1.5 PUNCHING SHEAR CHECK
66 of 188
SAFE
SAFE v8.1.0 - File: PENT 100 IFC-R1-A - December 5,2009 11:40 - Scale: Fit to Page Structural Layer Plan View - KN-m Units
67 of 188
LARSEN & TOUBRO LIMITED GLOBAL ENGINERING SERVICES
PROJECT:
SIDRA MEDICAL & RESEARCH CENTER, DOHA
TITLE:
CLINIC BUILDING-PUNCHING SHEAR CHECK
DOCUMENT NO
DATE
1861B-CS-05-00216
08/12/2009
DESIGNED
CHECKED
KAMAL
JSB/MDS
SHEET
Punching Shear check Pent floor level.(450 mm slab Thickness) Total maximum load on column ( Grid F-5 column load) (Point label : 32)
V =
3390
kN
(Subtracting beam shear forces 331KN ) (3721 - 331 = 3390)
Moment transmitted to column
Mx =
0
kN-m
Moment transmitted to column
My =
122
kN-m
Depth of Slab provided
=
450
mm
clear cover assumed
=
30
mm
Effective depth of the Slab
=
372
mm
Size of the column
=
800
mm
Grade of Reinforcement
=
420
N/mm2
Grade of Concrete of Flat Slab
=
40
N/mm2
Veff
i) Effective shear force at face of column maximum shear stress at the column face
=
3618.8
=
Veff / (uod)
uo =
v max
4xd
kN
=
(Unbalanced bending moment from SAFE) along axis of beam My is 122 kN-m
(Square)
( As per clause 3.7.6.2 of BS:8110- Part-1-2005)
3200
mm
3618750 = --------------------------1190400 =
3.04
N/mm2
<
2 5 N/mm
N/mm2 < 5 0.8 √fck = (refer 3.7.7.2, BS8110-1)
Hence safe ii) Punching shear perimeter at 1.5d from face of column : u = =
4 x ( Column size + 2 x 1.5 x effective depth of slab) 4x ( 800 + 2 x 1.5 x372)
=
7664
mm
1.5d
1916 1.5d
1.5d 1916
mm 1.5d
1916mm
68 of 188
LARSEN & TOUBRO LIMITED GLOBAL ENGINERING SERVICES
PROJECT:
SIDRA MEDICAL & RESEARCH CENTER, DOHA
TITLE:
CLINIC BUILDING-PUNCHING SHEAR CHECK
Effective shear force at 1.5d from face of column Net shear force at 1.5d from face of column
Veff =
Veff =
Design punching shear stress
v
3485.511 kN
3373.9
DOCUMENT NO
DATE
1861B-CS-05-00216
08/12/2009
DESIGNED
CHECKED
KAMAL
JSB/MDS
SHEET
( As per clause 3.7.6.2 of BS:8110- Part-1-2005)
kN
Veff = --------uxd 3373.92*1000 = ---------------------------7664 x 372 =
1.18
N/mm2
Area of main steel given
=
8040
mm2
% of steel
=
2.16 %
Corresponding shear stress ( refer Table3.8, BS8110-1)
=
0 82 N/mm2 0.82
Vc =
0.96 N/mm2
this value to increased by (fck/25)
1/3
v
> Vc
Grade
=
40
N/mm2
(refer 3.7.7.4, BS8110-1)
Shear reinforcement is required As Per Clause3.7.7.5 of BS 8110 : 1997
Design of Shear Links : v
=
1.18 N/mm2
Vc
=
0.96 N/mm2 for case v<1.6vc
For Case
= 1.6 x0.9
=
Diameter of Shear Links Area Of Shear Links
= asv = PI()*dia^2/4
Grade of Shear Links Reinforcement
= fyv =
1.53 N/mm2 12 mm 113.10
mm2
420 N/mm2
Angle between the Shear Reinforcement & Plane of the Slab Total Shear Reinforcement Required
∑Asv =
Min Shear Reinforcement Required
∑Asv Sinα
∑Asv Req
<
∑Asv Min So, Provide ∑Asv =
No Of Shear Links In section Considered Provide
90
=
0
(v-Vc) x u x d (0.87 x fyv ) = 0.4 x u x d/(0.87 x fyv)
=
3121 mm2
mm2
3121.0 n = Asv/asv
1762.05 mm2
=
=
28
28 Nos of 12 mm dia bars
69 of 188
LARSEN & TOUBRO LIMITED GLOBAL ENGINERING SERVICES
PROJECT:
SIDRA MEDICAL & RESEARCH CENTER, DOHA
TITLE:
CLINIC BUILDING-PUNCHING SHEAR CHECK
DOCUMENT NO
DATE
1861B-CS-05-00216
08/12/2009
DESIGNED
CHECKED
KAMAL
JSB/MDS
SHEET
iii) Punching shear perimeter at 2.25d from face of column :u = =
4 x ( Column size + 2 x 2.25 x effective depth of slab) 9896
=
4x ( 800 + 2 x 2.25 x372)
mm
2.25d.
