖ ﻛﻨﻨﺪه ﻫﺎ و ﺑﻮﻟﺘﻬﺎ ﺑﻪ ﺣﻀﻮر اﻳﻦ ورق ﺑﺎدﺑﻨﺪي و ﻋﺪم ﺗﺪاﺧﻞ ﺑﺎ آن ﻧﻴﺰ ﺗﻮﺟﻪ ﺷﺪه اﺳﺖ‪.‬‬

‫از ﺑﻴﻦ ﺿﻮاﺑﻄﻲ ﻛﻪ در ﻃﺮاﺣﻲ ﺻﻔﺤﻪ ﺳﺘﻮﻧﻬﺎ ﻣﻮرد اﺷﺎره ﻗﺮار ﮔﺮﻓﺖ ‪ ،‬ﻃﺮاﺣﻲ ﺻﻔﺤﻪ ﺳﺘﻮﻧﻬﺎي ﺳﺘﻮﻧﻬﺎﻳﻲ ﻛﻪ ﻣﺘﺼـﻞ ﺑـﻪ ﻣﻬﺎرﺑﻨـﺪ ﻫﺴـﺘﻨﺪ‬ ‫ﺑﺮاي اﻧﺘﻘﺎل ﻧﻴﺮوي ﻛﺸﺸﻲ ﻣﻮﺟﻮد در آﻧﻬﺎ ﺑﻪ ﭘﻲ از اﻫﻤﻴﺖ وﻳﮋه اي ﺑﺮﺧﻮردار اﺳﺖ و در اﻛﺜﺮ ﻣﻮارد ﺑﺮ آﻳﺘﻤﻬﺎي دﻳﮕﺮ ﻃﺮاﺣﻲ ﺻﻔﺤﻪ ﺳﺘﻮن‬ ‫ﻧﻴﺰ ﺗﺎﺛﻴﺮﮔﺬار و ﺣﺎﻛﻢ ﻣﻴﺸﻮد‪ .‬ﺑﻪ وﻳﮋه ﺑﺎﻳﺪ ﺗﻮﺟﻪ ﻧﻤﻮد ﻛﻪ ﻣﻄﺎﺑﻖ ﺿﺎﺑﻄﻪ ﺑﻨﺪ ‪ ) 3-6-3-10‬ﺣﺎﻟﺖ ‪ ( 1‬ﺻﻔﺤﻪ ﺳﺘﻮن ﺑﺎﻳﺪ ﻋﻼوه ﺑﺮ ﺗﺮﻛﻴﺐ‬ ‫ﺑﺎرﻫﺎي ﻋﺎدي ﺑﺮاي ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﺗﺸﺪﻳﺪﻳﺎﻓﺘﻪ ﻧﻴﺰ ﻃﺮاﺣﻲ ﺷﻮد ﻛﻪ ﺑﺎر ﻣﺤﻮري ﻛﺸﺸﻲ ﻳﺎ ﻓﺸﺎري ﻧﺎﺷـﻲ از ﺗﺮﻛﻴـﺐ ﺑـﺎر ﺗﺸـﺪﻳﺪ ﻳﺎﻓﺘـﻪ در‬ ‫اﻛﺜﺮﻳﺖ ﻣﻮارد ﺣﺎﻛﻢ ﺑﺮ ﻃﺮاﺣﻲ ﺻﻔﺤﻪ ﺳﺘﻮن ﻣﻴﺸﻮد‪ .‬در ﻣﻮرد ﺗﺎﻣﻴﻦ ﻣﻘﺎوﻣﺖ ﻛﺸﺸﻲ ﺑﺎﻳﺪ اوﻻً ﻃﻮل ﺟﻮش ﻛـﺎﻓﻲ ﺟﻬـﺖ اﺗﺼـﺎل ﺳـﺘﻮن ﺑـﻪ‬ ‫ﺻﻔﺤﻪ ﺳﺘﻮن را اﻳﺠﺎدﻛﻨﻴﻢ‪ .‬ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ اﻳﻨﻜﻪ ﺟﻮش ﻣﺴﺘﻘﻴﻢ ﺳﺘﻮن ﺑﻪ ﺻﻔﺤﻪ ﺳﺘﻮن ﻣﻌﻤﻮﻻً ﻓﻘﻂ ﺑﺨﺶ اﻧﺪﻛﻲ از ﻣﻘﺪار ﻣﻘﺎوﻣﺖ ﻣﻮرد ﻧﻴـﺎز را‬ ‫ﺗﺎﻣﻴﻦ ﻣﻴﻜﻨﺪ ﻣﺠﺒﻮرﻳﻢ ﻛﻪ از ﺳﺨﺖ ﻛﻨﻨﺪه ﻫﺎ ﻧﻴﺰ ﺟﻬﺖ اﻧﺘﻘﺎل اﻳﻦ ﻧﻴﺮوﻫﺎ ﻛﻤﻚ ﺑﮕﻴﺮﻳﻢ و ﺑﺮ اﻳﻦ اﺳﺎس ﻣﺠﺒﻮرﻳﻢ ﺗﻌﺪاد و ارﺗﻔﺎع ﺳﺨﺖ ﻛﻨﻨﺪه‬ ‫ﻫﺎ را ﺑﻪ ﻣﻴﺰان ﻣﻨﺎﺳﺐ اﻧﺘﺨﺎب ﻛﻨﻴﻢ‪ .‬دوم ﻫﻢ ﺑﺎﻳﺪ ﺗﻌﺪاد و ﻗﻄﺮ ﻣﻨﺎﺳﺐ ﺟﻬﺖ اﻧﺘﻘﺎل ﺑﺎرﻫﺎي ﻛﺸﺸﻲ از ﺻﻔﺤﻪ ﺳﺘﻮن ﺑﻪ ﭘﻲ را اﻧﺘﺨـﺎب ﻛﻨـﻴﻢ‪.‬‬ ‫در ﭼﻴﺪﻣﺎن ﺑﻮﻟﺘﻬﺎ ﻫﻤﭽﻨﻴﻦ ﺑﺎﻳﺪ ﺑﻪ ﻣﺤﺪودﻳﺘﻬﺎي آﻳﻴﻦ ﻧﺎﻣﻪ ﺟﻬﺖ ﻓﻮاﺻﻞ ﭘﻴﭽﻬﺎ از ﻫﻢ و از ﻛﻨﺎره ﻫـﺎ را ﻣـﻮرد ﻧﻈـﺮ ﻗـﺮار دﻫـﻴﻢ و ﻫﻤﭽﻨـﻴﻦ‬ ‫ﻣﻮﻗﻌﻴﺖ آﻧﻬﺎ را ﺑﻪ ﮔﻮﻧﻪ اي در ﻧﻈﺮ ﺑﮕﻴﺮﻳﻢ ﻛﻪ ﺑﺎ اﺟﺰاي دﻳﮕﺮ ﺻﻔﺤﻪ ﺳﺘﻮن ﺗﺪاﺧﻞ ﻧﺪاﺷﺘﻪ ﺑﺎﺷﻨﺪ‪ .‬ﺑﺮاي ﺳﺘﻮﻧﻬﺎي ﻣﺘﺼﻞ ﺑـﻪ ﻣﻬﺎرﺑﻨـﺪ ﺑـﺮاي‬ ‫ﺗﺤﻤﻞ ﺑﻬﺘﺮ اﻳﻦ ﻧﻴﺮوﻫﺎ ﺗﺪاﺑﻴﺮ زﻳﺮ را در ﻧﻈﺮ ﻣﻴﮕﻴﺮﻳﻢ‪:‬‬ ‫‪-‬‬

‫ﺑﻌﺪ ﺟﻮش را ‪ 10‬ﻣﻴﻠﻴﻤﺘﺮ در ﻧﻈﺮ ﻣﻴﮕﻴﺮﻳﻢ‬

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‫از ﺳﻴﻢ ﺟﻮش ‪ E70‬ﺑﺎ ﻣﻘﺎوﻣﺖ ﮔﺴﻴﺨﺘﮕﻲ ‪ 4900‬ﻛﻴﻠﻮﮔﺮم ﺑﺮ ﺳﺎﻧﺘﻴﻤﺘﺮ ﻣﺮﺑﻊ ﺟﻬﺖ ﺟﻮﺷﻜﺎري اﺳﺘﻔﺎده ﻣﻴﻜﻨﻴﻢ‬

‫‪-‬‬

‫ﺟﻬﺖ اﻳﺠﺎد اﻳﻦ ﺑﻌﺪ ﺟﻮش و ﺟﻮﺷﻜﺎري ﺑﺎ ﺳﻴﻢ ﺟﻮش ﻓﻮق و رﻋﺎﻳﺖ ﺣﺪاﻗﻠﻬﺎي آﻳﻴﻦ ﻧﺎﻣﻪ اي ﺿﺨﺎﻣﺖ ورﻗﻬﺎي ﺳـﺨﺖ ﻛﻨﻨـﺪه را‬ ‫ﺣﺪاﻗﻞ ‪ 15‬ﻣﻴﻠﻴﻤﺘﺮ ﻓﺮض ﻣﻴﻜﻨﻴﻢ‪.‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫‪-‬‬

‫ﺑﻮﻟﺘﻬﺎ را از ﻧﻮع ‪ AIII‬ﺑﺎ ﻣﻘﺎوﻣﺖ ﮔﺴﻴﺨﺘﮕﻲ ‪ 6000‬ﻛﻴﻠﻮﮔﺮم ﺑﺮ ﺳﺎﻧﺘﻴﻤﺮ ﻣﺮﺑﻊ در ﻧﻈﺮ ﻣﻴﮕﻴﺮﻳﻢ‬

‫در اداﻣﻪ ﺑﺤﺚ ﻃﺮاﺣﻲ را ﺑﻪ ﻃﻮر وﻳﮋه ﺑﻪ ﻃﺮاﺣﻲ ﺻﻔﺤﻪ ﺳﺘﻮن ﺑﺮاي اﻳﻦ ﻧﻴﺮوي ﻛﺸﺸﻲ ﻣﺘﻤﺮﻛﺰ ﻣﻴﻜﻨﻴﻢ‪ .‬در آﺧﺮ ﻳـﻚ ﻧﻤﻮﻧـﻪ ﻧﻴـﺰ ﺑـﻪ‬ ‫ﻃﻮر ﻛﺎﻣﻞ ﻃﺮاﺣﻲ ﺻﻔﺤﻪ ﺳﺘﻮن ﺷﺎﻣﻞ ﻣﻮارد دﻳﮕﺮ ﻫﻢ اراﻳﻪ ﻣﻴﺸﻮد‪ .‬اﻳﻦ ﻃﺮاﺣﻲ در ﺟﻬﺖ اﻃﻤﻴﻨﺎن ﺑﺮاي ﻇﺮﻓﻴﺖ ﻓﺸﺎري ﻣﺎﻛﺴﻴﻤﻢ ﻣﺠﺎز‬ ‫ﺳﺘﻮن اﻧﺠﺎم ﻣﻴﺸﻮد‪.‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻣﺤﺎﺳﺒﻪ ﻃﻮل ﺟﻮش و ﺗﻌﺪاد ﺑﻮﻟﺘﻬﺎي ﻻزم ﺟﻬﺖ اﺗﺼﺎﻻت ﺻﻔﺤﻪ ﺳﺘﻮﻧﻬﺎ‬ ‫در اﻳﻦ ﻗﺴﻤﺖ ﻃﺮاﺣﻲ ﺻﻔﺤﻪ ﺳﺘﻮﻧﻬﺎ ﺑﺮاي ﺗﺤﻤﻞ ﻧﻴﺮوي ﻛﺸﺸﻲ ﻣﺎﻛﺴﻴﻤﻢ آﻧﻬﺎ اراﻳﻪ ﻣﻴﺸﻮد‪ .‬ﻃﺮاﺣﻲ ﺷﺎﻣﻞ ﻣﺤﺎﺳﺒﻪ ﻃﻮل ﺟﻮش و ﺗﻌﺪاد و‬ ‫ﻗﻄﺮ ﺑﻮﻟﺘﻬﺎي اﺗﺼﺎل اﺳﺖ‪ .‬اﻳﻦ ﻃﺮاﺣﻲ ﺑﺮاي ﻣﺎﻛﺴﻴﻤﻢ ﻧﻴﺮوي ﻛﺸﺸﻲ ﻧﺎﺷﻲ از ﺗﻤﺎﻣﻲ ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎ و از ﺟﻤﻠﻪ ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﺗﺸﺪﻳﺪ ﻳﺎﻓﺘﻪ و‬ ‫ﺑﻪ روش ﺗﻨﺶ ﻣﺠﺎز اﻧﺠﺎم ﻣﻴﺸﻮد‪ .‬در ﻃﺮاﺣﻲ و ﻣﺤﺎﺳﺒﻪ ﻃﻮل ﺟﻮش ﻣﻘﺪار ﺗﻨﺶ ﻣﺠﺎز ﺑﺮ اﺳﺎس ﺿﻮاﺑﻂ ﻣﺒﺤﺚ دﻫﻢ اﻧﺘﺨﺎب ﺷﺪه اﻧﺪ‪.‬‬ ‫ﺗﻌﺪاد ﺑﻮﻟﺖ ﻣﻮرد ﻧﻴﺎز ‪ ‬‬

