Calculation A

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)



REVISION : B

PROJECT : ATCT PROJECTSTRUCTURE : METAL WORKS STEEL GRATING SUPPORT FOR PLUMBING SHAFTSTITLE : CHECKED FOR DEFLECTION



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



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


CHECKED BY : EVEAPPROVED BY : DCA

REVISION : A

PROJECT : ATCTSTRUCTURE : METAL WORKS STEEL GRATING SUPPORT FOR PLUMBING SHAFTSTITLE : DESIGN OF HAS ANCHOR BOLT (2PCS BOLTS)



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)



REVISION : B

PROJECT : ATCT PROJECTSTRUCTURE : METAL WORKS STEEL GRATING SUPPORT FOR PLUMBING SHAFTSTITLE : DESIGN FOR PLATE CONNECTION BETWEEN UPN



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



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

Calculation A

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Transcript of Calculation A