37082238 calculation a
TRANSCRIPT
PREPARED BY : MLUDATE : 4/8/2023
CHECKED BY : NBOAPPROVED BY : NBO
REVISION : B
PROJECT : ATCT PROJECTSTRUCTURE : METAL WORKS STEEL GRATING SUPPORT FOR PLUMBING SHAFTSTITLE : CHECKED FOR DEFLECTION
I. DEFLECTION RESULT FROM STAAD PRONOTE 1: The only members checked here for deflection are those critical member (located at the middle of the frame)
MEMB RESULT
13 0.75 0.1643 SIMPLY SUPP L/ 200 0.375 OK!14 0.74 0.2320 SIMPLY SUPP L/ 200 0.37 OK!15 0.53 0.2265 SIMPLY SUPP L/ 200 0.265 OK!16 0.48 0.1656 SIMPLY SUPP L/ 200 0.24 OK!17 0.48 0.1656 SIMPLY SUPP L/ 200 0.24 OK!18 0.48 0.0735 SIMPLY SUPP L/ 200 0.24 OK!
37,38 & 39 1.71 0.1808 SIMPLY SUPP L/ 200 0.855 OK!40,41,42,43 & 44 2.15 0.2562 SIMPLY SUPP L/ 200 1.075 OK!
45 46 47 & 48 2.15 0.1791 SIMPLY SUPP L/ 200 1.075 OK!49,50,51,52 & 53 2.15 0.1519 SIMPLY SUPP L/ 200 1.075 OK!
54,55 &56 1.28 0.0880 SIMPLY SUPP L/ 200 0.64 OK!
LENGTH (m)
MAX DEF. STAAD PRO
(cm)SUPPORT
CONDITIONLIMITS FOR
CALC. OF DEF.ALLOWABLE DEFLECTION
(cm)
PREPARED BY : MLUDATE : 4/8/2023
CHECKED BY : NBOAPPROVED BY : NBO
REVISION : B
PROJECT : ATCT PROJECTSTRUCTURE : METAL WORKS STEEL GRATING SUPPORT FOR PLUMBING SHAFTSTITLE : CHECKED FOR DEFLECTION
PREPARED BY : MLUDATE : 4/8/2023
CHECKED BY : NBOAPPROVED BY : NBO
REVISION : B
PROJECT : ATCT PROJECTSTRUCTURE : METAL WORKS STEEL GRATING SUPPORT FOR PLUMBING SHAFTSTITLE : DESIGN OF BASE PLATE CONNECTION
I. Material Propertiespy = 260 Mpa design strength of steel material (S 275)fcu = 30 Mpa concrete design strength
E = 200000 Mpa modulus of elasticity of steel
II. A. Section Properties of 80mm UPN CHANNELb = 45 mm widthd = 80 mm depth .tf = 8 mm thickness of flange
tw = 6 mm thickness of web
B. Section Properties 12 mm HSA Anchor Bolt∅La = 70 mm length of anchor bolt ebedment
= 12 mm anchor bolt diameter= 14 mm hole diameter
As = 84.3 area at the bottom of the treadps = 160 Mpa shearing strength, (grade 4.6 ps = 160, grade 8.8 ps = 375, grade 10.9Mpa ps = 400)pbb = 460 Mpa bearing strength of bolt(grade 4.6, pbb = 460, grade 8.8 pbb = 1000,
grade 10.9, Mpa pbb = 1000)kbs = 1 bolt coefficient for standard hole clearance ( BS 5950, clause 6.3.3.3 )pbs = 460 Mpa bearing strength of bolt (S275 = 460, S355 = 670, S460=670)pt = 240 Mpa tension strength of bolt(grade 4.6, pt=240, grade 8.8 pt=560, grade 10.9, pt = 700)
k = 0.5 Mpa bolt coefficient for block shear (k = 0.5 for single line of bolts, k = 2.5 for two line of bolts)
C. Section Properties 60mm x 200mmmm Base Platebp = 60 mm width of platedp = 200 mm depth platetp = 10 mm thickness of platee = 23 mm edge distance from edge of the hole to the nearest edge of the plate
Av = 1700 shear area for one bolt [Av = Lv (tp)]Ke = 1.2 effective net area coefficient (S275, Ke=1.2; S355, Ke=1.1; S460, Ke=1.0)Lt = 30 mm length of tension faceLv = 170 mm length of shear facesy = 100 spacing of bolts
cy1 = 60 upper distance from center of bolts to edge of the platecy2 = 40 down distance from center of bolts to edge of the plate