‫ﺳﻄﺢ ﻣﻘﻄﻊ ﻳﻚ ﻣﻴﻠﮕﺮد ‪ ‬‬

‫‪ّFu ‬‬

‫ﻗﻄﺮ ﺑﻮﻟﺖ ‪ ‬‬

‫‪FZ ‬‬

‫‪0 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪86835 ‬‬

‫‪1 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪‐16472 ‬‬

‫‪0 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪159548 ‬‬

‫‪0 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪72961 ‬‬

‫‪0 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪211696 ‬‬

‫‪5 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪‐75856 ‬‬

‫‪0 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪282245 ‬‬

‫‪14 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪‐219305 ‬‬

‫‪0 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪116642 ‬‬

‫‪0 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪56840 ‬‬

‫‪0 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪204880 ‬‬

‫‪9 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪‐139635 ‬‬

‫‪0 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪117940 ‬‬

‫‪0 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪9521 ‬‬

‫‪0 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪250852 ‬‬

‫‪9 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪‐135479 ‬‬

‫‪0 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪111397 ‬‬

‫‪0 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪45657 ‬‬

‫‪0 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪40148 ‬‬

‫‪0 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪17188 ‬‬

‫‪Load ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MAX ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MIN ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MAX ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MIN ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MAX ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MIN ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MAX ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MIN ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MAX ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MIN ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MAX ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MIN ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MAX ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MIN ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MAX ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MIN ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MAX ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MIN ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MAX ‬‬ ‫‪UPLIFTMAX ‬‬ ‫‪MIN ‬‬

‫‪Point ‬‬ ‫‪1 ‬‬ ‫‪1 ‬‬ ‫‪2 ‬‬ ‫‪2 ‬‬ ‫‪3 ‬‬ ‫‪3 ‬‬ ‫‪6 ‬‬ ‫‪6 ‬‬ ‫‪7 ‬‬ ‫‪7 ‬‬ ‫‪8 ‬‬ ‫‪8 ‬‬ ‫‪9 ‬‬ ‫‪9 ‬‬ ‫‪10 ‬‬ ‫‪10 ‬‬ ‫‪11 ‬‬ ‫‪11 ‬‬ ‫‪12 ‬‬ ‫‪12 ‬‬

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 23 23 24 24 25 25 26

UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX

89933

32

6000

8.0384

0

7188

32

6000

8.0384

0

85405

32

6000

8.0384

0

39824

32

6000

8.0384

0

108702

32

6000

8.0384

0

53701

32

6000

8.0384

0

142632

32

6000

8.0384

0

69216

32

6000

8.0384

0

143594

32

6000

8.0384

0

20185

32

6000

8.0384

0

71783

32

6000

8.0384

0

26849

32

6000

8.0384

0

103866

32

6000

8.0384

0

‐136

32

6000

8.0384

0

179985

32

6000

8.0384

0

‐79237

32

6000

8.0384

5

343127

32

6000

8.0384

0

‐271567

32

6000

8.0384

17

24077

32

6000

8.0384

0

5049

32

6000

8.0384

0

345765

32

6000

8.0384

0

‐254215

32

6000

8.0384

16

43131

32

6000

8.0384

0

16702 63105

32 32

6000 6000

8.0384 8.0384

0 0

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬

26 647 647 648 648 649 649 650 650 651 651 653 653 654 654 655 655 656 656 657 657 658 658 659

MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MAX

26493

32

6000

8.0384

0

58357

32

6000

8.0384

0

1318

32

6000

8.0384

0

135020

32

6000

8.0384

0

‐60535

32

6000

8.0384

4

153504

32

6000

8.0384

0

‐98271

32

6000

8.0384

6

34728

32

6000

8.0384

0

34728

32

6000

8.0384

0

102297

32

6000

8.0384

0

‐43766

32

6000

8.0384

3

85470

32

6000

8.0384

0

‐22363

32

6000

8.0384

1

139306

32

6000

8.0384

0

‐109431

32

6000

8.0384

7

27655

32

6000

8.0384

0

27655

32

6000

8.0384

0

202070

32

6000

8.0384

0

‐154297

32

6000

8.0384

10

195384

32

6000

8.0384

0

‐166293

32

6000

8.0384

10

162471

32

6000

8.0384

0

‐124900

32

6000

8.0384

8

264971

32

6000

8.0384

0

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫‪15 ‬‬

‫‪8.0384 ‬‬

‫‪6000 ‬‬

‫‪32 ‬‬

‫‪‐233780 ‬‬

‫‪UPLIFTMAX ‬‬ ‫‪MIN ‬‬

‫‪659 ‬‬

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ Point 1 1 2 2 3 3 6 6 7 7 8 8 9 9 10 10 11 11 12 12 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 23 23 24 24 25

(mm) ‫ﺑﻌﺪ ﺟﻮش‬ Load UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10 UPLIFTMAX MIN 10 UPLIFTMAX MAX 10

‫ ﻧﻮع اﻟﻜﺘﺮود‬ ‫ ﻣﻘﺎوﻣﺖ ﻳﻚ ﺳﺎﻧﺘﻴﻤﺘﺮ ﺟﻮش‬ (cm) ‫ﻃﻮل ﺟﻮش ﻣﻮرد ﻧﻴﺎز ﺑﺮاي اﺗﺼﺎل‬ E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70 E70

779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779 779

0 21 0 0 0 97 0 282 0 0 0 179 0 0 0 174 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 102 0 349 0 0 0 326 0

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ 25 26 26 647 647 648 648 649 649 650 650 651 651 653 653 654 654 655 655 656 656 657 657 658 658 659 659

UPLIFTMAX MIN UPLIFTMAX MAX UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN UPLIFTMAX MIN

10 10 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34

E70 E70 E70 E71 E72 E73 E74 E75 E76 E77 E78 E79 E80 E81 E82 E83 E84 E85 E86 E87 E88 E89 E90 E91 E92 E93 E94

779 779 779 856.9 934.8 1012.7 1090.6 1168.5 1246.4 1324.3 1402.2 1480.1 1558 1635.9 1713.8 1791.7 1869.6 1947.5 2025.4 2103.3 2181.2 2259.1 2337 2414.9 2492.8 2570.7 2648.6

0 0 0 0 0 0 56 0 79 0 0 0 28 0 13 0 59 0 0 0 71 0 71 0 50 0 88

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫در اﻳﻦ ﻗﺴﻤﺖ ﻧﻴﺰ ﺣﺪاﻗﻞ ﺑﻌﺪ ﻻزم ﺑﺮاي ﺻﻔﺤﻪ ﺳﺘﻮن ﺑﺮاي آﻧﻜﻪ ﺗﻨﺶ زﻳﺮ ﺻﻔﺤﻪ ﺳﺘﻮن ﻛﻤﺘﺮ از ﺣﺪ ﻣﺠﺎز ﺑﺎﺷﺪ ﻣﺤﺎﺳﺒﻪ ﻣﻴﺸﻮد‪ .‬ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ‬ ‫اﻳﻨﻜﻪ در اﻛﺜﺮﻳﺖ ﻣﻮارد ﺑﻌﺪ ﭘﻲ زﻳﺮ ﺳﺘﻮن ) ﻫﻢ ﻣﺮﻛﺰ و ﻣﺘﺸﺎﺑﻪ ﺑﺎ ﺻﻔﺤﻪ ﺳﺘﻮن ( ﺑﻴﺶ از دو ﺑﺮاﺑﺮ اﺑﻌﺎد ﺻﻔﺤﻪ ﺳﺘﻮن اﺳﺖ‪ ،‬ﺗﻨﺶ ﻣﺠﺎز زﻳﺮ‬ ‫ﺻﻔﺤﻪ ﺳﺘﻮن را ﺑﺮ اﺳﺎس ﻣﺒﺤﺚ دﻫﻢ ﺑﺮاﺑﺮ ‪ 0.6FC‬در ﻧﻈﺮ ﻣﻴﮕﻴﺮﻳﻢ‪ ) .‬اﻳﻦ ﻣﻘﺪار در ﺑﺪﺗﺮﻳﻦ ﺣﺎﻟﺖ ‪ 0.3FC‬اﺳﺖ ﻛﻪ در ﺑﺎﻋﺚ ﺑﺰرﮔﺘﺮ‬ ‫ﺷﺪن اﺑﻌﺎد ﺻﻔﺤﻪ ﺳﺘﻮن ﺑﻪ ﻣﻴﺰان ﺣﺪود ‪ 40‬درﺻﺪ ﻣﻴﺸﻮد(‪ .‬ﻓﺮض ﻣﻴﮕﻴﺮﻳﻢ ﻛﻪ ﺳﺘﻮن در وﺳﻂ ﺻﻔﺤﻪ ﺳﺘﻮن ﺑﻮده و از ﻟﻨﮕﺮ ﺧﻤﺸﻲ ﭘﺎي‬ ‫ﺳﺘﻮن ﻫﻢ ﺻﺮﻓﻨﻈﺮ ﻣﻴﺸﻮد‪ .‬ﻣﺤﺎﺳﺒﺎت اﻳﻦ ﻗﺴﻤﺖ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﻣﻮاردي ﻛﻪ ذﻛﺮ ﺷﺪ ﺗﻘﺮﻳﺒﻲ ﺑﻮده و ﻓﻘﻂ ﺑﺮاي ﺣﺪس اوﻟﻴﻪ اﺑﻌﺎد ﺻﻔﺤﻪ ﺳﺘﻮن‬ ‫ﻣﻴﺘﻮاﻧﺪ ﻣﻮرد اﺳﺘﻔﺎده ﻗﺮار ﮔﻴﺮد‪.‬‬ ‫ﺣﺪاﻗﻞ ﺑﻌﺪ ﺻﻔﺤﻪ ﺳﺘﻮن ‪ ‬‬ ‫‪27 ‬‬ ‫‪‐ ‬‬ ‫‪38 ‬‬ ‫‪27 ‬‬ ‫‪42 ‬‬ ‫‪‐ ‬‬ ‫‪48 ‬‬ ‫‪‐ ‬‬ ‫‪33 ‬‬ ‫‪25 ‬‬ ‫‪41 ‬‬ ‫‪‐ ‬‬ ‫‪32 ‬‬ ‫‪12 ‬‬ ‫‪46 ‬‬ ‫‪‐ ‬‬ ‫‪31 ‬‬ ‫‪21 ‬‬ ‫‪19 ‬‬ ‫‪13 ‬‬ ‫‪28 ‬‬ ‫‪11 ‬‬ ‫‪28 ‬‬ ‫‪21 ‬‬ ‫‪32 ‬‬ ‫‪24 ‬‬ ‫‪36 ‬‬ ‫‪27 ‬‬ ‫‪37 ‬‬ ‫‪19 ‬‬

‫ﺗﻨﺶ ﻣﺠﺎز زﻳﺮ ﺻﻔﺤﻪ ﺳﺘﻮن ‪ ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬ ‫‪126 ‬‬