2474 2.25d
2.25d 2.25d
2474mm Effective shear force at 2.25d from face of column
Veff =
3464.0
kN
Net shear force at 2.25d from face of column
Veff =
3278
kN
Design punching shear stress
v
( As per clause 3.7.6.2 of BS:8110- Part-1-2005)
Veff = --------uxd 3277.91*1000 = ---------------------------9896 x 372 =
0.89
N/mm2
Area of main steel given
=
% of steel
=
2.16 %
Corresponding shear stress ( refer Table3.8, BS8110-1)
=
0.82 N/mm2
Vc =
0.96 N/mm2
this value to increased by (fck/25)
1/3
v
8040
< Vc
mm2
Grade
=
40
N/mm
2
(refer 3.7.7.4, BS8110-1)
Punching Shear is OK, No shear reinforcement is required.
70 of 188
LARSEN & TOUBRO LIMITED GLOBAL ENGINERING SERVICES DOCUMENT NO PROJECT:
SIDRA MEDICAL & RESEARCH CENTER, DOHA
08/12/2009
DESIGNED
CHECKED
KAMAL
JSB/MDS
CLINIC BUILDING-PUNCHING SHEAR CHECK
TITLE:
DATE
1861B-CS-05-00216
SHEET
Punching Shear check Pent floor level.(450 mm slab Thickness) Total maximum load on column ( Grid E-4 column load) (Point label : 56)
V =
Moment transmitted to column
Mx
=
Moment transmitted to column
My
=
2648
kN
(Subtracting beam shear forces 305KN from safe output,2750 -102 = 2648)
578
kN-m
(Unbalanced bending moment from SAFE) Max. of Mx and My is 578 kN-m
kN-m
Depth of Slab provided
=
450
mm
clear cover assumed
=
30
mm
Effective depth of the Slab
=
372
mm
d =
700
mm
Grade of Reinforcement
=
420
N/mm2
Grade of Concrete of Flat Slab
=
40
N/mm2
Size of the column
i) Effective shear force at face of column
= Vt *
(circuar)
( As per clause 3.7.6.2 of BS:8110- Part-1-2005) Where,Mt- Design moment about x/y axis
{1+ 1.5Mt } Vt x
= 2648X{1+ (1.5X578) + (2648X700/1000) Veff
Effective shear force at face of column
=
maximum shear stress at the column face
= uo =
v max
3886.6
0}
x - length of the side of the perimeter considered parallel to axis of bending
kN
Veff / (uod) ∏xd
=
2199.11 mm
3886571 = --------------------------(2199.12x372) =
4.75
N/mm2
<
2 5 N/mm
N/mm2 0.8 √fck = < 5 (refer 3.7.7.2, BS8110-1)
Hence safe ii) Punching shear perimeter at 1.5d from face of column : u = =
4 x ( Column size + 2 x 1.5 x effective depth of slab) 4x ( 700 + 2 x 1.5 x372)
=
7264
mm
1.5d
1816mm 1.5d
1.5d 1816
mm 1.5d
1816mm
71 of 188
LARSEN & TOUBRO LIMITED GLOBAL ENGINERING SERVICES DOCUMENT NO PROJECT:
SIDRA MEDICAL & RESEARCH CENTER, DOHA
Effective shear force at 1.5d from face of column
Veff = Vt *
Veff Effective shear force at 1.5d from face of column Net shear force at 1.5d from face of column
CHECKED
KAMAL
JSB/MDS
= 2648X{1+ (1.5X578) + (2648X1816/1000)
v
kN
3125.4 -{((0.45*24+4)*1.4+2.5*1.6)*1816*1816/1000000}
Vnet =
