developed by: Lyndon Perez document.xls

JOB NO.: REV.NO.: Page No. : of

CLIENT:Date : Aug. 17, 2005

PROJECT: Prepared by : Lyndon

ITEM: DESIGN OF ENDPLATE CONNECTION Checked by :

ReferenceDesign Calculation Results

(AISC-ASD)

Part 4 DESIGN OF ENDPLATE - MOMENTpage 4-116

A. DESIGN DATA CONNECTIONS IS SAFE

1. Input Parameters

Table CPRF-2 beam = Fy = 265.00 MPa required beam section

column = Fy = 275.00 MPa column support section

endplate = PLT30 x 200 x 750 Fy = 275.00 MPa endplate support

Table B1 weld = allowable stress on weldsbolts size and specifications

Figure 1.0 connection = connection type for endplate

4-tension bolts 4 nos. minimum four tension flange bolt

4 nos. minimum two compresion flange bolt

2 nos. center bolt between top and bottom flange (OPTIONAL)

M = 260.00 kN-m design beam end moment

Q = 150.00 kN end shear force

P = 10.00 kN axial force

60.00 mm edge distance from top of end-plate to center of bolt

120.00 mm pitch or vertical distance between bolts

g = 150.00 mm bolt gage connected to column flange

2. Derived Parameters for Hot Rolled or Built-up Sectionsa.) Section properties of required beam

462.00 mm total depth of beam 9.60 mm web thickness

154.40 mm top flange width

154.40 mm bottom flange width

17.00 mm top flange thickness

17.00 mm bottom flange thickness

27.20 mm distance from outer face of top flange to web toe of fillet

27.20 mm distance from outer face of bottom flange to web toe of fillet

10.20 mm top fillet

10.20 mm bottom fillet

b.) Section properties of column support 254.10 mm total depth of column

8.60 mm web thickness

254.60 mm flange width

14.20 mm flange thickness

26.90 mm distance from outer face of flange to web toe of fillet

db =

n top =

n bottom =

n center =

Le =

pb ≥ 3db pb =

d1 =tw1 =

bf1 top =

bf1 bot. =

tf1 top =

tf1 bot. =

k1 top =

k1 bot. =

r1 top =

r1 bot. =

d2 =

tw2 =

bf2 =

tf2 =

k2 =

2bf

d 2 tp

1bf

stiffinercolumn

bpg

2d

ft 2 t 2f

eLbp

pf

fppb

eL

1d

L p

ft 1

f1t

1d

/2

2/1d

beam

endplate

column

tw2

2bf

d 2 tp

1bf

stiffinercolumn

bpg

2d

ft 2 t 2f

eLbp

pf

fppb

eL

1d

L p

ft 1

f1t

1d

/2

2/1d

beam

endplate

column

tw2

developed by: Lyndon Perez document.xls

JOB NO.: REV.NO.: Page No. : of

CLIENT:Date : Aug. 17, 2005

PROJECT: Prepared by : Lyndon

ITEM: DESIGN OF ENDPLATE CONNECTION Checked by :

ReferenceDesign Calculation Results

(AISC-ASD)

12.70 mm fillet

B. BOLT DESIGN

1. Actual capacityflange force 589.27 kN

T = actual single bolt force 147.32 kN

2. Bolt Tensile Stress RATIO =>> 0.75 O.K.Table I-D Allowable tensile stress for BS 3692 Grade 8.8 bolts Ft= 560.00 MPa

Table A1 Ab = area of single bolt 353.00 mm2

Tall. = Ab Ft allowable tensile force for single bolt 197.68 kN

ft = T / Ab actual tensile stress for single bolt ft= 417.33 MPa

3. Bolt Shear Stress RATIO =>> 0.11 O.K.Table I-D Allowable shear stress for BS 3692 Grade 8.8 bolts Fv= 375.00 MPa

Table A1 Av = area of single bolt 353.00 mm2

fv = Q/nAv actual shear stress fv= 42.49 MPa

Section J3-5 4. Reduced allowable tension due to shear RATIO =>> 0.86 O.K.