‫ﻣﻘﺎوﻣﺖ ﻓﺸﺎري ﺑﺘﻦ )‪ (2KG/CM‬‬ ‫‪FZ ‬‬ ‫‪92145 ‬‬ ‫‪210 ‬‬ ‫‪‐11162 ‬‬ ‫‪210 ‬‬ ‫‪180459 ‬‬ ‫‪210 ‬‬ ‫‪93872 ‬‬ ‫‪210 ‬‬ ‫‪224620 ‬‬ ‫‪210 ‬‬ ‫‪‐62932 ‬‬ ‫‪210 ‬‬ ‫‪288539 ‬‬ ‫‪210 ‬‬ ‫‪‐213012 ‬‬ ‫‪210 ‬‬ ‫‪135770 ‬‬ ‫‪210 ‬‬ ‫‪75968 ‬‬ ‫‪210 ‬‬ ‫‪210368 ‬‬ ‫‪210 ‬‬ ‫‪‐134147 ‬‬ ‫‪210 ‬‬ ‫‪126161 ‬‬ ‫‪210 ‬‬ ‫‪17742 ‬‬ ‫‪210 ‬‬ ‫‪260878 ‬‬ ‫‪210 ‬‬ ‫‪‐125454 ‬‬ ‫‪210 ‬‬ ‫‪122416 ‬‬ ‫‪210 ‬‬ ‫‪56676 ‬‬ ‫‪210 ‬‬ ‫‪43951 ‬‬ ‫‪210 ‬‬ ‫‪20992 ‬‬ ‫‪210 ‬‬ ‫‪99130 ‬‬ ‫‪210 ‬‬ ‫‪16385 ‬‬ ‫‪210 ‬‬ ‫‪98722 ‬‬ ‫‪210 ‬‬ ‫‪53140 ‬‬ ‫‪210 ‬‬ ‫‪127418 ‬‬ ‫‪210 ‬‬ ‫‪72417 ‬‬ ‫‪210 ‬‬ ‫‪165623 ‬‬ ‫‪210 ‬‬ ‫‪92207 ‬‬ ‫‪210 ‬‬ ‫‪167997 ‬‬ ‫‪210 ‬‬ ‫‪44588 ‬‬ ‫‪210 ‬‬

‫‪Load ‬‬ ‫‪MAX ‬‬ ‫‪MIN ‬‬ ‫‪MAX ‬‬ ‫‪MIN ‬‬ ‫‪MAX ‬‬ ‫‪MIN ‬‬ ‫‪MAX ‬‬ ‫‪MIN ‬‬ ‫‪MAX ‬‬ ‫‪MIN ‬‬ ‫‪MAX ‬‬ ‫‪MIN ‬‬ ‫‪MAX ‬‬ ‫‪MIN ‬‬ ‫‪MAX ‬‬ ‫‪MIN ‬‬ ‫‪MAX ‬‬ ‫‪MIN ‬‬ ‫‪MAX ‬‬ ‫‪MIN ‬‬ ‫‪MAX ‬‬ ‫‪MIN ‬‬ ‫‪MAX ‬‬ ‫‪MIN ‬‬ ‫‪MAX ‬‬ ‫‪MIN ‬‬ ‫‪MAX ‬‬ ‫‪MIN ‬‬ ‫‪MAX ‬‬ ‫‪MIN ‬‬

‫‪Point ‬‬ ‫‪1 ‬‬ ‫‪1 ‬‬ ‫‪2 ‬‬ ‫‪2 ‬‬ ‫‪3 ‬‬ ‫‪3 ‬‬ ‫‪6 ‬‬ ‫‪6 ‬‬ ‫‪7 ‬‬ ‫‪7 ‬‬ ‫‪8 ‬‬ ‫‪8 ‬‬ ‫‪9 ‬‬ ‫‪9 ‬‬ ‫‪10 ‬‬ ‫‪10 ‬‬ ‫‪11 ‬‬ ‫‪11 ‬‬ ‫‪12 ‬‬ ‫‪12 ‬‬ ‫‪13 ‬‬ ‫‪13 ‬‬ ‫‪14 ‬‬ ‫‪14 ‬‬ ‫‪15 ‬‬ ‫‪15 ‬‬ ‫‪16 ‬‬ ‫‪16 ‬‬ ‫‪17 ‬‬ ‫‪17 ‬‬

808 ‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه‬ www.Iransaze.com www.Saze808.com ‫ ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬:‫ﻃﺮاح ﺳﺎزه‬ 18 18 19 19 20 20 21 21 23 23 24 24 25 25 26 26 647 647 648 648 649 649 650 650 651 651 653 653 654 654 655 655 656 656 657 657 658 658 659 659

MAX MIN MAX MIN MAX MIN MAX MIN MAX MIN MAX MIN MAX MIN MAX MIN MAX MIN MAX MAX MIN MAX MIN MAX MAX MIN MAX MIN MAX MAX MIN MAX MIN MAX MAX MIN MAX MIN MAX MAX

78466 33532 121662 17660 191789 ‐67433 348993 ‐265701 26108 7081 356077 ‐243903 46624 20195 70035 33423 62807 5767 141832 ‐53722 157615 ‐94159 46703 46703 108482 ‐37580 92887 ‐14946 141840 ‐106897 37191 37191 207247 ‐149120 197442 ‐164235 166416 ‐120955 267978 ‐230773

210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210 210

126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126 126

25 16 31 12 39 ‐ 53 ‐ 14 7 53 ‐ 19 13 24 16 22 7 34 ‐ 35 ‐ 19 19 29 ‐ 27 ‐ 34 ‐ 17 17 41 ‐ 40 ‐ 36 ‐ 46 ‐

‫ﺗﻴﻢ ﻃﻃﺮاﺣﻲ ﺳﺎزه ‪8088‬‬ ‫‬‫‪www‬‬ ‫‪w.Iransazee.com‬‬ ‫‪ww‬‬ ‫‪ww.Saze8088.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪررﺿﺎ ﺟﻌﻔﺮي‬

‫ﺻﺮﻓﻨﻈﺮ از ﻟﻨﮕﺮ ﺧﺧﻤﺸﻲ وارد ﺑﺮ‬ ‫ﻓﺸﺎري ﺳﺘﻮن و ﺑﺎ ﺻﺮ‬ ‫ي‬ ‫ﺑﺮاي ﻇﺮﻓﺘﻲ‬ ‫ﻜﻨﻴﻢ‪ .‬ﻃﺮاﺣﻲ ي‬ ‫ﺻﻔﺤﻪ ﺳﺘﻮن را در زﻳﺮ اراﻳﻪ ﻣﻴﻜﻨ‬ ‫ﺣﺣﺎل ﻳﻚ ﻧﻤﻮﻧﻪ ﻃﻃﺮاﺣﻲ ﻛﺎﻣﻞ ﺻﻔ‬ ‫اﺳﺖ ﻛﻪ ﺗﺎﺛﻴﺮ ﭼﻨﺪاﻧﻧﻲ ﺑﺮ روﻧﺪ ﻃﺮاﺣﺣﻲ ﻧﻤﻴﮕﺬارد( اﻧﻧﺠﺎم ﻣﻴﺸﻮد‪.‬‬ ‫ﺻﻔﺤﻪ ﺳﺘﻮن ) ﻛﻛﻪ در اﻛﺜﺮﻳﺖ ﻣﻮﻮارد ﻣﻘﺪار آن ﺑﻪ ﮔﻮﻧﻪ اي ﺖ‬ ‫ﺻ‬

‫ﻃﺮاﺣﻲ ﺻﻔﻔﺤﻪ ﺳﺘﻮن‬ ‫ﻌﺎد ﺻﻔﺤﻪ ﺳﺘﻮن‬ ‫اﺑﻌﺎ‬ ‫ﺑﻌﺪ اﻓﻘﻲ ﺻﻔﺤﻪ ن‬ ‫ﺳﺘﻮن‬ ‫ﻌﺪ‬

‫‪cm‬‬

‫‪40‬‬

‫=‪B‬‬

‫ﺑﻌﺪ ﻋﻋﻤﻮدي ﺻﻔﺤﻪ ن‬ ‫ﺳﺘﻮن‬

‫‪cm‬‬

‫‪40‬‬

‫=‪H‬‬

‫ﺿﺨﺎﻣﺖ ﺻﻔﺤﻪ ن‬ ‫ﺳﺘﻮن‬ ‫ﺿﺨ‬

‫‪cm‬‬

‫‪2‬‬

‫=‪t‬‬

‫‪cm‬‬

‫‪2IPE14+pl‬‬ ‫‪2‬‬ ‫‪7.3‬‬

‫= ‪bf‬‬

‫ﺻﻠﻪ دو ﻣﻘﻄﻊ ن‬ ‫ﺳﺘﻮن‬ ‫ﻓﺎﺻ‬

‫‪cm‬‬

‫‪7.3‬‬

‫=‪D‬‬

‫ارﺗﻔﺎع ن‬ ‫ﺳﺘﻮن‬

‫‪cm‬‬ ‫‪kg/cm2‬‬ ‫‪kg/cm2‬‬

‫‪16.4‬‬ ‫‪2400‬‬ ‫‪210‬‬

‫=‪h‬‬ ‫=‪Fy‬‬ ‫=‪F'c‬‬

‫ﺑﺎر ﻣﺤﻮري ن‬ ‫ﺳﺘﻮن‬

‫‪kg‬‬

‫‪151200‬‬

‫=‪P‬‬

‫ﻣﻘﻄﻊ ﺳﺘﻮن؟‬

‫اﺑﻌﺎد ﺳﺨﺖ ﻛﻨﻨﺪه ﻫﺎ‬

‫ﻋﺮض ﭘﭘﻲ زﻳﺮ ﺻﻔﺤﻪ ن‬ ‫ﺳﺘﻮن‬

‫‪cm‬‬ ‫‪cm‬‬

‫‪1‬‬ ‫‪20‬‬

‫='‪t‬‬ ‫='‪h‬‬

‫‪cm‬‬

‫‪90‬‬

‫=‪B f‬‬

‫ﻛﻨﺘﺮل ﺗﻨﺶ در ززﻳﺮ ﺻﻔﺤﻪ ﺳﺘﻮن‬ ‫ﺳﺘﻮن‬ ‫ﺗﻨﺶ در زﻳﺮ ﺻﻔﺤﻪ ﺳﺘ‬ ‫ﺶ‬

‫‪kg/cm2‬‬ ‫‪k‬‬

‫‪o‬‬ ‫‪ok‬‬

‫=)‪fp=P/(B.H‬‬ ‫‪94.5‬‬ ‫‪0.5‬‬ ‫‪Fp=0.3f'c(A‬‬ ‫‪A2/A1) <0.6f'c‬‬ ‫‪126‬‬ ‫‪kg/cm2‬‬ ‫= ‪Fp‬‬ ‫<‬ ‫‪126‬‬ ‫‪94.5‬‬