Design punching shear stress
0}
Veff - {((SW+DL)*1.4+LL*1.6)*Lx*Ly/1000000}
= =
Net shear force at 1.5d from face of column
SHEET
( As per clause 3.7.6.2 of BS:8110- Part-1-2005)
{1+ 1.5Mt } Vt x
Veff = 3125.42
08/12/2009
DESIGNED
CLINIC BUILDING-PUNCHING SHEAR CHECK
TITLE:
DATE
1861B-CS-05-00216
3043.9
kN
Vnet = --------uxd 3043.9*1000 = ---------------------------7264 x 372 =
1.13
N/mm2
Area of main steel given
=
8040
mm2
% of steel
=
2.16
%
Corresponding shear stress ( refer Table3.8, BS8110-1)
=
0.83
N/mm2
Vc =
0.97
N/mm2
this value to increased by (fck/25)1/3
v
> Vc
Grade
=
40
N/mm2
(refer 3.7.7.4, BS8110-1)
Shear reinforcement is required As Per Clause3.7.7.5 of BS 8110 : 1997
Design of Shear Links : v
=
1.13 N/mm2
Vc
=
0.97 N/mm2 for case v<1.6vc
For Case
= 1.6 x0.9
=
Diameter of Shear Links Area Of Shear Links
1.550807 N/mm2 12 mm
= asv = PI()*dia^2/4
Grade of Shear Links Reinforcement
113.10
=
mm2
420 N/mm2
fyv =
Angle between the Shear Reinforcement & Plane of the Slab Total Shear Reinforcement Required
∑Asv =
(v-Vc) x u x d (0.87 x fyv )
Min Shear Reinforcement Required
∑Asv Sinα
=
∑Asv Req
<
∑Asv Min So, Provide ∑Asv =
No Of Shear Links In section Considered Provide
90 0
=
0.4 x u x d/(0.87 x fyv)
=
2958 mm2
mm2
2958.1 n = Asv/asv
1162.49 mm2
=
=
26
26 Nos of 12 mm dia bars
72 of 188
LARSEN & TOUBRO LIMITED GLOBAL ENGINERING SERVICES DOCUMENT NO PROJECT:
SIDRA MEDICAL & RESEARCH CENTER, DOHA CLINIC BUILDING-PUNCHING SHEAR CHECK
TITLE:
DATE
1861B-CS-05-00216
08/12/2009
DESIGNED
CHECKED
KAMAL
JSB/MDS
SHEET
iii) Punching shear perimeter at 2.25d from face of column :u = =
4 x ( Column size + 2 x 2.25 x effective depth of slab) 9496
=
4x ( 700 + 2 x 2.25 x372)
mm
2.25d.
2374mm 2.25d
2.25d 2.25d
2374mm Effective shear force at 2.25d from face of column
Veff Effective shear force at 2.25d from face of column Net shear force at 2.25d from face of column
{1+ 1.5Mt } ( As per clause 3.7.6.2 of BS:8110- Part-1-2005) Vt x (1.5X578) = 2648X{1+ + 0} (2648X2374/1000)
Veff
Veff =
Design punching shear stress
kN
Veff - {((SW+DL)*1.4+LL*1.6)*Lx*Ly/1000000}
=
3013.2 -{((0.45*24+4)*1.4+7.5*1.6)*2374*2374/1000000}
Vnet =
v
Vt *
3013.2
= Net shear force at 2.25d from face of column
=
2873.89
kN
Vnet = --------uxd 2873.89*1000 = ---------------------------9496 x 372 =
N/mm2
0.81
Area of main steel given
=
% of steel
=
2.16
%
Corresponding shear stress ( refer Table3.8, BS8110-1)
=
0.83
N/mm2
Vc =
0.97
N/mm2
this value to increased by (fck/25)1/3
v
< Vc
mm2
8040
Grade
=
40
N/mm2
(refer 3.7.7.4, BS8110-1)
Punching Shear is OK, No shear reinforcement is required.