II. Reaction (NODE 2, see staad report)Fv = 4.93 KN reaction vertical (shear force)M = 0.43 KNm maximum moment
IV. Allowable Streses1.0 Weld Design (BS 5950, sec 6.7)
= 170 mm total length of weld = 2b + da = 3 mm weld leg (minimum thickness)
rmax = 60.21 mm maximum distanceJ = #REF! polar moment of inertia
pw = 210 Mpa design strength of fillet weld (BS 5950 - 6.8.5)
wm = = ### N/mmJ
wx = Fx = 29 N/mm
Wact = = #REF! N/mm
Wall = (0.7) a(pw) = 441 N/mm ###
2.0 Design for base plates2.a Checked for shear capacity
∅d∅h
mm2
mm2
TL
mm3
MrMAX
TL
(wm 2 + wx2 )
b
dx-axis
y-axis
PREPARED BY : MLUDATE : 4/8/2023
CHECKED BY : NBOAPPROVED BY : NBO
REVISION : B
PROJECT : ATCT PROJECTSTRUCTURE : METAL WORKS STEEL GRATING SUPPORT FOR PLUMBING SHAFTSTITLE : DESIGN OF BASE PLATE CONNECTION
Pv = 0.6 py Av = 265.20 KN permisible shearing of plates> Fv, Ok!!
2.b Checked for bearing capacity Pbb = db t pbb (2pcs) = 110.40 KN permisible bearing of plates
> Fv, Ok!!
2.c Checked for tearing of plate capacityT1 = M = 2.84 KN permisible bearing of plates
Ae = Ke ( Lw - h) tp∅ = 552.00 effective net areaPt = Ae pt = 132.48 KN permisible bearing of plates
> Fv, Ok!!
2.d Checked for block shear failure Pr = 0.6.py.tp [ Lv + Ke (Lt - k Dt) ]Pr = 308 KN > Fv, Ok!! block shear capacity
[(sy+cy2)+cy22/(sy+cy2)]
mm2
PREPARED BY : MLUDATE : 4/8/2023
CHECKED BY : EVEAPPROVED BY : DCA
REVISION : A
PROJECT : ATCTSTRUCTURE : METAL WORKS STEEL GRATING SUPPORT FOR PLUMBING SHAFTSTITLE : DESIGN OF HAS ANCHOR BOLT (2PCS BOLTS)
I. Material Propertiespy = 260 Mpa design strength of steel material (S 275)fcu = 30 Mpa concrete design strength
E = 200000 Mpa modulus of elasticity of steel
II. Section Properties of 12 mm HSA Anchor Bolt∅= 70 mm length of anchor bolt ebedment= 50 mm length of anchor bolt ebedment
tp = 28 mm thickness= 42 mm length of anchor bolt ebedment
= 12 mm anchor bolt diameter= 126 mm > smax Ok!!= 63 mm < c use ccrn
s = 100 mm minimum actual spacing between boltssmin = 100 mm > sy or sx!!! minimum permisible spacing between bolts
= 0.71 influence of anchorage depth= 1.10 influence of concrete strength on combine pull out and concrete cone resistance
= 0.74 influence of anchor spacing on standard anchorage depth{ fAN,sta = 0.5 + sx/(6hef,sta) }
= 0.96 influence of edge distance on standard anchorage depth
= 1.00= 0.67
cmin= 6.30 kN basic value of design resistance for pull-out failure= 7.10 kN basic value of design resistance for concrete failure= 8.00 kN basic value of design resistance for shear
IIl. Section Properties 8mm x Base PlateLp = 200 mm length of plateLw = 80 mm width of platetp = 8 mm thickness of plate
= 100 mm minimum standard edge distance
cy = 60 mm edge distance along y-axis
cx = 40 mm edge distance along x-axis
sy = 100 mm vertical spacing
lV. Reaction (NODE 4, see staad report)Fh = 4.93 KN shear force (Vsd)M = 0.43 KN-m maximum momentFv = M = 2.84 KN tensile force (Nsd)
V. Allowable Stress1.0 Check for tensiona. for pull-out and cone resistance
= = 6.90 KN pull out resistance> Fh Ok!!