‫ﻣﺨﺘﻠﻒ ﺻﻔﺤﻪ ﺳﺘﻮن‬ ‫ﺗﻨﺶ در ﻧﻮاﺣﻲ ﻒ‬ ‫ﻛﻨﺘﺮل ﺶ‬ ‫اﺑﻌﺎد ﻧﻮاﺣﻲ ﻣﺨﺘﻠﻒ ‪ 1‬ﺗﺎ ‪3‬‬

‫ﻧﺎﺣﻴﻪ ﻳﻚ‬ ‫ﻃﻮل ﻲ‬ ‫اﻓﻘﻲ‬

‫‪cm‬‬

‫‪7‬‬

‫=‪a1‬‬

‫ﻃﻮل ﻢ‬ ‫ﻗﺎﺋﻢ‬

‫‪cm‬‬

‫‪16.4‬‬

‫=‪h1‬‬

‫ﻃﻮل ﻲ‬ ‫اﻓﻘﻲ‬

‫‪cm‬‬

‫‪15‬‬

‫=‪h2‬‬

‫ﻃﻮل ﻢ‬ ‫ﻗﺎﺋﻢ‬

‫‪cm‬‬

‫‪10.8‬‬

‫=‪a2‬‬

‫ﻃﻮل ﻲ‬ ‫اﻓﻘﻲ‬

‫‪cm‬‬

‫‪12‬‬

‫ﻧﺎﺣﻴﻪ دو‬

‫ﻧﺎﺣﻴﻪ ﺳﻪ‬ ‫=‪a3‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﻃﻮل ﻗﺎﺋﻢ‬

‫‪cm‬‬

‫‪kg-cm‬‬

‫‪629.5‬‬

‫‪kg-cm‬‬

‫‪826.7‬‬

‫‪kg-cm‬‬

‫‪970.2‬‬

‫‪16.4‬‬

‫=‪h3‬‬

‫ﻛﻨﺘﺮل ﺗﻨﺶ در ﻧﺎﺣﻴﻪ ﻳﻚ‬ ‫‪2.2‬‬ ‫‪0.125‬‬ ‫=‪M1=a1fp.a12‬‬

‫=‪h1/a1‬‬ ‫=‪a1‬‬

‫ﻛﻨﺘﺮل ﺗﻨﺶ در ﻧﺎﺣﻴﻪ ‪2‬‬ ‫‪1.4‬‬ ‫‪0.075‬‬ ‫=‪M2=a2fp.a22‬‬

‫=‪h2/a2‬‬ ‫=‪a2‬‬

‫ﻛﻨﺘﺮل ﺗﻨﺶ در ﻧﺎﺣﻴﻪ ‪2‬‬ ‫‪1.4‬‬

‫‪kg-cm‬‬ ‫‪ok‬‬

‫‪1800‬‬

‫‪970.2‬‬

‫=‪<Fb=0.75Fy‬‬

‫‪0.075‬‬ ‫=‪M3=a3fp.a32‬‬

‫=‪h3/a3‬‬ ‫=‪a3‬‬

‫=)‪Mmax=MAX(M1,M2,M3‬‬ ‫‪1455‬‬

‫=‪fb=M/S=6M/t2‬‬

‫ﻛﻨﺘﺮل ﺻﻔﺤﻪ ﺳﺘﻮن ﺑﺮاي ﺧﻤﺶ در ﺑﺮ ﺧﺎرﺟﻲ ﺳﺘﻮن‬ ‫اﻳﻦ ﻛﻨﺘﺮل در راﺳﺘﺎﻳﻲ اﻧﺠﺎم ﻣﻴﺸﻮد ﻛﻪ ﻓﺎﺻﻠﻪ ﺑﺮ ﺳﺘﻮن ﺑﺎ ﺑﺮ ﺻﻔﺤﻪ ﺳﺘﻮن ﺑﻴﺸﺘﺮ ﺑﺎﺷﺪ‬ ‫‪cm‬‬ ‫‪cm‬‬ ‫‪cm‬‬ ‫‪cm‬‬ ‫‪cm‬‬ ‫‪cm4‬‬ ‫‪cm‬‬

‫‪40‬‬ ‫‪2‬‬ ‫‪1‬‬ ‫‪22‬‬ ‫‪6.5‬‬ ‫‪7533‬‬ ‫‪12.7‬‬

‫=‪B‬‬ ‫=‪t1‬‬ ‫=‪t2‬‬ ‫=‪h‬‬ ‫=‪y‬‬ ‫=‪I‬‬ ‫=‪b‬‬

‫ﺻﻔﺤﻪ ﺳﺘﻮن ﻗﺎﺻﻠﻪ ﻣﻘﻄﻊ ﺗﺎ ﺑﺮ‪b:‬‬ ‫‪kg-cm‬‬

‫‪kg/cm2‬‬ ‫‪ok‬‬

‫‪kg/cm2‬‬ ‫‪1584‬‬ ‫‪1584‬‬

‫‪M=0.5fp*B*b2‬‬ ‫‪M= 304838.1‬‬ ‫‪fb=M/S=M*(h-y)/I‬‬ ‫=‪f b‬‬ ‫‪627‬‬ ‫=‪Fb=0.66Fy‬‬ ‫‪627‬‬ ‫<‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫اﺗﺼﺎل ﺑﺎدﺑﻨﺪ ﺑﻪ ﺗﻴﺮ و ﺳﺘﻮن‬ ‫در اﻳﻨﺠﺎ ﻧﻤﻮﻧﻪ اي از ﻃﺮاﺣﻲ اﺗﺼﺎل ﺑﺎدﺑﻨﺪﻫﺎ ﺑﻪ ﺗﻴﺮ و ﺳﺘﻮن ﻗﺮار داده ﻣﻴﺸﻮد‪ .‬روش ﻃﺮاﺣﻲ ﺑﺮ اﺳﺎس ﺿﻮاﺑﻂ ﺑﺨـﺶ ‪ 3-10‬ﻣﺒﺤـﺚ دﻫـﻢ‬ ‫ﻣﻴﺒﺎﺷﺪ‪ .‬ﺑﺮاي ﻃﺮاﺣﻲ از روش ﺗﻨﺶ ﻣﺠﺎز اﺳﺘﻔﺎده ﺷﺪه اﺳﺖ‬

‫ﻃﺮاﺣﻲ اﺗﺼﺎل ﺟﻮﺷﻲ ﺑﺎدﺑﻨﺪ ﺑﻪ ﺳﺘﻮن‬

‫ﻧﻴﺮوي ﻣﺤﻮري ﻃﺮاﺣﻲ اﺗﺼﺎل ﻣﻄﺎﺑﻖ ﻧﺘﺎﻳﺞ ﻧﺮم اﻓﺰار ‪ETABS‬‬ ‫)ﺑﻨﺪ‪3-10-3-10‬ﻣﺒﺤﺚ دﻫﻢ ﻣﻄﺎﺑﻖ ﺑﺎ ﺿﻮاﺑﻂ(‬ ‫‪45681‬‬

‫‪kg‬‬

‫=‪P‬‬

‫ﻣﺤﺎﺳﺒﻪ زاوﻳﻪ ﺑﺎدﺑﻨﺪ ﺑﺎ اﻓﻖ‬ ‫اﻳﻦ زاوﻳﻪ ﺑﺮ اﺳﺎس ﻣﻮﻟﻔﻪ ﻃﻮل اﻓﻘﻲ و ﻋﻤﻮدي ﺑﺎدﺑﻨﺪ ﻣﺤﺎﺳﺒﻪ ﻣﻴﮕﺮدد‬ ‫‪cm‬‬

‫‪370‬‬

‫=‪Lx‬‬

‫‪cm‬‬

‫‪310‬‬

‫=‪Ly‬‬

‫‪40‬‬

‫=)‪a=tan (Ly/Lx‬‬

‫زاوﻳﻪ ﺑﺎدﺑﻨﺪ ﺑﺎ اﻓﻖ ﺑﺮ ﺣﺴﺐ درﺟﻪ‬ ‫‪cm‬‬ ‫‪4‬‬ ‫‪kg/cm2‬‬

‫ﺑﻌﺪ ﺟﻮش اﺗﺼﺎل ﺑﺎدﺑﻨﺪ ﺑﻪ ورق‬ ‫ﺑﻌﺪ ﺟﻮش اﺗﺼﺎل ورق ﺑﻪ ﺗﻴﺮ وﺳﺘﻮن‬

‫ﻣﻮﻟﻔﻪ ﻃﻮل ﻋﻤﻮدي ﺑﺎدﺑﻨﺪ‬ ‫‪-1‬‬

‫ﻋﺮض ﻣﻘﻄﻊ ﺑﺎدﺑﻨﺪ‬

‫‪10‬‬

‫=‪d‬‬

‫دوﺑﻞ‬

‫ﻣﻘﻄﻊ ﺑﺎدﺑﻨﺪ ﺗﻚ اﺳﺖ ﻳﺎ دوﺑﻞ؟‬

‫‪E60‬‬

‫ﻧﻮع اﻟﻜﺘﺮود ﻣﺼﺮﻓﻲ ﺟﻮش؟‬

‫‪4200‬‬

‫=‪Fu‬‬

‫‪mm‬‬

‫‪6‬‬

‫=‪a‬‬

‫‪mm‬‬

‫‪6‬‬

‫=‪b‬‬

‫ﺟﻮش در ﻣﺤﻞ و ﺑﺎزرﺳﻲ ﭼﺸﻤﻲ‬

‫ﻣﻘﺎوﻣﺖ ﻧﻬﺎﻳﻲ ﻓﻠﺰ ﺟﻮش‬

‫ﻧﻮع ﻛﻨﺘﺮل ﺑﺮ ﺟﻮش؟‬

‫ﺿﺮﻳﺐ اﺻﻼح ﺗﻨﺶ ﻣﺠﺎز ﺟﻮش ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﻧﻮع ﻛﻨﺘﺮل ﺟﻮش‬ ‫ﺗﻨﺶ ﻣﺠﺎز ﺟﻮش‬

‫ﻣﻮﻟﻔﻪ ﻃﻮل اﻓﻘﻲ ﺑﺎدﺑﻨﺪ‬

‫‪0.75‬‬

‫=‪f‬‬

‫‪kg/cm2‬‬

‫‪945‬‬

‫=‪Fw=0.3Fu*f‬‬

‫‪mm‬‬

‫‪12‬‬

‫=‪t‬‬

‫ﺿﺨﺎﻣﺖ ورق ﺑﺎدﺑﻨﺪي‬

‫ﻣﺤﺎﺳﺒﻪ ﻃﻮل ﺟﻮش ﻣﻮرد ﻧﻴﺎز ﺑﺮاي اﺗﺼﺎل ﺑﺎدﺑﻨﺪ ﺑﻪ ورق ﺑﺎدﺑﻨﺪي‬ ‫ﺗﻌﺪاد ﺧﻂ ﺟﻮش اﺗﺼﺎل ﺑﺎدﺑﻨﺪ ﺑﻪ ورق‬ ‫ﻃﻮل ﺟﻮش ﻣﻮرد ﻧﻴﺎز در ﻫﺮ ﺧﻂ ﺟﻮش اﺗﺼﺎل‬

‫‪4‬‬ ‫‪cm‬‬

‫‪16.8‬‬

‫=‪n‬‬ ‫=)‪L'=P/(1.7*0.707*n*Fw*a‬‬

‫ﻣﺤﺎﺳﺒﻪ ﻃﻮل ﺟﻮش اﺗﺼﺎل ورق ﺑﺎدﺑﻨﺪي ﺑﻪ ﺗﻴﺮ و ﺳﺘﻮن‬ ‫ﻃﻮل ﺟﻮش اﻓﻘﻲ ﺟﻬﺖ اﺗﺼﺎل ورق ﺑﺎدﺑﻨﺪي ﺑﻪ ﺗﻴﺮ‬

‫‪cm‬‬

‫‪25.7‬‬

‫=)‪M=P*cosa/(2*1.7*0.707*Fw*b‬‬

‫ﻃﻮل ﺟﻮش ﻋﻤﻮدي ﺟﻬﺖ اﺗﺼﺎل ورق ﺑﺎدﺑﻨﺪي ﺑﻪ ﺳﺘﻮن‬

‫‪cm‬‬

‫‪21.5‬‬

‫=)‪N=P*sina/(2*1.7*0.707*Fw*b‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫اﺑﻌﺎد ﭘﻴﺸﻨﻬﺎدي ﺟﻬﺖ ورق ﺑﺎدﺑﻨﺪي‬

‫‪cm‬‬

‫‪1.2‬‬

‫*‬

‫‪25‬‬

‫)ﺿﺨﺎﻣﺖ(‬

‫ﻃﻮل ﺟﻮش ﺗﻘﺮﻳﺒﻲ ﺗﺎﻣﻴﻦ ﺷﺪه ﺟﻬﺖ اﺗﺼﺎل ﺑﺎدﺑﻨﺪ ﺑﻪ ورق ﺑﺎدﺑﻨﺪ‬

‫*‬

‫)ﺑﻌﺪ ﻋﻤﻮدي(‬ ‫‪cm‬‬

‫‪30‬‬ ‫)ﺑﻌﺪ اﻓﻘﻲ(‬

‫=‪L'=M/cosa-d-2‬‬

‫‪25.9‬‬

‫)ﻓﺎﺻﻠﻪ اﺟﺮاﻳﻲ ﺑﻴﻦ ﺑﺎدﺑﻨﺪ و ﺗﻴﺮ و ﺳﺘﻮن ﻓﺮض ﺷﺪه اﺳﺖ دو ﺳﺎﻧﺘﻴﻤﺘﺮ(‬ ‫‪ok‬‬

‫‪18.1‬‬

‫>‬

‫‪21.6‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫اﺗﺼﺎل وﺳﻂ در ﺑﺎدﺑﻨﺪﻫﺎي ﺿﺮﺑﺪري‬ ‫در اﻳﻨﺠﺎ ﻳﻚ ﻧﻤﻮﻧﻪ ﻃﺮاﺣﻲ اﺗﺼﺎﻻت ﻣﻴﺎﻧﻲ در ﺑﺎدﺑﻨﺪﻫﺎي ﺿﺮﺑﺪري ﻗﺮار داده ﺷﺪه اﺳﺖ‪ .‬اﻳﻦ اﺗﺼﺎﻻت ﻧﻴﺰ ﺑﺮاي ﻣﻘﺎوﻣﺖ ﻛﺸﺸـﻲ ﺑﺎدﺑﻨـﺪﻫﺎ‬ ‫ﻃﺮاﺣﻲ ﺷﺪه اﺳﺖ‪.‬‬