73 of 188
LARSEN & TOUBRO LIMITED GLOBAL ENGINERING SERVICES
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHA
DOCUMENT NO
DATE
1861B-CS-05-00216
08/12/2009
DESIGNED
CHECKED
KAMAL
JSB/MDS
CLINIC BUILDING-PUNCHING SHEAR CHECK
TITLE:
SHEET
Punching Shear check Pent floor level.(450 mm slab Thickness) Total maximum load on column ( Grid C-9 column load) (Point label : 14)
V =
1263
kN
(Subtracting beam shear forces 283KN & 273KN from safe output,1819 - 283 - 273 = 1263) (Unbalanced bending moment from SAFE) Along axis of the beam My is 1162kN-m
Moment transmitted to column
Mx =
0
kN-m
Moment transmitted to column
My =
1162
kN-m
Depth of Slab provided
=
450
mm
clear cover assumed
=
30
mm
Effective depth of the Slab
=
372
mm
Size of the column
=
700
mm
Grade of Reinforcement
=
420
N/mm2
Grade of Concrete of Flat Slab
=
40
N/mm2
i) Effective shear force at face of column
Veff
= 1.25 X V
i) Effective shear force at face of column
Veff
=
1578.8
=
Veff / (uod)
maximum shear stress at the column face
uo =
v max
∏xd
(Circular)
( As per clause 3.7.6.3 of BS:8110- Part-1-2005) kN
=
2199.11 mm
1578750 = --------------------------(2199.12x372) =
1.93
N/mm2
<
2 5 N/mm
N/mm2 0.8 √fck = < 5 (refer 3.7.7.2, BS8110-1)
Hence safe ii) Punching shear perimeter at 1.5d from face of column : u = =
( Column size + 2 x 1.5 x effective depth of slab)+2 ( Column size + 1.5 x effective depth of slab) ( 700 + 2 x 1.5 x372)+2(700+1.5x372)
=
4332
mm
1258mm 1.5d
1.5d 1258
mm 1.5d
1816mm
74 of 188
LARSEN & TOUBRO LIMITED GLOBAL ENGINERING SERVICES
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHA
DOCUMENT NO
DATE
1861B-CS-05-00216
08/12/2009
DESIGNED
CHECKED
KAMAL
JSB/MDS
CLINIC BUILDING-PUNCHING SHEAR CHECK
TITLE:
Effective shear force at 1.5d from face of Veff column Effective shear force at 1.5d from face of column Net shear force at 1.5d from face of column
= 1.25 X V
Veff =
=
1578.75 kN
1579 -{((0.45*24+5.5)*1.4+4*1.6)**/1000000}
Veff =
Design punching shear stress
v
( As per clause 3.7.6.3 of BS:8110- Part-1-2005)
Veff - {((SW+DL)*1.4+LL*1.6)*Lx*Ly/1000000}
=
Net shear force at 1.5d from face of column
SHEET
1509.3
kN
Veff = --------uxd 1509.31*1000 = ---------------------------4332 x 372 =
0.94
N/mm2
Area of main steel given
=
4020
mm2
% of steel
=
1.08 %
Corresponding shear stress ( refer Table3.8, BS8110-1)
=
0.66 N/mm2
Vc =
0.77 N/mm2
this value to increased by (fck/25)1/3
v
> Vc
Grade
=
2 40 N/mm
(refer 3.7.7.4, BS8110-1)
Shear reinforcement is required As Per Clause3.7.7.5 of BS 8110 : 1997
Design of Shear Links : v
=
0.94 N/mm2
Vc =
0.77 N/mm2
For Case
for case v<1.6vc
= 1.6 x0.77
=
Diameter of Shear Links Area Of Shear Links
= asv = PI()*dia^2/4
Grade of Shear Links Reinforcement
= fyv =
1.23 N/mm2 12 mm 113.10
mm2
420 N/mm2
Angle between the Shear Reinforcement & Plane of the Slab Total Shear Reinforcement Required
∑Asv =
Min Shear Reinforcement Required
∑Asv Sinα
∑Asv Req <
∑Asv Min So, Provide ∑Asv =
No Of Shear Links In section Considered Provide
