Complete Pinned Connection Design

8/16/2019 Complete Pinned Connection Design

1/11

LE: Joint Reactions for Pinned Connections

Story Load Cases FX FY FZ

Section

Name

M1

Section

Name M2

Section Name

M3

nned Support 591 & Load Case 1.5[DL+LL] -0.016 -323.131 279.093 ISMB300 ISMB250 Tube100x100x5

nned Support 591 & Load Case 1.2[DL+LL+Wind-Y] 0.062 -507.465 457.905 ISMB300 ISMB250 Tube100x100x5



nned Support 597 & Load Case 1.5[DL+LL] 0.014 -321.824 276.132 ISMB300 ISMB250 Tube100x100x5



nned Support 599 & Load Case 0.9DL+1.5Wind+X -134.462 471.681 -358.555 ISMB300 ISMB250 Tube100x100x5


nned Support 601 & Load Case 1.2[DL+LL+Wind-X] 213.940 -353.115 268.575 ISMB300 ISMB250 Tube100x100x5

nned Support 59 & Load Case 1.5[DL+LL] 35.258 325.440 272.290 ISMB300 ISMB250 Tube100x100x5

nned Support 59 & Load Case 0 .9DL+1.5Wind-X 178.070 -384.078 -300.118 ISMB300 ISMB250 Tube100x100x5


nned Support 60 & Load Case 0.9DL+1.5Wind-X 152.684 362.119 -288.654 ISMB300 ISMB250 Tube100x100x5


nned Support 62 & Load Case 1.2[DL+LL+Wind-Y] -35.715 -447.480 410.513 ISMB300 ISMB250 Tube100x100x5

nned Support 63 & Load Case 1.5[DL+LL] -47.723 353.340 295.758 ISMB300 ISMB250 Tube100x100x5

nned Support 63 & Load Case 0 .9DL+1.5Wind-X 116.194 -477.843 -364.930 ISMB300 ISMB250 Tube100x100x5


nned Support 64 & Load Case 1.2[DL+LL+Wind+Y] 0.040 510.966 461.752 ISMB300 ISMB250 Tube100x100x5




nned Support 66 & Load Case 1.2[DL+LL+Wind+Y] -0.007 519.759 467.919 ISMB300 ISMB250 Tube100x100x5




nned Support 68 & Load Case 1 .2[DL+LL+Wind-X] 250.456 419.185 307.493 ISMB300 ISMB250 Tube100x100x5


2/11

SELECT LOAD CASE AND JOINT NO. Fz= 279.09 KN Vertical

Bottom Cord Member Section M1 ISMB300 X

bracing Member Section M2 ISMB250

Vertical Member M3= Tube100x100x5 Y Y

∑Fx = -0.016 KN √[ΣFy2+ΣFz

2] Fy= -323.13 KN

∑Fy = -323.131 KN KN370mm X

∑Fz = 279.093 KN Fx= -0.02 KN

Assume the Nominal bolt grade = 4.6 grade

Steel grade = S235

Assume Connection plate thickness, t = 36 mm OK the thickness of the stiffeners shall be greater than or equal to the beam web

Assume nominal diameter of bolt d = 75 mm

ts, min ≥ tbw ts, min ≥ 0.0075 m

ts,min ≥ tbw(f yb/f ys) ts,min ≥ 0.0069 m

Assume, Plate Thickness for Stiffner 24 mm

Check Width/thickness ratio of Support plate to prevent local buckling as below:

Factor of safety for steel plates = 1.25

hst/ts ≤20 hst/ts = 19.38 OK

Check Width/thickness ratio of Stiffner plate to prevent local buckling as below:

PINNED CONNECTION

Bottom Cord

Bracing

591 & Load Case 1.5[DL+LL]

I S M B 2 5 0

PINNED CONENCTION

Ver. member

T u b e 1 0 0 x 1

0 0

x 5

When the beam and end-plate stiffeners have the same material strengths,

thickness. If the beam and end-plate stiffener have different material

strengths, the thickness of the stiffener shall be greater than the ratio of the

beam-to-stiffener plate material yield stress times the beam web thickness

Resultant Force

426.974

hst/ts ≤20 hst/ts = 19.27 OK

The strength of bolt (grade) f ub = 400 N/mm2

I S M B 2 5 0

I S M B 3 0

0

T u b e 1 0 0 x 1

0 0

x 5

The yield strength of bolt grade = 240 N/mm2

Minimum edge distance required e1 = 98.4 mm 100 mm SayMinimum edge distance required e2 = 98.4 mm 100 mm Say