‫ﻃﺮاﺣﻲ اﺗﺼﺎل ﺟﻮﺷﻲ ﺑﺎدﺑﻨﺪ ﺿﺮﺑﺪري در وﺳﻂ‬

‫‪2‬‬ ‫‪0‬‬ ‫‪2‬‬

‫ﻣﻘﻄﻊ ﺑﺎدﺑﻨﺪ؟‬

‫‪2U8‬‬

‫ﺳﻄﺢ ﻣﻘﻄﻊ ﺑﺎدﺑﻨﺪ‬

‫‪22.0‬‬

‫‪cm‬‬

‫‪8.0‬‬

‫=‪d‬‬

‫دوﺑﻞ‬

‫ﻣﻘﻄﻊ ﺑﺎدﺑﻨﺪ ﺗﻚ اﺳﺖ ﻳﺎ دوﺑﻞ؟‬

‫‪4‬‬

‫=‪A‬‬

‫ﻋﺮض ﻣﻘﻄﻊ ﺑﺎدﺑﻨﺪ‬

‫ﻧﻴﺮوي ﻣﺤﻮري ﻓﺸﺎري وارد ﺑﺮ ﺑﺎدﺑﻨﺪ‬

‫‪kg‬‬

‫‪22000‬‬

‫=‪P‬‬

‫ﻧﻴﺮوي ﻣﺤﻮري ﻃﺮاﺣﻲ اﺗﺼﺎل‬

‫‪kg‬‬

‫‪52800‬‬

‫=)‪Psc=MIN(Fy.A,2.8P‬‬

‫)اﻧﺘﺨﺎب ﺷﺪه اﺳﺖ ﻧﻴﺮوي ﻣﺤﻮري اﺗﺼﺎل ﺑﻪ ﺻﻮرت ﻣﺤﺎﻓﻈﻪ ﻛﺎراﻧﻪ ﻣﻘﺎوﻣﺖ ﻛﺸﺸﻲ ﻣﻘﻄﻊ(‬

‫‪kg/cm2‬‬

‫ﺑﻌﺪ ﺟﻮش اﺗﺼﺎل ﺑﺎدﺑﻨﺪ ﺑﻪ ورق‬

‫‪mm‬‬

‫‪E60‬‬

‫ﻧﻮع اﻟﻜﺘﺮود ﻣﺼﺮﻓﻲ ﺟﻮش؟‬

‫‪4200‬‬

‫=‪Fu‬‬

‫‪6‬‬

‫ﺟﻮش در ﻣﺤﻞ و ﺑﺎزرﺳﻲ ﭼﺸﻤﻲ‬

‫ﻣﻘﺎوﻣﺖ ﻧﻬﺎﻳﻲ ﻓﻠﺰ ﺟﻮش‬

‫=‪a‬‬

‫ﻧﻮع ﻛﻨﺘﺮل ﺑﺮ ﺟﻮش؟‬ ‫‪0.75‬‬

‫=‪f‬‬

‫ﺿﺮﻳﺐ اﺻﻼح ﺗﻨﺶ ﻣﺠﺎز ﺟﻮش ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﻧﻮع ﻛﻨﺘﺮل ﺟﻮش‬ ‫ﺗﻨﺶ ﻣﺠﺎز ﺟﻮش‬

‫‪kg/cm2‬‬

‫‪945‬‬

‫=‪Fw=0.3Fu*f‬‬

‫‪mm‬‬

‫‪12‬‬

‫=‪t‬‬

‫ﺿﺨﺎﻣﺖ ورق ﺑﺎدﺑﻨﺪي‬

‫ﻣﺤﺎﺳﺒﻪ ﻃﻮل ﺟﻮش ﻣﻮرد ﻧﻴﺎز ﺑﺮاي اﺗﺼﺎل ﺑﺎدﺑﻨﺪ ﺑﻪ ورق ﺑﺎدﺑﻨﺪي‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﺗﻌﺪاد ﺧﻂ ﺟﻮش اﺗﺼﺎل ﺑﺎدﺑﻨﺪ ﺑﻪ ورق‬ ‫‪cm‬‬

‫‪4‬‬ ‫‪19.4‬‬

‫=‪n‬‬ ‫=)‪L1=Psc/(1.7*0.707*n*Fw*a‬‬

‫ﻃﻮل ﺟﻮش ﻣﻮرد ﻧﻴﺎز در ﻫﺮ ﺧﻂ ﺟﻮش اﺗﺼﺎل‬ ‫ﻣﺤﺎﺳﺒﻪ ﻃﻮل ورق ﺑﺎدﺑﻨﺪي‬ ‫=‪L=2L1+d+4‬‬ ‫‪50.7‬‬ ‫‪cm‬‬ ‫)ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ ﺑﻪ اﻧﺪازه ‪ 2‬ﺳﺎﻧﺘﻴﻤﺘﺮ در ﻫﺮ ﻃﺮف ﻓﺎﺻﻠﻪ اﺟﺮاﻳﻲ ﺑﻴﻦ دو ﺑﺎدﺑﻨﺪ در(‬

‫ﻣﻘﺪار ﺑﻪ دﺳﺖ آﻣﺪه ﺑﻪ ﺻﻮرت ﮔﺮد ﺷﺪه ‪:‬‬

‫‪55‬‬

‫=‪L‬‬

‫ﻣﺤﺎﺳﺒﻪ ﻋﺮض ورق‬ ‫ﻋﺮض ورق ﺑﻪ ﮔﻮﻧﻪ اي ﻣﺤﺎﺳﺒﻪ ﻣﻴﺸﻮد ﻛﻪ ﻣﻘﺪار ﺗﻨﺶ در ﻋﺮض ورق از ﺗﻨﺶ ﻣﺠﺎز ﻛﺸﺸﻲ ﺑﻴﺸﺘﺮ ﻧﺸﻮد‪ .‬ﺑﺪﻳﻨﻤﻨﻈﻮر ﻣﻄﺎﺑﻖ روش وﻳﺘﻤﻮر ﻓﺮض ﻣﻴﺸﻮد ﻛﻪ اﻧﺘﻘﺎل‬ ‫ﺗﻨﺶ از ﺑﺎدﺑﻨﺪ ﺑﻪ ورق ﺑﺎ زاوﻳﻪ ‪ 30‬درﺟﻪ در ﻫﺮ ﻃﺮف اﻧﺠﺎم ﻣﻴﺸﻮد و ﺗﻨﺶ در ﻋﺮض وﻳﺘﻤﻮر ﻛﻨﺘﺮل ﻣﻴﮕﺮدد‬ ‫‪cm‬‬

‫‪18.3‬‬

‫=)‪B=Psc/(Fy.t‬‬

‫ﻋﺮض ﺑﻪ دﺳﺖ آﻣﺪه ﻧﺒﺎﻳﺪ از ﻋﺮض وﻳﺘﻤﻮر ﺑﻴﺸﺘﺮ ﺑﺎﺷﺪ‪ ،‬در ﻏﻴﺮ اﻳﻨﺼﻮرت ﺑﺎﻳﺪ ﺿﺨﺎﻣﺖ ورق را اﺿﺎﻓﻪ ﻛﻨﻴﻢ‬ ‫ﻋﺮض وﻳﺘﻤﻮر‪:‬‬

‫‪cm‬‬ ‫‪ok‬‬

‫‪30.4‬‬ ‫‪30.4‬‬

‫ﻋﺮض ورق ﺑﻌﺪ از ﮔﺮد ﻛﺮدن‪:‬‬

‫=‪W=d+2L1tan30‬‬ ‫‪18.3‬‬ ‫<‬ ‫‪20‬‬

‫=‪B‬‬

‫ﻃﻮل ﺟﻮش ﻋﻤﻮدي ﺟﻬﺖ اﺗﺼﺎل ورق ﺑﺎدﺑﻨﺪي ﺑﻪ ﺳﺘﻮن‬ ‫اﺑﻌﺎد ﭘﻴﺸﻨﻬﺎدي ﺟﻬﺖ ورق ﺑﺎدﺑﻨﺪي‪:‬‬ ‫‪cm‬‬

‫‪1.2‬‬ ‫)ﺿﺨﺎﻣﺖ(‬

‫*‬

‫‪20‬‬ ‫)ﺑﻌﺪ ﻋﻤﻮدي(‬

‫*‬

‫‪55‬‬ ‫)ﺑﻌﺪ اﻓﻘﻲ(‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﻃﺮاﺣﻲ اﺗﺼﺎل ﻣﻔﺼﻠﻲ ﺗﻴﺮ ﺑﻪ ﺳﺘﻮن ﺑﺎ اﺳﺘﻔﺎده از ورق ﻧﺸﻴﻤﻦ و ﺳﺨﺖ ﻛﻨﻨﺪه ﺑﻪ روش ﭘﻼﺳﺘﻴﻚ‬ ‫در اﻳﻨﺠﺎ ﻧﻴﺰ ﻳﻚ ﻧﻤﻮﻧﻪ اﺗﺼﺎل ﺗﻴﺮ ﺑﻪ ﺳﺘﻮن ﺑﺎ اﺳﺘﻔﺎده از ورق ﻧﺸﻴﻤﻦ و ﺳﺨﺖ ﻛﻨﻨﺪه ﺑﻪ روش ﭘﻼﺳﺘﻴﻚ ﺑﻪ ﺻﻮرت اﺗﺼﺎل ﻣﻔﺼﻠﻲ اراﻳﻪ‬ ‫ﻣﻴﮕﺮدد‪.‬‬ ‫اﺗﺼﺎل ورق ﻧﺸﻴﻤﻦ ﺑﺎ ﺳﺨﺖ ﻛﻨﻨﺪه ﻣﺜﻠﺜﻲ ﺑﺎ اﺳﺘﻔﺎده از ﺟﻮش‬ ‫ﻧﻮﻳﺴﻨﺪه ﺑﺮﻧﺎﻣﻪ‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي ‪WWW.IRANSAZE.COM‬‬

‫ﻓﺮﺿﻴﺎت‬ ‫ﻃﺮاﺣﻲ ﺑﻪ روش ﭘﻼﺳﺘﻴﻚ ﻣﻴﺒﺎﺷﺪ‬ ‫ﻃﻮل ورق ﻧﺸﻴﻤﻦ در راﺳﺘﺎي ﻃﻮﻟﻲ ﺗﻴﺮ و ﻃﻮل اﻓﻘﻲ ورق ﺳﺨﺖ ﻛﻨﻨﺪه ﺑﺎ ﻫﻢ ﺑﺮاﺑﺮ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻣﻴﺸﻮد‬ ‫ﻓﺮض ﻣﻴﺸﻮد ﻛﻪ ورق ﻧﺸﻴﻤﻦ ﺗﻨﻬﺎ از ﻗﺴﻤﺖ زﻳﺮ ﺧﻮد و ﺑﻪ ﻃﻮر ﻛﺎﻣﻞ ﺑﻪ ﺳﺘﻮن ﺟﻮش ﻣﻴﺸﻮد‬ ‫ﻓﺮض ﻣﻴﺸﻮد ﻛﻪ ﺗﻨﻬﺎ ﺑﺎرﻫﺎي ﻣﺮده و زﻧﺪه وﺟﻮد دارد‪.‬‬ ‫ﺑﺎرﻫﺎي ﻣﺮده و زﻧﺪه ﺑﺪون ﺿﺮﻳﺐ ﺑﺮاي اﺳﺘﻔﺎده در روش ﭘﻼﺳﺘﻴﻚ ﺑﺎ ﺿﺮﻳﺐ ‪ 1.7‬ﺗﺸﺪﻳﺪ ﻣﻴﺸﻮﻧﺪ‪.‬‬