90 0
=
(v-Vc) x u x d (0.87 x fyv )
=
= 0.4 x u x d/(0.87 x fyv) 1764.1
n = Asv/asv
731.42 mm2
=
1764 mm2
mm2 =
16
16 Nos of 12 mm dia bars
75 of 188
LARSEN & TOUBRO LIMITED GLOBAL ENGINERING SERVICES
PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHA
DOCUMENT NO
DATE
1861B-CS-05-00216
08/12/2009
CLINIC BUILDING-PUNCHING SHEAR CHECK
TITLE:
DESIGNED
CHECKED
KAMAL
JSB/MDS
SHEET
iii) Punching shear perimeter at 2.25d from face of column :u = = =
( Column size + 2 x 2.25 x effective depth of slab)+2 ( Column size + 2.25 x effective depth of slab) ( 700 + 2 x 2.25 x372)+2(700+2.25x372) 5448
mm
1537mm 2.25d
2.25d 2.25d
2374mm Effective shear force at 2.25d from face Veff of column Effective shear force at 2.25d from face of column
= 1.25 X V
Veff =
Net shear force at2.25d from face of column
Net shear force at 2.25d from face of column Design punching shear stress
1578.75 kN Veff - {((SW+DL)*1.4+LL*1.6)*Lx*Ly/1000000}
= =
1579 -{((0.45*24+5.5)*1.4+4*1.6)**/1000000} 1467.83 kN
Veff =
v
( As per clause 3.7.6.3 of BS:8110- Part-1-2005)
Veff = --------uxd 1467.83*1000 = ---------------------------5448 x 372 =
N/mm2
0.72
Area of main steel given
=
% of steel
=
1.08 %
Corresponding shear stress ( refer Table3.8, BS8110-1)
=
0.66 N/mm2
Vc =
0.77 N/mm2
this value to increased by (fck/25)1/3
v
4020
< Vc
mm2
Grade
=
40 N/mm2
(refer 3.7.7.4, BS8110-1)
Punching Shear is OK, No shear reinforcement is required.
76 of 188
LARSEN & TOUBRO LIMITED GLOBAL ENGINERING SERVICES
PROJECT:
SIDRA MEDICAL & RESEARCH CENTER, DOHA
TITLE:
CLINIC BUILDING-PUNCHING SHEAR CHECK
DOCUMENT NO
DATE
1861B-CS-05-00216
08/12/2009
DESIGNED
CHECKED
KAMAL
JSB/MDS
SHEET
Punching Shear check Pent floor level.(450 mm slab Thickness) Total maximum load on column ( Grid H-8 column load) (Point label : 41)
V =
2830
kN
Moment transmitted to column
Mx =
0
kN-m
Moment transmitted to column
My =
447
kN-m
Depth of Slab provided
=
450
mm
clear cover assumed
=
30
mm
Effective depth of the Slab
=
372
mm
Size of the column
=
800
mm
Grade of Reinforcement
=
420
N/mm2
Grade of Concrete of Flat Slab
=
40
N/mm2
i)) Effective shear force at face of column
Veff
= Vt*
Veff Effective shear force at face of column
Veff
maximum shear stress at the column face
(Square)
( As p per clause 3.7.6.2 of BS:8110- Part-1-2005)) Where, Mt- Design moment about x or y axis
{1+ 1 1.5M 5Mt } Vt x
= 2830X{1+ (1.5X447) + (2830X800/1000) =
3668.1
=
Veff / (uod)
uo = v max
(Unbalanced bending moment from SAFE) Max. of Mx and My is 447 kN-m
4xd
kN
=
x - length of the side of the perimeter considered parallel to axis of bending
0}
( As per clause 3.7.6.2 of BS:8110- Part-1-2005)
3200
mm
3668125 = --------------------------1190400 =
3.08
N/mm2
<
2 5 N/mm
N/mm2 < 0.8 √fck = 5 (refer 3.7.7.2, BS8110-1)
Hence safe ii) Punching shear perimeter at 1.5d from face of column : u = =
4 x ( Column size + 2 x 1.5 x effective depth of slab) 4x ( 800 + 2 x 1.5 x372)
=
7664
mm
1.5d
1916 1.5d
1.5d 1916 mm 1.5d
1916mm