Minimum pitch distance required p 1 = 180.40 mm 185 mm Say ∑Fz =

Minimum pitch distance required p 2 = 196.80 mm 200 mm Say

Nos of bolts in vert. array = 1 Nos ∑Fy =

Nos of bolts in Horz. array = 1 Nos

Total nos of bolts in pinned joint 1 Nos

Hole diameter d0 = 82.00 mm

Gross area A= 44.18 cm2

Net area As = 37.55 cm2

Head/nut height tbh = 72.00 mm

PINNED CONNECTION SECTION @ Y-Y

I S M B 3 0

0

T u b e 1 0 0 x 1

0 0

x 5 Resultant Fo


3/11

Punching diameter Dm= 95.00 mm

Shear capacity thro. threaded portion = 848.230 KN

Shear cap. thro. unthreaded portion = 848.230 KN

Bearing resist. for minimum spacing = 731.462 KN

Tension resistance = 1081.493 KN

dm = 135.000 mm

Punching shear resistance = 3737.641 KN

Axial Force Fv,Ed = 426.97 KN 188mm

Nos of bolt required n = 1

Tension/Compression Force Ft,Ed = 323.13 KN 558 mm

Nos of bolt required n = 1 370mm 188mm 82mm 188mm

Steel plate strength (grade) f u = 360 N/mm2

188mm

Factor of safetyfor steel plates gM2 = 1.25 458mm

K1 = 1.715

αb = 0.407

Shear cap. of a bolt 848.230 KN

Tension cap. of a bolt 1081.493271 KN

Bearing cap. Of a bolt 541.992 KN

Punch. cap. of a bolt 1856.606 KN

Combined shear and tension

0.72 < 1 OK

Properties of Member M1 ISMB300 300 140 12.4 56.3 15 7 454 8604 7.5

Properties of Member M2 ISMB250 250 125 12.5 47.5 12.5 6.25 335 5132 6.9

Properties of Member M3 Tube100x100x5 100 100 4 18.4 50 50 271 271 5

Edge Distance = 2.5 x Øbolt = 188 mm

Deduction for drill holes d0 = 82 mm

Vertical Clearance for Flange of M1 100 mm

Pinned connection for Bottom Cord,Bracing & Ver. member

DETAILS OF PINED CONNECTION PLATE

FOR MEMBER M1

M2

ub

Rdv,

6.0

g

A f F

M2

ubRdt,

9.0

g

s A f F

M2

u b1

Rd b,g

dt f k F

M2

um

Rd p,

6.0

g

f t d B

Rdt,

Edt,

Rdv,

Edv,

4.1 F

F

F

F

M2

ubRdt,

9.0

g

s A f F M2

ubRdt,

9.0

g

s A f F


4/11

For Vertical length of Support Plate = 550 mm

Nos of drill holes for bolts n = 1

Thickness of Gausset plate = 36 mm

Thickness of Member Tw = 7.5 mm

Yield str. of Steel plate (grade) f y = 235 N/mm2

Axial Force for M1 is F1 = 426.974 KN

Net section area for plates NSA = 16848 mm2

Tearing stress for Gausset plate M1 = 25.34 N/mm2

OK

Net section area for Member NSA = 3510 mm2

Tearing stress for Member M1 = 121.64 N/mm

2

OKFor Horizontal length of Support plate = 550 mm

Deduction for drill holes d0 = 82 mm

Nos of drill holes for bolts n = 1

Thickness of Gausset plate = 36 mm

Thickness of Member Tw = 7.5 mm

Yield str. of Steel plate (grade) f y = 235 N/mm2

Axial Force for M1 is F1 = 426.974 KN

Net section area for plates NSA = 16848 mm2

Tearing stress for Gausset plate M1 = 25.34 N/mm2

OK

Net section area for Member NSA = 3510 mm2

Tearing stress for Member M1 = 121.64 N/mm2

OK

DETAILINGS FOR BOLTS REFERENCES:

-AISC Specification J3.3 indicates that the minimum distance (s) between the centers of bolt holes is 2 ⅔ d b . A distance of 3db is preferred

-AISC Specification J3.5 indicates maximum edge distance for bolt holes is 12 times the thickness of the connected part (but not >150mm).