‫ﻋﻜﺲ اﻟﻌﻤﻞ ﺗﻴﺮ وارد ﺑﺮ اﺗﺼﺎل)‪:(kg‬‬

‫‪6000‬‬

‫=‪R‬‬

‫ﺗﻨﺶ ﺗﺴﻠﻴﻢ ﻓﻮﻻد ﻣﻮرد اﺳﺘﻔﺎده‬

‫‪kg/cm2‬‬

‫‪2400‬‬

‫=‪FY‬‬

‫ﺿﺨﺎﻣﺖ ورق ﻧﺸﻴﻤﻦ‬

‫‪cm‬‬

‫‪1.2‬‬

‫=‪t‬‬

‫ﻋﺮض ورق ﻧﺸﻴﻤﻦ‬

‫‪cm‬‬

‫‪12‬‬

‫=‪L1‬‬

‫ﻃﻮل اﻓﻘﻲ ﺳﺨﺖ ﻛﻨﻨﺪه ﻫﺎ‬

‫‪cm‬‬

‫‪10‬‬

‫=‪bs‬‬

‫ﻃﻮل ﻋﻤﻮدي ﺳﺨﺖ ﻛﻨﻨﺪه ﻫﺎ‬

‫‪cm‬‬

‫‪15‬‬

‫=‪Ls‬‬

‫ﺿﺨﺎﻣﺖ ﺳﺨﺖ ﻛﻨﻨﺪه‬

‫‪cm‬‬

‫‪1.2‬‬

‫=‪ts‬‬

‫‪1‬‬

‫=‪ns‬‬

‫ﺗﻌﺪاد ﺳﺨﺖ ﻛﻨﻨﺪه ﻫﺎ‬

‫‪IPE27‬‬

‫ﻣﻘﻄﻊ ﺗﻚ‬ ‫ﺗﻌﺪاد ﻣﻘﺎﻃﻊ ‪ ipe‬ﻗﺮار ﮔﺮﻓﺘﻪ ﺑﺮ روي ﻧﺸﻴﻤﻦ‪:‬‬ ‫ﻓﺎﺻﻠﻪ ﺑﻴﻦ ﺳﻄﺢ ﺑﺎل ﺗﻴﺮ ﺗﺎ ﭘﺎﻳﺎن ﮔﺮدي رﻳﺸﻪ اﺗﺼﺎل ﺑﺎل ﺑﻪ ﺟﺎن ﺗﻴﺮ‬

‫ﻣﻘﻄﻊ ﺗﻴﺮ‬ ‫ﻧﻮع ﻣﻘﻄﻊ‬

‫‪cm‬‬

‫‪1‬‬ ‫‪2.52‬‬

‫=‪n‬‬ ‫=‪k‬‬

‫ﺿﺨﺎﻣﺖ ﺟﺎن ﺗﻴﺮ )‪:(cm‬‬

‫‪0.66‬‬

‫=‪tw‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﺿﺨﺎﻣﺖ ﺑﺎل ﺗﻴﺮ )‪:(cm‬‬

‫‪1.02‬‬

‫=‪tf‬‬

‫ﻋﻤﻖ ﺗﻴﺮ )‪:(cm‬‬

‫‪27‬‬

‫=‪d‬‬

‫ﻓﺎﺻﻠﻪ‘ ﻣﻮﻧﺘﺎژ)‪:(cm‬‬

‫‪1.5‬‬

‫ﺑﻌﺪ ﺟﻮش اﺗﺼﺎل ﻧﺸﻴﻤﻦ و ﺳﺨﺖ ﻛﻨﻨﺪه ﺑﻪ ﺳﺘﻮن)‪:(cm‬‬

‫‪0.5‬‬

‫ﻧﻮع اﻟﻜﺘﺮود ﻣﺼﺮﻓﻲ ﺟﻮش؟‬

‫‪E60‬‬

‫‪kg/cm2‬‬

‫‪4200‬‬

‫ﻣﻘﺎوﻣﺖ ﻧﻬﺎﻳﻲ ﻓﻠﺰ ﺟﻮش‬ ‫ﻧﻮع ﻛﻨﺘﺮل ﺑﺮ ﺟﻮش؟‬

‫=‪a‬‬

‫=‪Fu‬‬

‫ﺟﻮش در ﻣﺤﻞ و ﺑﺎزرﺳﻲ ﭼﺸﻤﻲ‬

‫ﻣﺤﺎﺳﺒﻪ ﻃﻮل ﺗﻤﺎس ﺑﻴﻦ ورق ﻧﺸﻴﻤﻦ و ﺑﺎل ﺗﻴﺮ )‪ (N‬ﺑﺮ اﺳﺎس ﻣﻌﻴﺎر ﺟﻠﻮﮔﻴﺮي از ﺗﺴﻠﻴﻢ ﻣﻮﺿﻌﻲ ﺟﺎن ﺗﻴﺮ‬

‫‪cm‬‬

‫‪fp=R/[(N+2.5K).tw.n]<Fp=0.66Fy‬‬ ‫‪N>R/(0.66Fy.tw.n)-2.5k>k‬‬ ‫=)‪N=MAX(R/(0.66Fy.tw.n)-2.5k,k‬‬

‫‪2.52‬‬

‫ﻣﺤﺎﺳﺒﻪ ﻃﻮل ﺗﻤﺎس ﺑﻴﻦ ورق ﻧﺸﻴﻤﻦ و ﺑﺎل ﺗﻴﺮ )‪ (N‬ﺑﺮ اﺳﺎس ﻣﻌﻴﺎر ﺟﻠﻮﮔﻴﺮي از ﭘﺪﻳﺪه ﭼﻴﻦ ﺧﻮردﮔﻲ ﺟﺎن ﺗﻴﺮ در اﺛﺮ ﻋﻜﺲ اﻟﻌﻤﻞ ﺗﻜﻴﻪ ﮔﺎﻫﻲ‬

‫‪cm‬‬

‫‪2.52‬‬ ‫‪ok‬‬

‫=)‬ ‫‪10‬‬

‫‪-3.57‬‬ ‫=‪bs‬‬

‫‪R<285n.tw2[1+3N/d.(tw/tf)1.5].(Fy.tf/tw)0.5‬‬ ‫‪N>{R/[285n.tw2.(Fy.tf/tw)0.5]-1}*d/3*(tf/tw)1.5‬‬ ‫=‪N‬‬ ‫‪-3.57‬‬ ‫‪cm‬‬ ‫‪N=MAX( 2.52‬‬ ‫‪,‬‬ ‫=‪N‬‬ ‫‪2.52‬‬ ‫<‬

‫ﻛﻨﺘﺮل ﺿﺨﺎﻣﺖ ﺳﺨﺖ ﻛﻨﻨﺪه ﻫﺎ ﺑﺮ اﺳﺎس ﻣﻌﻴﺎر ﻛﻤﺎﻧﺶ و ﺗﻨﺶ در ﻣﻘﻄﻊ ﺑﺤﺮاﻧﻲ‬ ‫ﻣﻘﻄﻊ ﺑﺤﺮاﻧﻲ ﺑﺮاي ﻛﻨﺘﺮل ﺗﻨﺶ ﻣﻘﻄﻌﻲ ﻋﻤﻮد ﺑﺮ وﺗﺮ ﺳﺨﺖ ﻛﻨﻨﺪه ﻓﺮض ﻣﻴﺸﻮد‪ .‬ﺑﺮاي اﻳﻦ ﻛﻨﺘﺮل ﻫﻢ ﺗﻨﺶ ﻣﺤﻮري و ﻫﻢ ﺗﻨﺶ ﺧﻤﺸﻲ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻣﻴﺸﻮد‪.‬‬

‫ﺗﻴﻢ ﻃﻃﺮاﺣﻲ ﺳﺎزه ‪8088‬‬ ‫‬‫‪www‬‬ ‫‪w.Iransazee.com‬‬ ‫‪ww‬‬ ‫‪ww.Saze8088.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪررﺿﺎ ﺟﻌﻔﺮي‬ ‫ﻣﻴﺸﻮد‪.‬‬ ‫د‬ ‫در ﻧﻈﺮ ﮔﺮﻓﺘﻪ‬ ‫ﻛﻤﺎﻧﺶ ﻧﻴﺰ ﻳﻚ ﻧﻮار ﺑﻪ ﻋﻋﺮض واﺣﺪ در ﻟﺒﻪ ووﺗﺮ ﺳﺨﺖ ﻛﻨﻨﺪه ر‬ ‫ﺑﺑﺮاي ﻛﻨﺘﺮل ﺶ‬ ‫ﺑﻂ ﺳﺎده ﺷﺪه زﻳﺮ اﻧﻧﺠﺎم ﻣﻴﭙﺬﻳﺮد‪:‬‬ ‫ﻛﻨﺘﺮل ﺑﺮ اﺳﺎس رواﺑﻂ‬ ‫ددر ﻧﻬﺎﻳﺖ اﻳﻦ دو ﻛﻨ‬ ‫ﺿﺨﺎﻣﺖ ﺑﺮ اﺳﺎس ﻣﻣﻌﻴﺎر ﻛﻨﺘﺮل ﺗﻨﺶ‪:‬‬ ‫ﺿ‬

‫‪ts>1.4R/{(F‬‬ ‫}]‪Fy.Sin2A.ns)*[[(4e2+bs2)0.5-2e‬‬ ‫‪-‬‬

‫ﺿﺨﺎﻣﺖ ﺑﺮ اﺳﺎس ﻣﻣﻌﻴﺎر ﺟﻠﻮﮔﻴﺮي از ﻛﻛﻤﺎﻧﺶ ﺳﺨﺖ ﻛﻨﻨﺪﺪه‪:‬‬ ‫ﺿ‬ ‫‪0/(Fy)0.5‬‬ ‫‪bs/(ts)<1050‬‬ ‫‪bs/(ts)<1050‬‬ ‫‪0*(bs/Ls)/(Fy)0.5‬‬

‫<‪(0.5‬‬ ‫)‪<bs/Ls<1‬‬ ‫)‪(1<bs/Ls<2‬‬

‫ﺣﺴﺐ درﺟﻪ‪:‬‬ ‫زاوﻳﻪ ﺑﺮ ﺐ‬

‫‪56.3‬‬

‫‪A=tan-1(Ls/b‬‬ ‫=)‪/ s‬‬

‫ﺖ ﻛﻨﻨﺪه‪:‬‬ ‫ﻛﻛﻨﺘﺮل ﻧﺴﺒﺖ ﻃﻮل ااﻓﻘﻲ ﺑﻪ ارﺗﻔﺎع ﺳﺨﺖ‬ ‫‪2‬‬

‫‪ok‬‬

‫<‬

‫‪bs/L‬‬ ‫=‪Ls‬‬ ‫‪0.67‬‬ ‫‪0‬‬ ‫‪0.5‬‬ ‫<‬ ‫=‬ ‫=‪es=bs-N/2‬‬ ‫=‪e=es-bs/2‬‬ ‫=‬