77 of 188
LARSEN & TOUBRO LIMITED GLOBAL ENGINERING SERVICES
PROJECT:
SIDRA MEDICAL & RESEARCH CENTER, DOHA
TITLE:
CLINIC BUILDING-PUNCHING SHEAR CHECK
DOCUMENT NO
DATE
1861B-CS-05-00216
08/12/2009
DESIGNED
CHECKED
KAMAL
JSB/MDS
SHEET
( As per clause 3.7.6.2 of BS:8110- Part-1-2005) Vt* {1+ 1.5Mt } Vt x Veff = 2830X{1+ (1.5X447) + 0} (2830X1916/1000
Effective shear force at 1.5d from face of column
Veff =
Effective shear force at 1.5d from face Veff = of column Net shear force at 1.5d from face of column = = Net shear force at 1.5d from face of column
3179.95
Veff - {((SW+DL)*1.4+LL*1.6)*Lx*Ly/1000000}
3180 -{((0.45*24+5.5)*1.4+4*1.6)**/1000000}
Veff =
Design punching shear stress
v
kN
3068.3
kN
Veff = --------uxd 3068.35*1000 = ---------------------------7664 x 372 =
1.08
N/mm2
Area of main steel given
=
8040
mm2
% of steel
=
2.16
%
Corresponding shear stress ( refer Table3.8, BS8110-1)
=
0.83
N/mm2
Vc =
0.97
N/mm2
this value to increased by (fck/25)1/3
v
> Vc
Grade
=
2 40 N/mm
(refer 3.7.7.4, BS8110-1)
Shear reinforcement is required As Per Clause3.7.7.5 of BS 8110 : 1997
Design of Shear Links : v
=
1.08 N/mm2
Vc
=
0.97 N/mm2 for case v<1.6vc
For Case
= 1.6 x0.9
=
Diameter of Shear Links Area Of Shear Links
1.550807 N/mm2 12 mm
= asv = PI()*dia^2/4
Grade of Shear Links Reinforcement
=
113.10
mm2
420 N/mm2
fyv =
Angle between the Shear Reinforcement & Plane of the Slab Total Shear Reinforcement Required
∑Asv =
Min Shear Reinforcement Required
∑Asv Sinα
∑Asv Req
<
∑Asv Min So, Provide ∑Asv =
No Of Shear Links In section Considered Provide
90 0
=
(v-Vc) x u x d (0.87 x fyv ) =
=
0.4 x u x d/(0.87 x fyv)
3121.0 n = Asv/asv
834.69 mm2
=
3121 mm2
mm2 =
28
28 Nos of 12 mm dia bars
78 of 188
LARSEN & TOUBRO LIMITED GLOBAL ENGINERING SERVICES
PROJECT:
SIDRA MEDICAL & RESEARCH CENTER, DOHA
TITLE:
CLINIC BUILDING-PUNCHING SHEAR CHECK
DOCUMENT NO
DATE
1861B-CS-05-00216
08/12/2009
DESIGNED
CHECKED
KAMAL
JSB/MDS
SHEET
iii) Punching shear perimeter at 2.25d from face of column :u = =
4 x ( Column size + 2 x 2.25 x effective depth of slab) 9896
=
4x ( 800 + 2 x 2.25 x372)
mm
2.25d.
2474 2.25d
2.25d 2.25d
2474mm
Veff Effective shear force at 2.25d from face of column
= Vt *
Veff
Effective shear force at 2.25d from face of column
(1 5X447) (1.5X447) + (2830X2474/1000 3101.0 kN
= 2830X{1+
Veff =
Net shear force at2.25d from face of column
3101 -{((0.45*24+5.5)*1.4+4*1.6)**/1000000}
Net shear force at2.25d from face of column Veff =
v
0}
Veff - {((SW+DL)*1.4+LL*1.6)*Lx*Ly/1000000}
= =
Design punching shear stress
{1+ 1.5Mt } ( As per clause 3.7.6.2 of BS:8110- Part-1-2005) Vt x
2914.95
kN
Veff = --------uxd 2914.96*1000 = ---------------------------9896 x 372 =
0.79
N/mm2
8040
Area of main steel given
=
% of steel
=
2.16
%
Corresponding shear stress ( refer Table3.8, BS8110-1)
=
0.83
N/mm2
Vc =
0.97
N/mm2
this value to increased by (fck/25)1/3
v
< Vc
mm2
Grade
=
40 N/mm2
(refer 3.7.7.4, BS8110-1)
Punching Shear is OK, No shear reinforcement is required.