-For painted/unpainted members not subject to corrosion, the maximum spacing of bolt holes is 24 times the thickness of the thinner part but not > 300mm

-For painted/unpainted members subject to atmospheric corrosion, the maxim

spacing of bolt holes is 14 times thickness of the thinner part but not > 175mm


5/11

360 MPA

4 mm OK

Assume Grade of Weld E48XX 48000 PSI

2.00

Grade of Weld Fyw=0.331

KN/mm2

0.662 KN/mm

0.180 KN/mm2

0.720 KN/mm

Check for Weld Length for Fin plate Connection between M. Beam to Sec. Beam

Support plate Plate welded 558 mm

Thickness of Support plate 36 mm

Stiffner plate welded 370 mm

Thickness of Stiffner 24 mm

Nos of Support plate 2

Nos of Stiffners 4

Resultant Force on Pinned Connection 426.974 KN Req

d

Weld thk.= 3.460 mmPerimeter Length for Support plate Plate welded 2232 mm

Perimeter Length for Stiffner plate welded 2960 mm

Reqd weld length for Pin Connection to Support pl. 1290 mm OK

Reqd weld length for Pinned Connection to Stiffner 1290 mm OK

Allowable shear stress in weld =

WELD CHECK SUPPORT PLATE AND STIFFNER FOR PIN CONNECTION

Allowable stress for base [metal Steel], Fy =

Assume weld thickness, Twa =

Allowable weld stress, Fw = 0.5 x Fyw

Shear stress in steel, σs = 0.5 x Fy

Factor Safety for Weld for on-site weld=


6/11

KU MULTIPURPOSE HALL

18/May/16 PSR PSR

REV DATE PREP CHKD APPD.

Design of Anchor bolts for base Plate of Column at Pinned Support LvL

PARAMETERS :

Bolt stress are considered as per Design Basis

1 Property class = 4.6 Grade

2 Perm Tensile stress tvp = 400 N/mm2

3 Perm Shear stress ttp = 300 N/mm2

( 075 x Fy as per AISC )

4 Interaction ratio for combined stress is considered for all cases = 1.0

(Bolt property class confirmed as per ASTM standards)

Critical case for column base design as per ETABS

ht of pin L/C JT NO FX FY FZ MX MY MZ

0.329 1.5[DL+LL] 591 -0.016 279.093 -323.131 0 0 -106.310

0.329 1.2[DL+LL+Wind-Y] 591 0.062 457.905 -507.465 0 0 -166.956

0.329 1.5[DL+LL] 595 -0.002 264.881 -310.359 0 0 -102.108

0.329 1.2[DL+LL+Wind-Y] 595 0.030 469.718 -524.783 0 0 -172.6540.329 1.5[DL+LL] 597 0.014 276.132 -321.824 0 0 -105.880

