2999  

محاسبات سازه کابلی سردر ورودی

250 kg/cm­²  باشد.

 

 
آیين نامه هاي بارگذاري:

 
آیین نامه هاي طراحي:

 

 

 

 
شاسی کشی عرشه در مدل نرم افزاری به طور دقیق ترسیم شده است و وزن آن به کمک خود نرم افزار محاسبه می شود.
بارها به صورت خطی به المان های اصلی عرشه اعمال شدند.
 

 
بار زنده حاکم در این پروژه بار برف می باشد و مقدار 180Kg/m2 برای آن در نظر گرفته شده است.
 
 
 
 
 
 
 

 

 
اعضاي فولادی لازم است براي تلاش هاي ناشي از تركيبات بارگذاري زير طراحي گردند:
 
1) 1.4 D
2) 1.2 D 1.6 L 0.5(S,Lroof)
3) 1.2 D 1 L 1.6(S,Lroof)
 
همچنين براي كنترل تنش مجاز خاك زير فونداسیون و کنترل تنش گسیختگی استفاده شده است:
 
1) D L
2) D 0.75 L
D : بارهای مرده ساختمان
L : بارهای زنده ساختمان

 

 

 
AISC 360-10 STEEL SECTION CHECK  (Summary for Combo and Station)
 Units  : Kgf, cm, C
 
 Frame : 28        X Mid: 301.433    Combo: COMB3            Design Type: Brace               
 Length: 882.998   Y Mid: 350.000    Shape: Pipe20t1         Frame Type: OMF                
 Loc   : 415.528   Z Mid: 425.000    Class: Compact          Princpl Rot: 0.000 degrees
 
 Provision: LRFD   Analysis: Direct Analysis          
 D/C Limit=0.950   2nd Order: General 2nd Order        Reduction: Tau-b Fixed              
 AlphaPr/Py=0.091  AlphaPr/Pe=0.068  Tau_b=1.000       EA factor=0.800   EI factor=0.800  
 
 PhiB=0.900        PhiC=0.900        PhiTY=0.900       PhiTF=0.750      
 PhiS=0.900        PhiS-RI=1.000     PhiST=0.900       
 
 A=74.729          I33=3292.070      r33=6.637         S33=329.207       Av3=37.479       
 J=6584.140        I22=3292.070      r22=6.637         S22=329.207       Av2=37.479       
 E=2000000.000     fy=2400.000       Ry=1.200          z33=446.215      
 RLLF=1.000        Fu=3700.000                         z22=446.215       
 
 HSS Welding: ERW  Reduce HSS Thickness? No           
 
 
 STRESS CHECK FORCES & MOMENTS (Combo COMB3)
     Location              Pu        Mu33        Mu22         Vu2         Vu3          Tu
     415.528       -16302.694  456536.508   -5543.904    4501.169    -104.285   10578.345
 
 PMM DEMAND/CAPACITY RATIO   (H1-1b)
     D/C Ratio:   0.543 = 0.069 0.474 0.006 
                        = (1/2)(Pr/Pc) (Mr33/Mc33) (Mr22/Mc22) 
 
 AXIAL FORCE & BIAXIAL MOMENT DESIGN   (H1-1b)
     Factor                 L          K1          K2          B1          B2          Cm
     Major Bending      0.588       1.000       1.000       1.000       1.000       1.000
     Minor Bending      0.096       1.000       1.000       1.000       1.000       1.000
 
                         Lltb        Kltb          Cb
     LTB                0.096       1.000       1.217
 
                           Pu     phi*Pnc     phi*Pnt
                        Force    Capacity    Capacity
     Axial         -16302.694  118194.022  161415.458
 
                           Mu      phi*Mn      phi*Mn      phi*Mn
                       Moment    Capacity      No LTB        Cb=1
     Major Moment  456536.508  963824.783  963824.783  963824.783
     Minor Moment   -5543.904  963824.783
 
                           Tu          Tn      phi*Tn
                       Moment    Capacity    Capacity
     Torsion        10578.345 1007770.508  906993.457
 
 SHEAR CHECK  
                           Vu      phi*Vn      Stress      Status
                        Force    Capacity       Ratio       Check
     Major Shear     4501.169   48424.637       0.093          OK
     Minor Shear      104.285   48424.637       0.002          OK
 
