Design of Equal angle members of Tower

Data of MemberType of member Other member

Subjected to Normal framing Yes Ref cl :4.4.4.2 for normal framin Eccentricity

concentric at one end & normal framing ecc at other end No

Member size L50x50x5

Area 4.8 b 50 mm , k 11.5 mm C, centroid 14.1 mm

W 38.5 mm , t 5 mm

195 cm , 11.1 1.52 cm , 3.09

195 cm , 4.58 0.98 cm , 2.3

195 cm , 17.5 1.91 cm , 4.95

Effectivelength factor, K 1

Young's Mod,E 200000

400

248Max slenderness ratio in compression 250

Max slenderness ratio in Tension 300Data of Connection elements(bolts)

120 ksi 827

92 ksi 634Bolt Dia, D 1/2 In 12.7 mm ,

0.625 In 15.875 mm ,Number of Bolts, N 1 No's 1 No's enter on each leg for bolts on two legs

Number of bolts at the continuous support(if continuous) 0 not continuous specify 0

Number of continuous supports(between supports) 0 not continuous , no internal supports

Spacing of bolts, S1 2.36 in 60 mm ,Number of Bolts lines 1

Distance fromm heel to 1st col of bolts,Gage, g1 0.98 in 25 mmDistance fromm heel to 2nd col of bolts, g2 NA in NA mm

Edge distance, e 0.75 in 19.05 mmThreads 13 per in 5.12 per cm

Bolts are Staggered or Parallel ParallelNumber of shear Planes 1

Both the legs are connected with bolts NOThreads in shear plane Excluded

Are the legs mitered at last hole from the end of member No

If lateral support is not provided acc to cl :4.5.2.1 @ cross over point , select "Yes" or "No" for secondary diagonal members or select "No" for other members

cm 2,

Lx Ixx=Iyy cm 4, rxx zxx cm 3,

Ly Ivv cm 4, rvv zvv cm 3,

Lv Iuu cm 4, ruu zuu cm 3,

N/mm 2,

Ultimate Tensile strength,Fu N/mm 2,

Yield Tensile strength,Fy N/mm 2,

Ultimate Tensile strength of bolt, fu N/mm 2,

Yield Tensile strength of bolt, fy N/mm 2,

Bolt hole, Dh

0.00 mm No mitered or put 00.00 mm No mitered or put 0

connected leg ,Lm1

unconnected leg(outstanding), Lm2

Load dataFactored Axial compressive Load 12.45 kN

Factored Axial Tensile Load 12.45 kNFactored Lateral point Load @ mid span 0 kN

Factored Moment due to lateral Load abot XX 0 kN-mFactored Moment due to lateral Load abot uu 0 kN-mFactored Moment due to lateral Load abot vv 0 kN-m

0 kN

Facor of Resistance

0.9

0.9

0.9

0.75

0.9

0.75

0.75

0.8

0.75

Calculating Capacity of the member

Check for slenerness in compression 198.98 O KCheck for slenerness in Tension 198.98 O K

Compressive capacityEffective yield stress :

W/ t 7.7 O K, W/t<25

13.35

24.14

319.057109

1104.19538

248Calculation of Slenderness ratio

for bracing members KL/r<120 KL/r>=120

suppots <2 spans >2

Tub =

For compression, ɸc

For Tension, ɸt

For Bending, ɸf

For Tensile rupture , ɸtr

For Tensile yielding , ɸty

Forblock shear rupture , ɸbsr

For Tensile strength of bolt , ɸbt

For bearing strength of bolt , ɸbb

For Shear strength of bolt , ɸbs

If W/t <= 0.47*sqrt(E/Fy) F'y = Fy

If 0.47*sqrt(E/Fy) < W/t <= 0.85*sqrt(E/Fy) F'y = [1.677-0.677((W/t)/(0.47*sqrt(E/Fy))))*Fy

If 0.85*sqrt(E/Fy) < W/t <= 25 F'y = [0.0332*pi2*E/(W/t)2]

0.47*sqrt(E/Fy) =

0.85*sqrt(E/Fy) =

[1.677-0.677((W/t)/(0.47*sqrt(E/Fy))))*Fy = N/mm 2,

[0.0332*pi2*E/(W/t)2] = N/mm 2,

Therefore F'y = N/mm 2,

ƛc= KL*sqrt(F'y/E)/(r*pi)

128.29 128.29 0

128.29 128.29 0

198.98 198.98 0

For legs

128.29

128.29

198.98

final values

128.29

128.29

198.98

1.44

1.44

2.23

2.23

30.94

43.74

43.74

eccentricity of bolt line with center of leg 0b/2g 1

strength red factor 1Reduction Factor b/2g as per TIA/FIA-222-g,4.4.4.2 1

18.9 kN

Tensile capacity

107.14 kN

KLx/rxx

KLy/ryy

KLv/rvv

KLx/rxx

KLy/ryy

KLv/rvv

KLx/rxx

KLy/ryy

KLv/rvv

KLx*sqrt(F'y/E)/(rx*pi)