0.329 1.2[DL+LL+Wind-Y] 597 0.008 455.896 -507.183 0 0 -166.863

0.329 1.5[DL+LL] 599 55.274 289.480 -350.027 0 0 -115.159

0.329 0.9DL+1.5Wind+X 599 -134.462 -358.555 471.681 0 0 155.183

0.329 1.5[DL+LL] 601 -36.340 284.303 -340.921 0 0 -112.163

0.329 1.2[DL+LL+Wind-X] 601 213.940 268.575 -353.115 0 0 -116.175

0.329 1.5[DL+LL] 59 35.258 272.290 325.440 0 0 107.070

0.329 0.9DL+1.5Wind-X 59 178.070 -300.118 -384.078 0 0 -126.362

0.329 1.5[DL+LL] 60 36.450 269.445 -325.143 0 0 -106.972

0.329 0.9DL+1.5Wind-X 60 152.684 -288.654 362.119 0 0 119.137

0.329 1.5[DL+LL] 62 -45.944 285.738 -341.493 0 0 -112.351

0.329 1.2[DL+LL+Wind-Y] 62 -35.715 410.513 -447.480 0 0 -147.221

0.329 1.5[DL+LL] 63 -47.723 295.758 353.340 0 0 116.249

0.329 0.9DL+1.5Wind-X 63 116.194 -364.930 -477.843 0 0 -157.210

0.329 1.5[DL+LL] 64 -0.015 288.034 333.788 0 0 109.816

0.329 1.2[DL+LL+Wind+Y] 64 0.040 461.752 510.966 0 0 168.108

0.329 1.5[DL+LL] 65 -0.002 268.397 316.980 0 0 104.286

0.329 1.2[DL+LL+Wind+Y] 65 0.012 435.908 499.412 0 0 164.306

0.329 1.5[DL+LL] 66 0.012 290.194 337.778 0 0 111.129

0.329 1.2[DL+LL+Wind+Y] 66 -0.007 467.919 519.759 0 0 171.001

0.329 1.5[DL+LL] 67 57.689 306.180 369.252 0 0 121.484

0.329 1.2[DL+LL+Wind+Y] 67 40.543 426.764 468.929 0 0 154.278

0.329 1.5[DL+LL] 68 -31.266 294.376 353.249 0 0 116.2190.329 1.2[DL+LL+Wind-X] 68 250.456 307.493 419.185 0 0 137.912

Anchor Bolt Data

No. of Bolt in tension about Mx= 6 Nos.

Bolt c/c dist. LAz = 146 mm

No. of Bolt in tension about Mz = 4 Nos.

Bolt c/c dist. LAx = 126.667 mm

Total Nos of bolts = 16 Nos.

Dia of anchor Bolt = 24 mm

Base plate for Pinned Connection

DESIGN OF BASE PLATE

Z

X

Y

MZ

MX

FZ

FX

FY

MY


7/11

Tensile area of Bolt (At) = 1276.13 mm2.

Shear area of Bolt (As) = 1276.13 mm2.

Check for Tension

Max T for

Bolt

for Fy

Max T for

Bolt

for Mx

Max T

for Bolt

for Mz Total T

Tension

Stress

per Bolt

Ty=Fz/Total Nos

of Bolts

Tx=Mx/(Nx@Mx*

LAx)

Tz=Mz/(Nz@Mz*

LAz)

Net T=Ty+Tx

+Tz

Tension

Stress=(Net T/

At)

kN kN kN kN N/mm2

17.44 - 209.82 227.27 178.09

28.62 - 329.52 358.14 280.64

16.56 - 201.53 218.08 170.89

29.36 - 340.76 370.12 290.03

17.26 - 208.97 226.23 177.28

28.49 - 329.34 357.83 280.40

18.09 - 227.29 245.38 192.28

-22.41 - 306.28 283.87 222.45

17.77 - 221.37 239.14 187.40 16.79 - 229.29 246.08 192.83

17.02 - 211.32 228.34 178.93

-18.76 - 249.40 230.64 180.73

16.84 - 211.13 227.97 178.64

-18.04 - 235.14 217.10 170.12

17.86 - 221.75 239.60 187.76

25.66 - 290.57 316.22 247.80

18.48 - 229.44 247.92 194.28

-22.81 - 310.28 287.48 225.27

18.00 - 216.74 234.74 183.95

28.86 - 331.79 360.65 282.61

16.77 - 205.83 222.60 174.44 27.24 - 324.29 351.53 275.47

18.14 - 219.33 237.47 186.09

29.24 - 337.50 366.75 287.39

19.14 - 239.77 258.91 202.88

26.67 - 304.50 331.17 259.51

18.40 - 229.38 247.78 194.16

19.22 - 272.19 291.41 228.36

(-)ve sign indicates comp 370.12 290.03

Max. T SAFE.