 

 
AISC 360-10 STEEL SECTION CHECK  (Summary for Combo and Station)
 Units  : Kgf, cm, C
 
 Frame : 11        X Mid: 421.000    Combo: COMB4            Design Type: Beam                
 Length: 300.000   Y Mid: 350.000    Shape: IPE270           Frame Type: OMF                
 Loc   : 270.000   Z Mid: 0.000      Class: Compact          Princpl Rot: 0.000 degrees
 
 Provision: LRFD   Analysis: Direct Analysis          
 D/C Limit=0.950   2nd Order: General 2nd Order        Reduction: Tau-b Fixed             
 AlphaPr/Py=0.006  AlphaPr/Pe=0.002  Tau_b=1.000       EA factor=0.800   EI factor=0.800  
 
 PhiB=0.900        PhiC=0.900        PhiTY=0.900       PhiTF=0.750      
 PhiS=0.900        PhiS-RI=1.000     PhiST=0.900       
 
 A=45.900          I33=5790.000      r33=11.231        S33=428.889       Av3=22.950       
 J=15.900          I22=420.000       r22=3.025         S22=62.222        Av2=17.820       
 E=2000000.000     fy=2400.000       Ry=1.200          z33=484.000       Cw=70870.842     
 RLLF=1.000        Fu=3700.000                         z22=97.000        
 
 
 STRESS CHECK FORCES & MOMENTS (Combo COMB4)
     Location              Pu        Mu33        Mu22         Vu2         Vu3          Tu
     270.000         -653.198  131709.581  -30447.582    4383.834   -1014.919       0.000
 
 PMM DEMAND/CAPACITY RATIO   (H1-1b)
     D/C Ratio:   0.275 = 0.004 0.126 0.145 
                        = (1/2)(Pr/Pc) (Mr33/Mc33) (Mr22/Mc22) 
 
 AXIAL FORCE & BIAXIAL MOMENT DESIGN   (H1-1b)
     Factor                 L          K1          K2          B1          B2          Cm
     Major Bending      0.267       1.000       1.000       1.000       1.000       1.000
     Minor Bending      0.500       1.000       1.000       1.000       1.000       1.000
 
                         Lltb        Kltb          Cb
     LTB                0.500       1.000       1.998
 
                           Pu     phi*Pnc     phi*Pnt
                        Force    Capacity    Capacity
     Axial           -653.198   87482.555   99144.000
 
                           Mu      phi*Mn      phi*Mn      phi*Mn
                       Moment    Capacity      No LTB        Cb=1
     Major Moment  131709.581 1045440.000 1045440.000 1045440.000
     Minor Moment  -30447.582  209520.000
 
 SHEAR CHECK  
                           Vu      phi*Vn      Stress      Status
                        Force    Capacity       Ratio       Check
     Major Shear     4383.834   25660.800       0.171          OK
     Minor Shear     1014.919   35691.839       0.028          OK
 
 CONNECTION SHEAR FORCES FOR BEAMS
                       VMajor      VMajor
                         Left       Right
     Major (V2)      3448.337    4443.282
 

 
AISC 360-10 STEEL SECTION CHECK  (Summary for Combo and Station)
 Units  : Kgf, cm, C
 
 Frame : 15        X Mid: 421.000    Combo: COMB3            Design Type: Brace               
 Length: 204.570   Y Mid: 421.996    Shape: UPN140           Frame Type: OMF                
 Loc   : 102.285   Z Mid: -72.656    Class: Compact          Princpl Rot: 0.000 degrees
 
 Provision: LRFD   Analysis: Direct Analysis           
 D/C Limit=0.950   2nd Order: General 2nd Order        Reduction: Tau-b Fixed             
 AlphaPr/Py=0.181  AlphaPr/Pe=0.300  Tau_b=1.000       EA factor=0.800   EI factor=0.800  
 
 PhiB=0.900        PhiC=0.900        PhiTY=0.900       PhiTF=0.750      
 PhiS=0.900        PhiS-RI=1.000     PhiST=0.900       
 