Table J3-3 fv/Fv + ft/Ft < 1.40 combine shear and tension for single bolt 0.859

C. TOP FLANGE TO END PLATE WELD

Table B1 fillet welds 17.26 mm

use: 12.00 mm

if wreq'd. > 12mm full penetration weld

D. END PLATE DESIGN

1. Width of end-plate

bp = minimum width end-plate 179.40 mm

use: 200.00 mm

Pf = maximum Pf = 92mm 48.00 mm

use: 50.00 mm

Pe = effective bolt distance 35.52 mm

Ca = 1.11 1.13 for Fy<=250; 1.11 for Fy>250

Cb = 0.879

Af / Aw = 0.639

1.480

0.926

Me = 4.847 kN-m

2. Length of end-plate

Lp = 2Le + 2Pf + d1 height of end-plate 682.00 mm

r2 =

Ff = M / (d1 - tf1) + P/2

Ff / n

pdb2 / 4

pdb2 / 4

wreq'd = Ff / (0.30Fvw 0.707[ 2(bf1+tf1) - tw1 ]

bf1 + 25mm

db+12 + fillet weld size

Pf - (db/4) - 0.707w

sqrt(bf1 / bp)

Pe / db =

αm = Ca Cb (Af/Aw)1/3 (Pe/db)1/4

αm Ff Pe/4

developed by: Lyndon Perez document.xls

JOB NO.: REV.NO.: Page No. : of

CLIENT:Date : Aug. 17, 2005

PROJECT: Prepared by : Lyndon

ITEM: DESIGN OF ENDPLATE CONNECTION Checked by :

ReferenceDesign Calculation Results

(AISC-ASD)

use: 750.00 mm

3. Required Plate Thickness

Fb = 0.75Fy allowable bending stress at endplate Fb= 206.25 MPa

tp = sqrt( 6Me/Fb * bp ) required thickness of end-plate 26.55 mm

use: 30.00 mm

E. BEAM WEB TO END PLATE WELD

Lw = 8.00 mm minimum size fillet weld 8.00 mm

Table B1 7.45 mm

required weld to develop maximum web tension stress (0.60Fy) in web near

flanges from inside face to face to centerline of bolts plus two bolt diameter

effective length of weld 214.00 mm

Table B1 3.43 mm

the applied shear (Q) is to be resisted by the weld between the mid-depth

of the beam and the inside face of the compression flange between the

inner row of tension bolts and the inside face of the compression flange, whichever is smaller

use: 8.00 mm

F. COLUMN STIFFINERSactual plate force 982.12 kN

1. Check column web yieldingallowable plate force 620.58 kN

provide stiffiner

2. Check column web bucklingbeam web depth clear of fillets 353.20 mm

allowable plate force 321.03 kN

provide stiffiner

3. Check column flange bending opposite tension flange

bp = 292.50 mm

effective horizontal bolt distance 41.80 mm

Cb = 1.000

Af / Aw = 1.000

1.742

1.275

7.852 kN-m

4. Required Flange Thickness

Fb = 0.75Fy allowable bending stress at column Fb= 206.25 MPa

required thickness of column flange 27.95 mm

provide stiffiner

tfc > tf2

G. ADOPT:

ENDPLATE: PLT 30mm x 200mm x 750mm

ENDPLATE BOLTS: 10 - 24mm dia. - BS 3692 Grade 8.8

Dreq'd = 0.60Fy tw1 / ( 2 * 0.30Fvw * 0.707 )

weff. = d1/2 - tf1

Dreq'd = Q / ( 2 * 0.30Fvw * 0.707weff.)