Check for Shear

Resultant

Shear

Shear

per Bolt

Shear

stress

per Bolt

CombStress

Ratio

T & S

kN kN N/mm2

279.09 17.44 13.67 0.49

457.90 28.62 22.43 0.78

264.88 16.56 12.97 0.47

469.72 29.36 23.00 0.80

276.13 17.26 13.52 0.49

1.2[DL+LL+Wind+Y]

1.5[DL+LL]

1.2[DL+LL+Wind+Y]

1.5[DL+LL]

1.2[DL+LL+Wind-X]

1.5[DL+LL]

1.2[DL+LL+Wind+Y]

1.5[DL+LL]1.2[DL+LL+Wind+Y]

1.5[DL+LL]

1.2[DL+LL+Wind-Y]

1.5[DL+LL]

1.2[DL+LL+Wind-Y]

1.5[DL+LL]

1.5[DL+LL]

1.2[DL+LL+Wind-Y]

1.5[DL+LL]

1.2[DL+LL+Wind-Y]

1.5[DL+LL]

L/C

0.9DL+1.5Wind+X

1.5[DL+LL]1.2[DL+LL+Wind-X]

1.5[DL+LL]

0.9DL+1.5Wind-X

1.5[DL+LL]

0.9DL+1.5Wind-X

1.5[DL+LL]

1.2[DL+LL+Wind-Y]

1.5[DL+LL]

0.9DL+1.5Wind-X

L/C

1.5[DL+LL]

1.2[DL+LL+Wind-Y]

1.5[DL+LL]


8/11

455.90 28.49 22.33 0.78

294.71 18.42 14.43 0.53

382.94 23.93 18.75 0.62

286.62 17.91 14.04 0.52

343.37 21.46 16.82 0.54

274.56 17.16 13.45 0.49

348.97 21.81 17.09 0.51

271.90 16.99 13.32 0.49

326.55 20.41 15.99 0.48

289.41 18.09 14.17 0.52

412.06 25.75 20.18 0.69

299.58 18.72 14.67 0.53

382.98 23.94 18.76 0.63

288.03 18.00 14.11 0.51

461.75 28.86 22.61 0.78

268.40 16.77 13.15 0.48

435.91 27.24 21.35 0.76

290.19 18.14 14.21 0.51

467.92 29.24 22.92 0.79

311.57 19.47 15.26 0.56

428.69 26.79 21.00 0.72

296.03 18.50 14.50 0.53

396.59 24.79 19.42 0.64

Max 0.80

Stress Ratio = 2.5 x d OK.

Area of base plate, Ab = 425000 mm2

Check for Bearing Pressure

Bearing Pressure = Pmax / Ab +/- Mx / Zxx +/- Mz / Zzz

Area of Base Plate, Ab = 425000 mm2

Zxx = (wb x lb2 / 6) = 6E+07 mm

3

Zzz = (lb x wb2 / 6) = 3.5E+07 mm

3

Bearing Pressure, q, Calculations

P/A+/- Mxx/Zxx +/-

Mz/Zzz

Node Envelope FY MX MZ Fy/Ab Mx/Zxx Mz/ Zzz qmax qmin

1.5[DL+LL]

1.2[DL+LL+Wind+Y]

1.5[DL+LL]

1.2[DL+LL+Wind-X]

1.2[DL+LL+Wind+Y]

1.5[DL+LL]

1.2[DL+LL+Wind+Y]

1.5[DL+LL]

1.2[DL+LL+Wind+Y]

0.9DL+1.5Wind+X

1.5[DL+LL]

1.2[DL+LL+Wind-X]

1.5[DL+LL]

1.5[DL+LL]

1.2[DL+LL+Wind-Y]

0.9DL+1.5Wind-X

1.5[DL+LL]

0.9DL+1.5Wind-X

1.5[DL+LL]

1.2[DL+LL+Wind-Y]

1.5[DL+LL]

0.9DL+1.5Wind-X

1.5[DL+LL]


