Design of Beam as per IS: 800 2007Full description
Design of a beam to column connection to BS5950Full description
But recently due to use of high grade of concrete and better quality control in the RCC structures, confinements in the joints as per the new provision of codes leading us to the problem of the congestion. It has been observed at many construction si
In a multi storied building, the beam column joint is one of the most critical regions. Usually the beam column joint was considered as rigid frames. Various researchers over the past years indicated that the joint is not rigid. Now it is also stated
beamFull description
analisis
Beam
Descripción: Capacity Ratio
Descripción: Paper presenting the results of experimental tests on a precast column-beam connection.
Capacity RatioDescripción completa
column sizingFull description
Column Splicing
Descripción: columnas
column sizing
holy
packed bed
Laboratorio de columnas. resistencia de materiales.
Column Piping.
distillation
Chromatography Technique, Column,
CALCULATION OF BEAM/COLUMN SPLICE Project : INCO-Balantang Building : Transfer Tower TT-02 Engineer : Syaiful
End Plate Column edge dist. a1 (mm.) Column bolt dist. a2 (mm.) Row edge dist. b1 (mm.) Row bolt dist. b2 (mm.) Column number na (NOS) Row number nb (NOS) Plate thickness tp (mm.) Plate width W p (mm.) Plate height Hp (mm.)
65 120 35 65 2 3 25 250 500
Height Width Web thickness Flange thickness
Bolts Bolt type A325-X Diameter of bolt D (mm.) 20 Number of bolt n (NOS) 6 Shear plane Single 1 Allowable tension stress 308 Ft (N/mm2) Allowable shear stressFv (N/mm2) 207 Fbu (N/mm2) 633
M V T
= = = = =
(kN-m) (kN) (kN)
= = =
40 37 198
M/(Hu-2.tfu) pD2/4 nFtAb V/(n.Ab)
= = = = =
149 314 290 > 20 207 >
= = = = = = =
V/(n.D.tp) 1.2 Fu n D tfc
(Tf/2)/(W p.tp) 0.4Fy
149
OK.
20
OK.
1.14 1.10 1.67 54 1.91 3,858 22.45 <
25
OK.
= =
12 480 >
12
OK.
= =
12 98 >
12
OK.
CHECK END PLATE THICKNESS Ca Cb Af/Aw pe (mm) am Me (kN-mm) tp (mm)
300 300 10 15
Weld rod class E70XX Size of weld a (mm.) 8 Allowable stress FExx (N/mm2) 490 Effective size 0.707 a 5.66
ENVELOPE FORCE OF SECTION Moment Shear force Tension force CHECK BOLT CAPACITY Tension in flange Tf (kN) Area of bolt Ab (mm2) Tension capacity Ta (kN) Shear stress fv (N/mm2) Allowable shear stress fva (N/mm2)
CALCULATION OF COLUMN SPLICE END PLATE TYPE Project : INCO-Balantang Building : Transfer Tower TT-02 Engineer : Syaiful
Rev. : Date : Reviewer :
CHECK WELDING CAPACITY Upper and lower flange Length of welding L (mm) = 2Bu-twu Ta (kN) = FExx.te.L Web: resist flexure stress from web near tensile bolt Tension in upper col. web Tw (N/mm) = 0.6Fy.twu Ta (N/mm) = 2.FExx.te Web: resist shear stress Length of welding L (mm) = 2(Hu-2.twu) Va (kN) = FExx.te.L
= =
585 1,621 >
Tf = 149
OK.
= =
1,470 5,543 >
1,470
OK.
= =
540 1,497 >
V = 37
OK.
So, END PLATE:
Plate
PL- 250 x 500 x 25 mm.
Bolt -
6 M - 20
CALCULATION OF END PLATE BEAM CONNECTION Project : INCO-Balantang Building : Transfer Tower TT-02 Engineer : Syaiful
Rev. : Date : Reviewer : DATA
Steel Shape WF-350x175x7x11 Steel grade Height Width Web thickness
Hl Bl twl
(mm.) (mm.) (mm.)
A36 350 175 7
Flange thickness
tfl
(mm.)
11
Corner radius
r
(mm.)
14
Yield stregth Fy (N/mm ) Bearing strength Fu (N/mm2)
2
245 400
End Plate Bolt-bolt distance p (mm.) Column number na (NOS) Row number nb (NOS)
100 2 6
T(n) T(n-1) (nb-1)p
T2 T1
Bolts Bolt type Diameter of bolt D (mm.) 2 Area of bolt Abolt (mm ) Number of bolt n (NOS) Allowable tension stress Ft (N/mm2) Allowable shear stress Fv (N/mm2) Allow. tension+shear stress Ft' (N/mm2)
ENVELOPE FORCE OF SECTION Moment Shear force
M V
(kN-m) (kN)
= =
244.5 65.0
CHECK BOLT SINGLE CAPACITY Diameter of bolt D = Bolt to bolt distance, p =
24 100
mm mm
Rs = A bolt .Fv = Rt = A bolt .Ft =
94 139
kN (Shear) kN (Tension)
Assuming : Neutral axis at bottom Bolt STRESS CHECKING Row number Distance to NA, y (mm) y 2 (mm 2 ) Total distance of bolts : Inertia of Bolts : Tension stress due to load : Shear stress due to load :