b. for concrete cone resistance= = 4.05 KN concrete cone ristance
> Fh Ok!!d. for steel design tensile resistance
= 24.50 x 2pcs = 49.00 KN
2.0 Check for sheara. for concrete edge design resistance
= = 5.84 KN concrete edge design resistance> Fv Ok!!
b. for steel design shear resistance
hef, sta
hef, red
hef, ACT
∅d
sCRN critical spacing for concrete cone failure { SCRN = 3hef.sta }cCRN critical edge distance concrete edge for concrete cone failure { ccRN = 1.5 hef }
fT
fB
{ fb = (fck,cube / 25)0.5 }fAN,sta
fRN,sta
{ fRN,sta = 0.22+0.52c/hef,sta }fβ,V factor for shear load direction { fB,V = 1.0, for 0°< B° < 55° }
fAR,V factor for spacing and edge distance { fAR,V = 3c+s c }6cmin
N0Rd,p
N0Rd,c
V0Rd, c
cmin
> 1.4 ∅h ok!
> 1.4 ∅h ok!
[(sy+cy2)+cy22/(sy+cy2)]
NRd.p,sta N0Rd,p .fb
NRd.c,sta N0Rd,c .fT.fB .fAN,sta1
NRd,s
VRd,c V0Rd,c fB fB,V f AR,V
= 14.20 x 2pcs = 28.40 KN steel design shear resistance> Fv Ok!!
3.0 Combine shear and tensiona. actual stress
= = 5.69 KN
a = = 60.06 ° angle of inclination
b. design resistance (loading capacity)
= cos a + sin a
= 4.63 KN < Fsd failed
VRd,s
FSd N2sd + V2sd resultant force { FSd = R }
arctan(VSd/ NSd)
FRd 1.5 1.5 -2/3
min(NRd,p, NRd,c, NRd,s) min(NRd,p, VRd,c, VRd,s)
FRd
HDA-T M16/60
NSd
VSdFSd
a(Fv)
(Fh)
PREPARED BY : MLUDATE : 4/8/2023
CHECKED BY : NBOAPPROVED BY : NBO
REVISION : B
PROJECT : ATCT PROJECTSTRUCTURE : METAL WORKS STEEL GRATING SUPPORT FOR PLUMBING SHAFTSTITLE : DESIGN FOR PLATE CONNECTION BETWEEN UPN
I. Material Propertiespy = 260 Mpa design strength of steel material (S 275)fcu = 30 Mpa concrete design strength
E = 200000 Mpa modulus of elasticity of steel
II. A. Section Properties of 80mm UPN CHANNELb = 45 mm widthd = 80 mm depth .tf = 8 mm thickness of flange
tw = 6 mm thickness of web
B. Section Properties 12 mm Bolt∅La = 70 mm length of anchor bolt ebedment
= 12 mm anchor bolt diameter= 14 mm hole diameter
As = 84.3 area at the bottom of the treadps = 160 Mpa shearing strength, (grade 4.6 ps = 160, grade 8.8 ps = 375, grade 10.9Mpa ps = 400)
pbb = 460 Mpa bearing strength of bolt(grade 4.6, pbb = 460, grade 8.8 pbb = 1000, grade 10.9 pbb = 1300)
kbs = 1 bolt coefficient for standard hole clearance ( BS 5950, clause 6.3.3.3 )pbs = 460 Mpa bearing strength of plate (S275 = 460, S355 = 670, S460=670)
pt = 240 Mpa bearing strength of bolt(grade 4.6, pt=240, grade 8.8 pt=560, grade 10.9, pt = 700)k = 0.5 Mpa bolt coefficient for block shear (k = 0.5 for single line of bolts, k = 2.5 for two line