 A=20.360          I33=604.400       r33=5.448         S33=86.343        Av3=10.000       
 J=5.372           I22=62.600        r22=1.753         S22=14.719        Av2=9.800        
 E=2000000.000     fy=2400.000       Ry=1.200          z33=105.400       Cw=2070.514      
 RLLF=1.000        Fu=3700.000                         z22=31.430         
 
 STRESS CHECK FORCES & MOMENTS (Combo COMB3)
     Location              Pu        Mu33        Mu22         Vu2         Vu3          Tu
     102.285        -8856.904     706.181       0.000       0.000       0.000       0.000
 
 PMM DEMAND/CAPACITY RATIO   (H1-1a)
     D/C Ratio:   0.405 = 0.403 0.003 0.000 
                        = (Pr/Pc) (8/9)(Mr33/Mc33) (8/9)(Mr22/Mc22) 
 
 AXIAL FORCE & BIAXIAL MOMENT DESIGN   (H1-1a)
     Factor                 L          K1          K2          B1          B2          Cm
     Major Bending      1.000       1.000       1.000       1.000       1.000       1.000
     Minor Bending      1.000       1.000       1.000       1.000       1.000       1.000
 
                         Lltb        Kltb          Cb
     LTB                1.000       1.000       1.316
 
                           Pu     phi*Pnc     phi*Pnt
                        Force    Capacity    Capacity
     Axial          -8856.904   21999.651   43977.600
 
                           Mu      phi*Mn      phi*Mn      phi*Mn
                       Moment    Capacity      No LTB        Cb=1
     Major Moment     706.181  227664.000  227664.000  200544.153
     Minor Moment       0.000   50868.939
  SHEAR CHECK  
                           Vu      phi*Vn      Stress      Status
                        Force    Capacity       Ratio       Check
     Major Shear        0.000   12700.800       0.000          OK
     Minor Shear        0.000   15552.000       0.000          OK

 

 
AISC 360-10 STEEL SECTION CHECK  (Summary for Combo and Station)
 Units  : Kgf, cm, C
 
 Frame : 34        X Mid: 588.462    Combo: COMB3            Design Type: Beam                
 Length: 300.000   Y Mid: 350.000    Shape: Box80X80X4       Frame Type: OMF                
 Loc   : 172.000   Z Mid: 500.000    Class: Compact          Princpl Rot: 0.000 degrees
 
 Provision: LRFD   Analysis: Direct Analysis          
 D/C Limit=0.950   2nd Order: General 2nd Order        Reduction: Tau-b Fixed             
 AlphaPr/Py=0.006  AlphaPr/Pe=0.003  Tau_b=1.000       EA factor=0.800   EI factor=0.800  
 
 PhiB=0.900        PhiC=0.900        PhiTY=0.900       PhiTF=0.750      
 PhiS=0.900        PhiS-RI=1.000     PhiST=0.900       
 
 A=12.160          I33=117.385       r33=3.107         S33=29.346        Av3=6.400        
 J=175.590         I22=117.385       r22=3.107         S22=29.346        Av2=6.400        
 E=2000000.000     fy=2400.000       Ry=1.200          z33=34.688        
 RLLF=1.000        Fu=3700.000                         z22=34.688        
 
 HSS Welding: ERW  Reduce HSS Thickness? No           
 
 
 STRESS CHECK FORCES & MOMENTS (Combo COMB3)
     Location              Pu        Mu33        Mu22         Vu2         Vu3          Tu
     172.000         -163.536   17289.351  -17668.920      56.205       0.009       0.000
 
 PMM DEMAND/CAPACITY RATIO   (H1-1b)
     D/C Ratio:   0.471 = 0.004 0.231 0.236 
                        = (1/2)(Pr/Pc) (Mr33/Mc33) (Mr22/Mc22) 
 
 AXIAL FORCE & BIAXIAL MOMENT DESIGN   (H1-1b)
     Factor                 L          K1          K2          B1          B2          Cm
     Major Bending      0.733       1.000       1.000       1.000       1.000       1.000
     Minor Bending      0.733       1.000       1.000       1.000       1.000       1.000
 
                         Lltb        Kltb          Cb
     LTB                0.733       1.000       1.115
 