9/11

591 1.5[DL+L 279.0926 0 -106.3102 0.66 - -3.00 3.66 -2.35

591 1.2[DL+L 457.9049 0 -166.9558 1.08 - -4.71 5.79 -3.64

595 1.5[DL+L 264.8811 0 -102.108 0.62 - -2.88 3.51 -2.26

595 1.2[DL+L 469.7175 0 -172.6535 1.11 - -4.87 5.98 -3.77

597 1.5[DL+L 276.1322 0 -105.8801 0.65 - -2.99 3.64 -2.34

597 1.2[DL+L 455.8958 0 -166.8633 1.07 - -4.71 5.78 -3.64

599 1.5[DL+L 289.4802 0 -115.1589 0.68 - -3.25 3.93 -2.57

599 0.9DL+1. -358.5553 0 155.183 -0.84 - 4.38 3.54 -5.23

601 1.5[DL+L 284.303 0 -112.163 0.67 - -3.17 3.84 -2.50

601 1.2[DL+L 268.5748 0 -116.1747 0.63 - -3.28 3.91 -2.65

59 1.5[DL+L 272.2895 0 107.0697 0.64 - 3.02 3.66 -2.38

59 0.9DL+1. -300.1178 0 -126.3618 -0.71 - -3.57 2.86 -4.27

60 1.5[DL+L 269.445 0 -106.9719 0.63 - -3.02 3.65 -2.39

60 0.9DL+1. -288.6536 0 119.1372 -0.68 - 3.36 2.68 -4.04

62 1.5[DL+L 285.7376 0 -112.3511 0.67 - -3.17 3.84 -2.50

62 1.2[DL+L 410.5133 0 -147.2208 0.97 - -4.16 5.12 -3.19

63 1.5[DL+L 295.7576 0 116.2489 0.70 - 3.28 3.98 -2.59

63 0.9DL+1. -364.93 0 -157.2103 -0.86 - -4.44 3.58 -5.30

64 1.5[DL+L 288.0336 0 109.8163 0.68 - 3.10 3.78 -2.42

64 1.2[DL+L 461.7522 0 168.1079 1.09 - 4.75 5.83 -3.66

65 1.5[DL+L 268.3972 0 104.2864 0.63 - 2.94 3.58 -2.31

65 1.2[DL+L 435.9082 0 164.3064 1.03 - 4.64 5.66 -3.61

66 1.5[DL+L 290.1941 0 111.1289 0.68 - 3.14 3.82 -2.45

66 1.2[DL+L 467.9191 0 171.0005 1.10 - 4.83 5.93 -3.73

67 1.5[DL+L 306.1803 0 121.4838 0.72 - 3.43 4.15 -2.71

67 1.2[DL+L 426.7636 0 154.2777 1.00 - 4.36 5.36 -3.35

68 1.5[DL+L 294.3763 0 116.2189 0.69 - 3.28 3.97 -2.59

68 1.2[DL+L 307.4932 0 137.9119 0.72 - 3.89 4.62 -3.17

qmax = 5.98 N/mm2


10/11

Case 3- Check for Tension

Tension in the bolt, T = 370.12 KN

Lever arm to calculate the moment = 252.00 mm 504

Moment in the plate, M = 93.27 KN-m

Assuming 45o dispersion,

width resisting the moment, b = 504.00 mm 252

Thickness of Base Plate Required, Tb = √(6xM/(bxσb))

Tb reqd = 72.29 mm

Max Tb Reqd = 72.29 mmHence, Provide 72 mm thick x 850 mm (L) x 500 mm (W) Base plate /w 16 nos- 24mm bolts.

90o


11/11

The Critical Load values for Pulling from the above Reaction Force tables 426.97 KN

Factor of Safaty against Reaction forces 1.25

Max, Design bond stress for tension, τbd, for M20 as per IS456 1.20 N/mm2

Design bond stress for tension, τbd, KN/m2 for M20 1200 KN/m

2

Nominal dia for pitched threaded

rod 24 mm Dia 2 mm thread sink

Surface area of Deformed Torbars 22 mm Dia 16 Nos 1.106 m

Load resist by 22 mm Dia 16 Nos bond stress for Deformed bars per meter 1327.009 KN/m

Length required for 22 mm Dia 16 Nos 0.322 m

For tension the length is increase 25% of the actual length required 0.400 m

Hence, The 24 mm Dia Deformed Torsteel bars -16 Nos 400 mm is recommended for Anchor bolts

for the base plate at Supports

CALCULATION FOR ANCHOR LENGTH OF DEFORMED BARS FOR BASE PLATE

Complete Pinned Connection Design

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