‫‪0.67‬‬ ‫‪8.74‬‬ ‫‪3.74‬‬

‫‪cm‬‬ ‫‪cm‬‬

‫اول ﺧﻮاﻫﻴﻢ داﺷﺖ‪:‬‬ ‫ﺑﺑﺮ اﺳﺎس راﺑﻄﻪ ل‬ ‫‪cm‬‬

‫‪1.01‬‬

‫>‪ts‬‬

‫دوم ﻫﻢ ﺧﻮاﻫﻴﻢ داﺷﺖ‪:‬‬ ‫ﺑﺑﺮ اﺳﺎس راﺑﻄﻪ م‬ ‫‪cm‬‬

‫‪0.47‬‬

‫>‪ts‬‬

‫ﻞ ﺑﺮاﺑﺮ ﻣﻘﺪار زﻳﺮ ﺑﺎﺷﺷﺪ‪:‬‬ ‫ﺳﺨﺖ ﻛﻨﻨﺪه ﺑﺎﻳﺪ ﺣﺪاﻗﻞ‬ ‫ﭘﭘﺲ ﺿﺨﺎﻣﺖ ﺖ‬ ‫‪1.01‬‬

‫=)‬

‫‪,‬‬

‫‪0.47‬‬ ‫‪ok‬‬

‫‪1.0‬‬

‫‪1.01‬‬ ‫‪1‬‬ ‫>‬

‫‪ts>Ma‬‬ ‫(‪ax‬‬ ‫‪1‬‬ ‫‪1.2‬‬

‫ﻛﻛﻨﺘﺮل ﻋﺮض و ﺿﺨﺨﺎﻣﺖ ورق ﻧﺸﻴﻤﻦ‬ ‫ﻓﺮض ﻣﻴﺸﻮد ﻛﻪ ﺑﻪ وورق ﻧﺸﻴﻤﻦ وارد‬ ‫ﻮﻟﻔﻪ اﻓﻘﻲ دارا ﻣﻴﺒﺎﺷﺷﺪ ﻛﻪ اﻳﻦ ﻧﻴﺮو ﺮض‬ ‫ﻳﻚ ﻣﻮﻟﻔﻪ ﻣﺎﻳﻞ ﻣﻮاززي ﺑﺎ راﺳﺘﺎي وﺗﺮ ﺳﺳﺨﺖ ﻛﻨﻨﺪه و ﻣﻮﻟﻔﻔﻪ ﻣﺎﻳﻞ ﻧﻴﺰ ﻳﻚ ﻣﻮﻟ‬ ‫وواﻛﻨﺶ ﻋﻤﻮدي ﻚ‬ ‫ﻣﻣﻴﮕﺮدد‪ .‬ﺑﺪﻳﻦ ﻣﻨﻈﻮﻮر ﺑﺎﻳﺪ راﺑﻄﻪ ﺳﺎده ﺷﺷﺪه زﻳﺮ ارﺿﺎ د‬ ‫ﺷﻮد‬ ‫‪kg‬‬

‫‪3049‬‬ ‫‪94‬‬ ‫‪ok‬‬

‫‪R<(F‬‬ ‫=‪Fy.L1.t.tanA)//1.7‬‬ ‫<‬ ‫‪30494‬‬

‫‪60‬‬ ‫‪000‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻛﻨﺘﺮل ﺗﻨﺶ در ﺟﻮش اﺗﺼﺎل ورق ﻧﺸﻴﻤﻦ و ﻟﭽﻜﻲ ﺑﻪ ﺳﺘﻮن‬ ‫ﺿﺮﻳﺐ اﺻﻼح ﺗﻨﺶ ﻣﺠﺎز ﺟﻮش ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﻧﻮع ﻛﻨﺘﺮل ﺟﻮش‬ ‫ارزش ﺟﻮش ﮔﻮﺷﻪ‪:‬‬

‫‪a‬‬

‫ﻛﻨﺘﺮل ﺣﺪاﻛﺜﺮ ﺑﻌﺪ ﺟﻮش‬

‫‪ok‬‬ ‫‪0.9‬‬

‫‪ok‬‬

‫‪0.75‬‬ ‫‪668‬‬ ‫‪1.05‬‬ ‫=‪0.75ts‬‬

‫ﻣﺠﻤﻮع ﻃﻮل ﺟﻮش اﺗﺼﺎل ﺑﻪ ﺳﺘﻮن‬

‫‪cm‬‬

‫=‪f‬‬

‫=‪Rw=0.707*0.3Fu.f.a‬‬ ‫<‬ ‫<‬ ‫‪42‬‬

‫‪0.5‬‬ ‫‪0.5‬‬ ‫=‪Lw=L1+2ns.Ls‬‬

‫ﻓﺮض ﻣﻴﺸﻮد ﻛﻪ ﺗﻤﺎم ﻗﺴﻤﺖ زﻳﺮﻳﻦ ورق ﻧﺸﻴﻤﻦ ﺑﻪ ﺳﺘﻮن ﺟﻮش ﻣﻴﺸﻮد‬ ‫ﻣﻮﻗﻌﻴﺖ ﻣﺤﻮر ﺧﻨﺜﺎي ﺟﻮش‪:‬‬ ‫‪cm‬‬

‫=‪y=[(L1-ns.ts).Ls+ns.Ls2]/Lw‬‬

‫‪9.21‬‬

‫ﺳﻄﺢ ﻣﻘﻄﻊ ﺟﻮش‬

‫‪cm2‬‬

‫‪21‬‬

‫=‪Aw=Lw.a‬‬

‫ﺗﻨﺶ ﺑﺮﺷﻲ در ﺟﻮش‬

‫=‪fv=R/Aw‬‬ ‫‪285.7‬‬ ‫‪kg/cm2‬‬ ‫]‪Iw=a*[ns.Ls3/6+2ns.Ls(y-Ls/2)2+(bs-ns.ts).(Ls-y)2+ns.ts.y2‬‬

‫ﻣﻤﺎن اﻳﻨﺮﺳﻲ ﻣﻘﻄﻊ ﺟﻮش‬

‫‪cm4‬‬ ‫‪kg-cm‬‬

‫‪523.6‬‬ ‫‪52440.0‬‬

‫ﺗﻨﺶ ﻛﺸﺸﻲ ﻣﺎﻛﺴﻴﻤﻢ در ﻣﻘﻄﻊ ﺟﻮش‬

‫‪kg/cm2‬‬

‫‪579.5‬‬

‫=‪ft=M.(Ls-y)/Iw‬‬

‫ﺗﻨﺶ ﺑﺮآﻳﻨﺪ ﻣﺎﻛﺴﻴﻤﻢ ﻣﻮﺟﻮد در ﺟﻮش‬

‫‪kg/cm2‬‬ ‫‪668‬‬

‫‪646.1‬‬ ‫<‬

‫=‪fr=(ft2+fv2)0.5‬‬ ‫‪646.1‬‬

‫‪ok‬‬

‫اﺗﺼﺎل ﺑﺎ ﻣﺸﺨﺼﺎت داده ﺷﺪه ﺟﻮاﺑﮕﻮ ﻣﻴﺒﺎﺷﺪ‬

‫=‪Iw‬‬ ‫=‪M=R.es‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬

‫ﻓﺼﻞ دوازدﻫﻢ‬ ‫ﻃﺮاﺣﻲ ﭘﻴﻬﺎ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﻃﺮاﺣﻲ ﭘﻲ‬ ‫در اﻳﻨﺠﺎ ﻣﺤﺎﺳﺒﺎت ﻣﺮﺑﻮط ﺑﻪ ﻃﺮاﺣﻲ ﭘﻲ اراﺋﻪ ﻣﻴﮕﺮدد‪ .‬در اﻳﻦ زﻣﻴﻨﻪ ﻧﻜﺎت زﻳﺮ ﻧﻴﺰ ﻗﺎﺑﻞ ﺗﻮﺟﻪ اﺳﺖ‪:‬‬ ‫‪ -1‬ﻃﺮاﺣﻲ ﺑﺎ اﺳﺘﻔﺎده از آﻳﻴﻦ ﻧﺎﻣﻪ ‪ CSA‬ﻛﺸﻮر ﻛﺎﻧﺎدا و ﺑﺎ اﺳﺘﻔﺎده از ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﻣﺒﺤﺚ ﻧﻬﻢ ﻣﻘﺮرات ﻣﻠﻲ ﺳﺎﺧﺘﻤﺎﻧﻲ اﻧﺠﺎم ﺷﺪه‬ ‫اﺳﺖ‪.‬‬ ‫‪ -2‬در ﻃﺮاﺣﻲ ﭘﻲ ﺑﻪ روش ﺗﺤﻠﻴﻞ دﻳﻨﺎﻣﻴﻜﻲ ﻋﻼوه ﺑﺮ ﻃﻴﻔﻬﺎي دﻳﻨﺎﻣﻴﻜﻲ ﺟﻬﺎت اﺻﻠﻲ از ﻃﻴﻔﻬﺎي دﻳﻨﺎﻣﻴﻜﻲ ﺟﻬﺎت ﻣﺎﻳﻞ ﻧﻴـﺰ اﺳـﺘﻔﺎده‬ ‫ﺷﺪه اﺳﺖ‪.‬‬ ‫‪ -3‬ﺟﻬﺖ رﻋﺎﻳﺖ ﺿﻮاﺑﻂ ﭘﻮﺷﺶ ﺑﺘﻦ ﻣﻄﺎﺑﻖ ﺿﻮاﺑﻂ ﻣﺒﺤﺚ ﻧﻬﻢ و آﺑﺎ ﻣﻘﺪار ﻓﺎﺻﻠﻪ ﺑﻴﻦ ﻣﺤﻮر آرﻣﺎﺗﻮرﻫﺎي ﻃﻮﻟﻲ ﺗﺎ ﻗﺴﻤﺘﻬﺎي ﺑﻴﺮوﻧﻲ‬ ‫ﭘﻲ در ﻫﺮ ‪ 4‬وﺟﻪ ‪ 8‬ﺳﺎﻧﺘﻴﻤﺘﺮ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ‪.‬‬ ‫‪ -4‬ﺗﻨﺶ ﻣﺠﺎز ﺧﺎك زﻳﺮ ﭘﻲ ‪ 1.75‬ﻛﻴﻠﻮﮔﺮم ﺑﺮ ﺳﺎﻧﺘﻴﻤﺘﺮ ﻣﺮﺑﻊ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ‪ .‬ﻛﻨﺘﺮل ﺗﻨﺶ در زﻳﺮ ﭘﻲ ﺑـﺎ ﻫﻤـﺎن ﺗﺮﻛﻴـﺐ‬ ‫ﺑﺎرﻫﺎي ﺑﻬﺮه ﺑﺮداري ﻛﻨﺘﺮل اﺳﻜﻠﺖ ﻓﻠﺰي اﻧﺠﺎم ﺷﺪه اﺳﺖ‪ .‬ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ آﻧﻜﻪ در ﺑﺮﺧﻲ ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي ﺑﻬﺮه ﺑـﺮداري ﻣﻘـﺪار ﺗـﻨﺶ‬ ‫زﻳﺮ ﭘﻲ ﺑﻴﺶ از ﻣﻘﺪار ﻓﻮق ﺷﺪه اﺳﺖ‪ ،‬ﭼﻬﺖ ﺗﻘﻮﻳﺖ ﭘﻲ ﺑﺮ زﻳﺮ ﭘﻲ ﺳﻨﮕﭽﻴﻦ ﺑﺎ ﺳﻨﮓ ﻻﺷﻪ و ﻣﻼت ﻣﺎﺳﻪ ﺳـﻴﻤﺎن و ﺑـﻪ ﺻـﻮرت‬ ‫ﺳﺮاﺳﺮي ) رادﻳﻪ ( ﺗﻮﺻﻴﻪ ﻣﻴﺸﻮد‪ .‬ﻣﻄﺎﺑﻖ ﺿﻮاﺑﻂ اﺳﺘﺎﻧﺪارد ‪ 519‬ﺗﻨﺶ ﻣﺠﺎز ﺑﺮ روي ﺳﻨﮕﭽﻴﻦ ﺑﺎ ﺳـﻨﮓ ﻻﺷـﻪ و ﻣـﻼت ﻣﺎﺳـﻪ‬ ‫ﺳﻴﻤﺎن ﺣﺪاﻗﻞ ﺑﺮاﺑﺮ ‪ 3‬ﻛﻴﻠﻮﮔﺮم ﺑﺮ ﺳﺎﻧﺘﻴﻤﺘﺮ ﻣﺮﺑﻊ ﺧﻮاﻫﺪ ﺑﻮد‪ .‬در ﻋﻤﻘﻬﺎي ﭘﺎﻳﻴﻨﺘﺮ ﺗﻨﺶ ﻣﺠﺎز ﺧﺎك ﺑﺎﻻﺗﺮ ﻣﻴﺒﺎﺷﺪ و ﺿﻤﻨﺎً ﺗﻨﺸـﻬﺎي‬ ‫زﻳﺮ ﭘﻲ ﺗﺤﺖ زاوﻳﻪ ‪ 45‬درﺟﻪ اﻣﻜﺎن ﺗﻮزﻳﻊ را ﺧﻮاﻫﻨﺪ داﺷﺖ ﻛﻪ ﺑﺮ اﻳﻦ اﺳﺎس ﻣﻘﺪار ﺗﻨﺸـﻬﺎ ﻧﻴـﺰ ﻛـﺎﻫﺶ ﻣﻴﻴﺎﺑـﺪ‪ .‬ﺿـﻤﻦ اﻳﻨﻜـﻪ‬ ‫ﺗﻨﺸﻬﺎي ﻣﺎﻛﺴﻴﻤﻢ ﻫﻢ ﻣﻌﻤﻮﻻً در ﻧﻘﺎط اﻧﺪﻛﻲ از ﭘﻲ و ﺑﻴﺸﺘﺮ ﺑﻪ ﺻﻮرت ﺗﻤﺮﻛﺰ ﺗﻨﺶ اﺳﺖ‪.‬‬ ‫‪ -5‬در ﻣﺤﺎﺳﺒﻪ ﺗﻼﺷﻬﺎي ﻣﻮﺟﻮد در ﭘﻲ و زﻳﺮ ﭘﻲ وزن ﭘﻲ و ﺧﺎك روي ﭘﻲ ﻧﻴﺰ ﻋﻼوه ﺑﺮ ﻧﻴﺮوﻫﺎي وارد از ﻃﺮف اﺳﻜﻠﺖ ﻫﻢ در ﻧﻈـﺮ‬ ‫ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ‪.‬‬ ‫‪ -6‬آرﻣﺎﺗﻮرﻫﺎي ﻃﻮﻟﻲ ﺑﻪ ﺻﻮرت ﺳﺮاﺳﺮي‪ ،‬آرﻣﺎﺗﻮر ﻧﻤﺮه ‪ 25‬در ﻓﻮاﺻﻞ ﻫﺮ ‪ 10‬ﺳﺎﻧﺘﻴﻤﺘﺮ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳـﺖ و در ﻣﺤﻠﻬـﺎي‬ ‫ﻣﻮرد ﻧﻴﺎز آرﻣﺎﺗﻮر ﺗﻘﻮﻳﺘﻲ ﺗﻌﺒﻴﻪ ﮔﺮدﻳﺪه اﺳﺖ‪ .‬آرﻣﺎﺗﻮرﻫﺎ از ﻧﻮع ‪ AIII‬ﻣﻴﺒﺎﺷﻨﺪ‪.‬‬ ‫‪ -7‬ﺑﺮاي رﻋﺎﻳﺖ ﺿﻮاﺑﻂ ﻣﺒﺤﺚ ﻧﻬﻢ و آﻳﻴﻦ ﻧﺎﻣﻪ آﺑﺎ و ﺟﻠﻮﮔﻴﺮي از ﺗﺮاﻛﻢ آرﻣﺎﺗﻮرﻫﺎ‪ ،‬آرﻣﺎﺗﻮرﻫﺎي ﺗﻘﻮﻳﺘﻲ در ﮔﺮوﻫﻬﺎي ﺣﺪاﻛﺜﺮ ﺳـﻪ‬ ‫ﺗﺎﻳﻲ ﺑﻪ ﺻﻮرت ﻣﺜﻠﺜﻲ در ﻛﻨﺎر آرﻣﺎﺗﻮرﻫﺎي اﺻﻠﻲ ﻗﺮار داده ﻣﻴﺸﻮﻧﺪ‪.‬‬ ‫‪ -8‬ﺟﻬﺖ رﻋﺎﻳﺖ ﺿﻮاﺑﻂ ﻣﻬﺎر ﻣﻴﻠﮕﺮدﻫﺎ در ﭘﻲ ﻣﻄﺎﺑﻖ ﺿﻮاﺑﻂ ﻣﺒﺤﺚ ﻧﻬﻢ و آﺑﺎ‪ ،‬ﻣﻴﻠﮕﺮدﻫﺎي اﺻﻠﻲ در اﻧﺘﻬـﺎ ﺑـﺎ ﺧـﻢ ‪ 90‬درﺟـﻪ ﺑـﻪ‬ ‫ﻃﻮل ‪ 12‬ﺑﺮاﺑﺮ ﻗﻄﺮ آرﻣﺎﺗﻮر در ﭘﻲ ﻣﻬﺎر ﻣﻴﺸﻮﻧﺪ و آرﻣﺎﺗﻮرﻫﺎي ﺗﻘﻮﻳﺘﻲ ﻧﻴﺰ از ﻣﺤﻠﻲ ﻛﻪ ﻣﻄﺎﺑﻖ ﻧﺘﺎﻳﺞ ﻧﺮم اﻓﺰار دﻳﮕﺮ ﻣﻮرد ﻧﻴـﺎز‬ ‫ﻧﻤﻴﺒﺎﺷﻨﺪ ﺑﻪ اﻧﺪازه ﻋﻤﻖ ﻣﻮﺛﺮ ﭘﻲ از ﻫﺮ ﻃﺮف ﺑﻪ ﺻﻮرت ﻣﺴﺘﻘﻴﻢ اداﻣﻪ داده ﻣﻴﺸﻮﻧﺪ‪.‬‬ ‫‪ -9‬ﺟﻬﺖ رﻋﺎﻳﺖ ﺿﻮاﺑﻂ ﻟﺮزه اي ﻣﺒﺤﺚ ﻧﻬﻢ و آﺑﺎ ﺑﺮاي ﺣﺪ ﺷﻜﻠﭙﺬﻳﺮي ﻣﺘﻮﺳﻂ در ﻫﻴﭻ ﻣﻘﻄﻌﻲ از ﭘﻲ ﻣﻘﺪار آرﻣﺎﺗﻮرﻫﺎي ﺗﻘـﻮﻳﺘﻲ از‬ ‫دو ﺑﺮاﺑﺮ آرﻣﺎﺗﻮرﻫﺎي اﺻﻠﻲ ﺑﻴﺸﺘﺮ اﺧﺘﻴﺎر ﻧﺸﺪه اﺳﺖ‪.‬‬ ‫‪-10‬‬