                           Pu     phi*Pnc     phi*Pnt
                        Force    Capacity    Capacity
     Axial           -163.536   20350.574   26265.600
 
                           Mu      phi*Mn      phi*Mn      phi*Mn
                       Moment    Capacity      No LTB        Cb=1
     Major Moment   17289.351   74926.080   74926.080   74926.080
     Minor Moment  -17668.920   74926.080
 
                           Tu          Tn      phi*Tn
                       Moment    Capacity    Capacity
     Torsion            0.000   66183.521   59565.169
 
 SHEAR CHECK  
                           Vu      phi*Vn      Stress      Status
                        Force    Capacity       Ratio       Check
     Major Shear       56.205    7050.240       0.008          OK
     Minor Shear        0.009    7050.240   1.254E-06          OK
 
 CONNECTION SHEAR FORCES FOR BEAMS
                       VMajor      VMajor
                         Left       Right
     Major (V2)       112.422     112.392

 

 

 
AISC 360-10 STEEL SECTION CHECK  (Summary for Combo and Station)
 Units  : Kgf, cm, C
 
 Frame : 65        X Mid: 850.000    Combo: COMB3            Design Type: Beam                
 Length: 1700.000  Y Mid: 200.000    Shape: IPB200           Frame Type: OMF                
 Loc   : 850.000   Z Mid: 500.000    Class: Compact          Princpl Rot: 0.000 degrees
 
 Provision: LRFD   Analysis: Direct Analysis          
 D/C Limit=0.950   2nd Order: General 2nd Order        Reduction: Tau-b Fixed             
 AlphaPr/Py=0.006  AlphaPr/Pe=0.030  Tau_b=1.000       EA factor=0.800   EI factor=0.800  
 
 PhiB=0.900        PhiC=0.900        PhiTY=0.900       PhiTF=0.750      
 PhiS=0.900        PhiS-RI=1.000     PhiST=0.900       
 
 A=75.300          I33=5513.475      r33=8.557         S33=551.348       Av3=50.000       
 J=46.867          I22=2001.033      r22=5.155         S22=200.103       Av2=18.000       
 E=2000000.000     fy=2400.000       Ry=1.200          z33=620.025       Cw=171213.365    
 RLLF=1.000        Fu=3700.000                         z22=303.443       
 
 
 STRESS CHECK FORCES & MOMENTS (Combo COMB3)
     Location              Pu        Mu33        Mu22         Vu2         Vu3          Tu
     850.000         1128.893  459158.971   21309.106     140.849     -14.557       0.000
 
 PMM DEMAND/CAPACITY RATIO   (H1.2,H1-1b)
     D/C Ratio:   0.379 = 0.003 0.343 0.033 
                        = (1/2)(Pr/Pc) (Mr33/Mc33) (Mr22/Mc22) 
 
 AXIAL FORCE & BIAXIAL MOMENT DESIGN   (H1.2,H1-1b)
     Factor                 L          K1          K2          B1          B2          Cm
     Major Bending      1.000       1.000       1.000       1.000       1.000       1.000
     Minor Bending      0.054       1.000       1.000       1.000       1.000       1.000
 
                         Lltb        Kltb          Cb
     LTB                0.054       1.000       1.004
 
                           Pu     phi*Pnc     phi*Pnt
                        Force    Capacity    Capacity
     Axial           1128.893   29723.463  162648.000
 
                           Mu      phi*Mn      phi*Mn      phi*Mn
                       Moment    Capacity      No LTB        Cb=1
     Major Moment  459158.971 1339254.000 1339254.000 1339254.000
     Minor Moment   21309.106  655435.800
 
 SHEAR CHECK   
                           Vu      phi*Vn      Stress      Status
                        Force    Capacity       Ratio       Check
     Major Shear      140.849   23328.000       0.006          OK
     Minor Shear       14.557   77760.000       0.000          OK
 
 CONNECTION SHEAR FORCES FOR BEAMS
                       VMajor      VMajor
                         Left       Right
     Major (V2)       398.170     404.230
 
 
 

1- طراحي فونداسيون

1-1- كنترل تنش مجاز خاك

1-2- خروجي هاي طراحي سازه فونداسيون