Pbf = 5/3 * Ff

Pbf = Fy tw2 (tf1+6k2+2tp+2w)

dc = d1 - 2( tf1 + k1 + r )

Pbf = 10750tw23 sqrt(Fy) /dc

2.50( Pf + tf1 + Pf )

Pec = g/2 - k1 - db/4

Pec / db =

αm = Ca Cb (Af/Aw)1/3 (Pec/db)1/4

Mec = αm Ff Pe/4

tfc = sqrt( 6Mec /Fb * bp )

developed by: Lyndon Perez document.xls

JOB NO.: REV.NO.: Page No. : of

CLIENT:Date : Aug. 17, 2005

PROJECT: Prepared by : Lyndon

ITEM: DESIGN OF ENDPLATE CONNECTION Checked by :

ReferenceDesign Calculation Results

(AISC-ASD)

WELD: Beam flange to endplate full penetration weld

Beam web to endplate 8 mm - fillet weld

COLUMN STIFFINER: PLT 10mm x 123mm x 113mm

eLbp

pf

fppb

eL

1d

L p

/2

2/1d

p

L e

d1 /2

pf

Le

2/d1

fppb

L

/

f

1

e

p

d

L

2

b

/

pf

1

p

d

eL

L

2

p

p

L e

d1 /2

bppf

Le

2/d1

fppb

L

2

L

d

pe

1

f

/

p

2d

p

1

f

/

bLe

pL

/2

p

d

Lf

1

e

/2

p

d

f

1

pL

Le

ENDPLATE CONNECTION DETAILS

eL

/1d 2

/1d 2

eLbfp

p

L p

eL

1d 2/

1d 2/

L p

eLfp

p

L e

d1/2

Le

2/d1

fppb

L

TYPE 9TYPE 8TYPE 7

TYPE 5TYPE 4

TYPE 2

TYPE 6

TYPE 3TYPE 1

FIGURE 1.0

Table A1AREA OF SINGLE BOLT

bolt ASTM BS Codesize bolt area bolt areamm mm2 mm2

12 113.10 84.30

16 201.06 157.00

18 254.47 200.00

20 314.16 245.00

22 380.13 303.00

24 452.39 353.00

27 572.56 459.00

30 706.86 561.00

33 855.30 694.00

36 1017.88 817.00

39 1194.59 976.00

42 1385.44 1120.00

45 1590.43 1300.00

48 1809.56 1470.00

52 2123.72 1760.00

56 2463.01 2030.00

60 2827.43 2360.00

64 3216.99 2680.00

68 3631.68 3060.00

Note: Area for ASTM are based on nominal diameter

TABLE B1Tensile Strength of Welding Materials

Electrodeksi MPa ksi MPa

E60XX 60 414 18 124.20 0.857

E70XX 70 483 21 144.90 1.000

E80XX 80 552 24 165.60 1.140

E90XX 90 620 27 186.00 1.290

E100XX 100 690 30 207.00 1.430

E110XX 110 758 33 227.40 1.570

Reference:

Manual of Steel Construction - 9th Edition

AISC-ASD, page 4-72

FEXX 0.30FEXXC1

C1 = coefficient for electrode

TABLE I-DBolt Specifications

ASTM connection hole Fv Fv Ft Ft Legend:

DESIGNATION type type ksi MPa ksi MPa SC = slip critical connection

ASTM A307 -STD

10 70 20 140N = bearing type connection with threads

NSL

ASTM A325

SC Class A

STD 17 120

44 305

X = bearing type connection with threads

OVS15 105

STD = standard round holes (d + 3mm)

SSL NSL = long or short slotted hole normal to

LSL 12 85 load direction (req. in bearing type con.)

OVS = oversize round holes

NSTD

21 145SSL = short slotted holes

NSL LSL = long slotted holes

XSTD

30 210NSL

ASTM A490

SC Class A

STD 21 145

54 375

OVS18 125

SSL

LSL 15 105

NSTD

28 195NSL

XSTD

40 276NSL

Reference:

Manual of Steel Construction - 9th Edition

AISC-ASD, page 4-5

BS grade hole Fv Fv Ft Ft

DESIGNATION type type ksi MPa ksi MPa

BS 3692 GR. 4.6 - 23.5 160 35 240

BS 3692 GR. 8.8 - 55 375 80 560

BS 3692 GR. 10.9 - 58 400 102 700

Reference:

Steel Designer's Manual - 6th Edition, page 1236

by: Buick Davison & Graham Owens

included in shear plane

excluded in shear plane

TABLE J3-3Allowable Tension Stress in Bearing-type Connections

Description

A307 bolts 180 - 1.8fv ≤ 140 180 - 1.8fv ≤ 140

A325 bolts

A490 bolts

0.43Fu - 1.8fv ≤ 0.33Fu 0.43Fu - 1.4fv ≤ 0.33Fu

Reference:

Manual of Steel Construction - 9th Edition

AISC-ASD, page 5-74

BS3692 Gr. 4.6Legend:

BS3692 Gr. 8.8fs = is the applied shear stress

ft = is the applied tension stress

BS3692 Gr. 10.9ps = is the shear stress capacity

pt = is the tension stress capacity

Reference:

Steel Designer's Manual - 6th Edition, Chapter 23, page 681

by: Buick Davison & Graham Owens

Threads Included in Shear Plane

Threads Excluded from Shear Plane

(305)2 - 4.39fv2 (305)2 - 2.15fv2

(375)2 - 3.75fv2 (375)2 - 1.82fv2

Threaded part over 36mm dia.

fs

ps

ft

pt+ ≤ 1.40

bolt BS Code ASTM Le (edge distance) Pb (pitch)size bolt area bolt area ratio DIFF. minimum maximum maximummm mm2 mm2 mm2 mm mm mm

1 12 mm 84.30 113.10 0.745 28.80 20 40 752 16 mm 157.00 201.06 0.781 44.06 25 50 803 18 mm 200.00 254.47 0.786 54.47 28 55 904 20 mm 245.00 314.16 0.780 69.16 30 60 1205 22 mm 303.00 380.13 0.797 77.13 32 70 1206 24 mm 353.00 452.39 0.780 99.39 35 75 1207 27 mm 459.00 572.56 0.802 113.56 40 85 1508 30 mm 561.00 706.86 0.794 145.86 45 90 1509 33 mm 694.00 855.30 0.811 161.30 50 100 17010 36 mm 817.00 1017.88 0.803 200.88 55 110 18011 39 mm 976.00 1194.59 0.817 218.59 60 120 20012 42 mm 1120.00 1385.44 0.808 265.44 65 130 21013 45 mm 1300.00 1590.43 0.817 290.43 70 140 23014 48 mm 1470.00 1809.56 0.812 339.56 75 150 25015 52 mm 1760.00 2123.72 0.829 363.72 80 160 26016 56 mm 2030.00 2463.01 0.824 433.01 85 170 28017 60 mm 2360.00 2827.43 0.835 467.43 90 180 30018 64 mm 2680.00 3216.99 0.833 536.99 100 200 32019 68 mm 3060.00 3631.68 0.843 571.68 105 220 340

bolts specifications Fv (MPa) Ft (MPa) Fy (ksi) Fu (ksi)1 ASTM A325-N 145 3052 ASTM A325-X 210 3053 ASTM A490-N 195 3754 ASTM A490-X 276 3755 BS 3692 Grade 4.6 160 2406 BS 3692 Grade 8.8 375 5607 BS 3692 Grade 10.9 400 700

strength of steel Fy (MPa) Fu (MPa) Fy (ksi) Fu (ksi)

1 ASTM A36 250 400 36.00 58.002 ASTM A572 Gr.50 345 450 50.00 65.003 ASTM A572 Gr.60 415 520 60.00 75.004 ASTM A572 Gr.65 450 550 65.00 80.005 BS EN 10025 S235 235 340 34.50 50.006 BS EN 10025 S275 275 430 40.00 60.007 BS EN 10025 S355 355 490 51.50 70.00

MPa ksi MPa ksi1 E60XX (414 MPa) 414 60 124.20 18.00 0.8572 E70XX (483 MPa) 483 70 144.90 21.00 1.0003 E80XX (552 MPa) 552 80 165.60 24.00 1.1404 E90XX (620 MPa) 620 90 186.00 27.00 1.2905 E100XX (690 MPa) 690 100 207.00 30.00 1.4306 E110XX (758 MPa) 758 110 227.40 33.00 1.570

Tensile strength of welding materials

FEXX 0.30FEXX C1

C1 = coefficient for electrode