of bolts)
C. Section Properties 50mm x 100mmmm Base Platebp1 = 50 mm width of plate 1dp2 = 100 mm length of plate 1bp1 = 50 mm width of plate 2dp2 = 100 mm length of plate 2
tp = 6 mm thickness of plateAv = 216 shear area { Av = (Lv- h) tp (2pcs)∅Ke = 1.2 effective net area coefficient (S275, Ke=1.2; S355, Ke=1.1; S460, Ke=1.0)Lt = 40 mm length of tension faceLv = 25 mm length of shear facee = 14.5 mm centroid distance of UPNx = 65 mm lever arm from center of bolts to edge of plate
II. Reaction (member 40 at 4, see staad report)Fv = 5.52 KN reaction vertical (shear force)Mz = 0.36 KNm maximum moment
IV. Allowable Streses1.0 Design for plates
1.a Checked for cross section capacity of plates
∅d∅h
mm2
mm2
PREPARED BY : MLUDATE : 4/8/2023
CHECKED BY : NBOAPPROVED BY : NBO
REVISION : B
PROJECT : ATCT PROJECTSTRUCTURE : METAL WORKS STEEL GRATING SUPPORT FOR PLUMBING SHAFTSTITLE : DESIGN FOR PLATE CONNECTION BETWEEN UPN
Zx = 600 section modulus along x axisZy = 5000 section modulus along y axisFh = 1.27 KN horizontal reaction due to Mz { Fh = Fv(e-tw/2)/ bp }Mx = 82524 Nmm moment due to Fh { Mx = Fh(x) }
Mcx = 156000 Nmm moment capacity of plate { BS 5950, sec 4.2.5.2 - Mcx = py Zx }Mcz = 1300000 Nmm moment capacity of plate { BS 5950, sec 4.2.5.2 - Mcz = py Zy }
Ratio = 0.805 < 1.0
1.b Checked for shear capacity at node 2Pv = 0.6 py Av = 33.70 KN shear capacity
> R1, Ok!!
1.c Checked for bearing capacity Pbb = db t pbs (2pcs) = 66.24 KN bearing capacity
> Fv, Ok!!
1.d Checked for tearing of plate capacityAe = Ke ( Lt - h) tp∅ = 187.20 tensile capacityPt = Ae pt = 44.93 KN
> Fv, Ok!!
2.d Checked for block shear failure Pr = 0.6.py.tp [ Lv + Ke (Lt - k Dt) ] block shear capacityPr = 60.47 KN > Fv, Ok!!
3.0 Design for bolt connection3.a Checked for Shear (BS 5950, SECTION 6.3.2.1)
= 26.98 KN > Fv, Ok!! permissible shear force { Ps = ps As 2pcs }
3.b Checked for Tension (BS 5950, SECTION BS 6.3.4.2)T = 7.18 KN tension force { T = [ M/ (bp/2) 2pcs] }, taking moment at node 3
Pnom = 16.19 KN > T, Ok!! tension capacity { pnom = 0.8 pt At }
3.c Checked for combine shear and tension (BS 5950, SECTION 6.3.4.4)ratio = 0.65 < 1.4 ratio = Fv/ Ps + T/ pnom < 1.4
3.d Checked for bearing capacity of bolts { BS 5950, sec 6.3.3.2 }Pbb = 66.24 KN > Fv, Ok!! Pbb = d tb pbb (2pcs)
mm3
mm3
mm2
PS