79 of 188
column reactions SAFE v8.1.0 File: PENT 100% IFC-R1-A December 8,2009 14:10 C O L U M N
S P R I N G
COLUMN
GRID I
27
GRID J
KN-m Units
PAGE 1
R E A C T I O N S LOAD
FZ
MX
MY
146
360 201DLLL
3125.88
21.929
-516.283
28
187
360 201DLLL
3341.12
103.121
44.318
29
242
360 201DLLL
3482.27
242.866
-90.420
30
334
360 201DLLL
3213.45
-4.574
546.858
32
187
319 201DLLL
3721.77
-684.568
122.078
33
242
319 201DLLL
3432.84
-261.686
254.082
37
146
381 201DLLL
3108.99
17.364
-380.802
38
187
381 201DLLL
3509.99
-100.274
-183.408
39
242
381 201DLLL
1853.03
-2214.176
190.887
40
334
381 201DLLL
2888.75
-391.765
186.729
44
146
319 201DLLL
3263.71
-259.402
-594.068
45
334
319 201DLLL
2823.30
697.513
-201.976
12703
65
403 201DLLL
1048.77
-1037.733
-544.526
2
103
403 201DLLL
1750.15
-1219.550
-6.037
3
121
403 201DLLL
1768.52
-1190.928
-4.717
4
146
403 201DLLL
1731.65
-1163.862
22.717
5
187
403 201DLLL
1912.87
-1155.474
-177.265
6
242
403 201DLLL
2563.29
-1183.205
240.105
7
334
403 201DLLL
1632.16
-869.736
-84.454
8
368
403 201DLLL
1908.98
-1227.246
-165.732
9
422
403 201DLLL
1078.68
-881.495
896.770
10
422
381 201DLLL
1897.27
114.903
1194.250
11
422
360 201DLLL
1439.22
363.720
754.878
12
422
216 201DLLL
1940.88
208.823
1098.559
13
422
154 201DLLL
1736.81
-28.074
1178.978
14
422
123 201DLLL
1819.29
-46.446
1162.077
15
422
83 201DLLL
1443.77
337.470
281.116
16
368
83 201DLLL
2250.72 Page 1
139.229
-50.821
80 of 188
column reactions 21
242
154 201DLLL
2891.83
-518.330
-222.424
12808
10
360 201DLLL
829.05
220.878
-147.953
12704
28
381 201DLLL
1929.01
-52.584
-1361.145
12705
38
319 201DLLL
666.42
24.627
-139.568
25
103
360 201DLLL
2087.56
190.407
-487.001
31
368
360 201DLLL
2422.07
353.664
-228.866
34
334
123 201DLLL
2506.54
351.444
396.406
35
103
381 201DLLL
2891.90
391.224
499.701
36
121
381 201DLLL
2554.04
422.071
-3.969
41
368
381 201DLLL
2830.88
362.621
-447.198
42
103
319 201DLLL
1909.99
198.657
-620.210
43
121
319 201DLLL
2456.00
-76.756
155.574
46
368
216 201DLLL
3028.41
517.718
-70.985
47
368
154 201DLLL
2561.80
-19.266
-426.608
48
334
154 201DLLL
2704.81
266.563
277.454
19
368
123 201DLLL
2626.03
-76.232
-418.615
12809
48
293 201DLLL
557.16
117.564
-305.160
60
98
274 201DLLL
1406.59
77.261
-286.853
61
126
234 201DLLL
1863.01
744.813
3.197
64
153
181 201DLLL
1131.90
5.182
-533.954
56
146
216 201DLLL
2749.58
577.628
-446.383
66
195
142 201DLLL
2109.29
205.390
-565.669
12812
241
113 201DLLL
2055.77
1604.747
-308.640
994
368
19 201DLLL
1151.05
434.521
-153.288
2044
121
360 201DLLL
2363.97
-57.572
105.784
15074
356
19 201DLLL
763.68
24.868
109.875
14772
292
96 201DLLL
1982.77
-280.430
97.892
14771
347
77 201DLLL
1371.57
161.908
57.799
14769
340
49 201DLLL
2333.68
-232.485
521.574
Page 2
81 of 188
82 of 188
83 of 188