‫ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ آﻧﻜﻪ در ﻛﻨﺘﺮل ﺑـﺮش ﭘـﺎﻧﭻ ﺑﺨﺸـﻬﺎﻳﻲ از ﻣﺤـﻴﻂ ﻣﻘﻄـﻊ ﺑﺤﺮاﻧـﻲ ﺧـﺎرج از‬

‫ﻣﺤﺪوده ﻧﻮارﻫﺎي ﭘﻲ ﻗﺮار ﻣﻴﮕﻴﺮد‪ ،‬ﺑﺮاي ﺟﻠﻮﮔﻴﺮي از اﻳﻦ ﻣﺴﺎﻟﻪ و ﺗﻘﻮﻳﺖ ﭘﻲ در ﺑﺮاﺑﺮ ﺑﺮش ﭘﺎﻧﭻ‪ ،‬ﻋﺮض ﭘﻲ در ﻧﺰدﻳﻜـﻲ ﺳـﺘﻮﻧﻬﺎ‬ ‫ﺑﺎ اﻳﺠﺎد ﻳﻚ ﭘﺨﻲ ﺑﻪ ﺻﻮرت ﻣﻮﺿﻌﻲ اﻓﺰاﻳﺶ داده ﺷﺪه اﺳﺖ‪.‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﺷﻜﻞ زﻳﺮ ﻧﻤﺎﻳﺸﮕﺮ ﻣﻘﺎدﻳﺮ ﻣﺎﻛﺴﻴﻤﻢ ﺗﻨﺸﻬﺎي زﻳﺮ ﭘﻲ در ﻧﻘﺎط ﻣﺨﺘﻠﻒ ﭘﻲ ﺗﺤﺖ اﺛﺮ ﺗﻤﺎﻣﻲ ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎ ) ﺑﻪ ﺻﻮرت ﻣﻨﺤﻨﻲ ﻫﺎي ﭘﻮش‬ ‫( ﻣﻴﺒﺎﺷﺪ‪ .‬اﮔﺮ ﺗﻨﺶ ﻣﺠﺎز را ﺑﺮاﺑﺮ ‪ 1.75‬ﻛﻴﻠﻮﮔﺮم ﺑﺮ ﺳﺎﻧﺘﻴﻤﺘﺮ ﻣﺮﺑﻊ ﻓﺮض ﻛﻨﻴﻢ‪ ،‬ﻣﻘﺪار ﺗﻨﺶ دراﻛﺜﺮ ﻧﻘﺎط ﻣﺨﺘﻠﻒ ﭘﻲ ﻛﻤﺘﺮ از اﻳﻦ‬ ‫ﻣﻘﺪار و ﻗﺎﺑﻞ ﻗﺒﻮل اﺳﺖ‪ .‬ﺑﺮاي ﻧﻘﺎﻃﻲ ﻛﻪ ﺟﻮاب ﻧﺪاده اﻧﺪ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﺳﻨﻚ ﻛﺎري در زﻳﺮ ﭘﻲ ﺑﺎ ﺳﻨﮓ ﻻﺷﻪ و ﻣﻼت ﻣﺎﺳﻪ ﺳﻴﻤﺎن‬ ‫ﻣﻴﺘﻮان آن ﻧﻘﺎط را ﻫﻢ ﻗﺎﺑﻞ ﻗﺒﻮل داﻧﺴﺖ‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫در ﺷﻜﻠﻬﺎﻳﻲ ﻛﻪ در اداﻣﻪ ﻗﺮار داده ﺷﺪه اﺳﺖ ﻣﻘﺎدﻳﺮ آرﻣﺎﺗﻮرﻫﺎي ﺗﻘﻮﻳﺘﻲ ﻣﻮرد ﻧﻴﺎز ﭘﻲ ﻋﻼوه ﺑﺮ آرﻣﺎﺗﻮرﻫﺎي ﺳﺮاﺳﺮي ﺑﻪ ﺻﻮرت آرﻣﺎﺗﻮر‬ ‫آﺟﺪار ﻧﻤﺮه ‪ 25‬در ﻓﻮاﺻﻞ ﻫﺮ ‪ 10‬ﺳﺎﻧﺘﻴﻤﺘﺮ ﻧﻤﺎﻳﺶ داده ﺷﺪه اﺳﺖ‪ .‬درﺷﻜﻠﻬﺎ ﻃﻮﻟﻬﺎي ﻣﻮرد ﻧﻴﺎز ﻧﻴﺰ ﺗﺮﺳﻴﻢ ﺷﺪه اﺳﺖ ﻛﻪ اﻟﺒﺘﻪ ﺑﻪ ﻣﻘﺎدﻳﺮ‬ ‫اﻳﻦ ﻃﻮﻟﻬﺎ ﺑﺎﻳﺪ ﻃﻮل ﻣﻬﺎري ﻣﺴﺘﻘﻴﻢ از ﻫﺮ ﻃﺮف ﻧﻴﺰ اﺿﺎﻓﻪ ﺷﻮد‪ .‬اﻳﻦ ﻃﻮل ﻣﻄﺎﺑﻖ ﻣﺒﺤﺚ ﻧﻬﻢ ﻧﺒﺎﻳﺪ ﻛﻤﺘﺮ از ارﺗﻔﺎع ﻣﻮﺛﺮ ﭘﻲ اﺧﺘﻴﺎر ﺷﻮد‪.‬‬ ‫ﺗﻌﺪاد آرﻣﺎﺗﻮرﻫﺎي ﺗﻘﻮﻳﺘﻲ در ﻧﻮارﻫﺎ‪ ،‬ﻗﺴﻤﺖ ﺑﺎﻻ ﺑﺮ ﺣﺴﺐ آرﻣﺎﺗﻮر ﻗﻄﺮ ‪25‬‬

‫ﺗﻴﻢ ﻃﺮاﺣﻲ ﺳﺎزه ‪808‬‬ ‫‬‫‪www.Iransaze.com‬‬ ‫‪www.Saze808.com‬‬ ‫ﻃﺮاح ﺳﺎزه‪ :‬ﻣﻬﻨﺪس اﺣﻤﺪرﺿﺎ ﺟﻌﻔﺮي‬ ‫ﺗﻌﺪاد آرﻣﺎﺗﻮرﻫﺎي ﺗﻘﻮﻳﺘﻲ در ﻧﻮارﻫﺎ‪ ،‬ﻗﺴﻤﺖ ﭘﺎﻳﻴﻦ ﺑﺮ ﺣﺴﺐ آرﻣﺎﺗﻮر ﻗﻄﺮ ‪25‬‬