KLy*sqrt(F'y/E)/(ry*pi)

KLv*sqrt(F'y/E)/(rv*pi)

ƛc=

If ƛc <= 1.5 Fcr=(0.658 ƛc2) F'y

If ƛc > 1.5 Fcr=(0.877 / ƛc2) F'y

(0.658 ƛc2) F'y

(0.877/ƛc2) F'y

Therefore Fcr = N/mm 2,

Axial compressive Strength of member, Fc

Axial Tensile Strength of member, FT

Calculating bending strength of Member

b/t = 10 From TIA-222 G , Cl 4.7.4.1

372

195 cm

480.03 cm

0.41

290.36

1.29 kN-m

0.77 kN-m It's assumed always the outstanding leg projects downward

1.46 kN-m

0.37 kN-m

0 mm

0 mmresultant deflection = 0 mm for serviceble load (factor considered 1.2)

Check for combined bending & Axial forces

0.9

0.9

0.9

57.62 kNPu/Pe 0.22

Amplification factor for Moment, B1 for compression mem 1.28Amplification factor for Moment, B1 for Tension mem 1

0.66

Effective yield stress (F'yf) based on Local Buckling :

If b/t < = 0.54*sqrt(E/Fy) F'yf = 1.5Fy

If 0.54*sqrt(E/Fy) < b/t < = 0.91*sqrt(E/Fy) F'yf =Fy [1.5-0.93[((b/t)/0.54*sqrt(E/Fy))-1.0]]

If b/t > 0.91*sqrt(E/Fy) F'yf =0.72E/(b/t)2

F'yf N/mm 2,

Effective yield stress (F"y )based on Lateral Torsional Buckling :

Lateral unbraced Length, LB =

Lateral Torsional unbraced Length, LT = (Eb3t2/(3FyIuu))

Flextural toTorsional unbraced length ratio = Nt =

If LB < LT F"y = (1.92-1.17sqrt(Nt)Fy

If LB >= LT F"y = [ (0.92/Nt)-(0.17/Nt2)]Fy

Therefore F"y = N/mm 2,

Nominal Flextural strength about Major Principal Axis, Mnu = F'yfZuu or F"yZuu, Whichever is less

Nominal Flextural strength about Minor Principal Axis, Mnv= F'yfZvv , (when tip of of leg subjected to compression due to applied moment about weak axis)

Nominal Flextural strength about Minor Principal Axis Mnv= 1.5FyZvv , (when tip of of leg subjected to Tension due to applied moment about weak axis)

Therefore, Mnu =

Therefore, Mnv =

Therefore, Mnx =

Therefore, Mny =

Deflecction ơ xx =

Deflecction ơ yy =

For compression & tension, ɸa

For yielding under normal stress, ɸn

For Flexture, ɸf

Pe, Max compressive resistance

Pu/ɸa*Pn,compression

0.12

0.59 O K

Calculation strength of connection

Total Area of cross section, Ag = 480

111000Number of bolt rows = 1

number of bolts per row = 1number of bolts per column = 1

0

79.38Incremental facor for staggered holes

Single leg connected

0 mmboth legs connected

0 mm

0 mm

400.62 Single leg connected

400.62 Single leg connected

400.62 both legs connected

400.62 both legs connected

400.62 both legs connected

400.62

Pu/ɸa*Pn,Tension

Interaction effect due to combined action of axial force & Moment

mm2

Moment of inertia Ixx = mm4

Area of mitered section, Ad1 = mm2

Area of bolt holes, Ad2 = mm2

S2/4g =

2) S2/4g =

3) S2/4g =

Net Area, An2 = mm2

Net Area, An1 = mm2

Net Area, An1 = mm2

Net Area, An2 = mm2

Net Area, An2 = mm2

Net Area of Leg An = mm2

Centroid of the section from fayed surface =X= 14.1 mm

0 mm

0.75

300.46

1st hole in staggered connection is at the tip of leg Yes

34.12 kN 34.12

13.33 kN 13.33

14.17 kN 14.17

31 kN 31

48.29 kN 48.29

47.45 kN 47.45

44.33 kN 44.33Block shear rupture 47.45 47.45

90.14 kN

107.14 kN

35.59 kN

Design strength of Bolts

Dia of bolt = 12.7 mm

126.68

92.76 pi/4*(dia of bolt-0.9382*pitch of threads)^2Tensile strength

57.53 kN

57.53 kNBearing strength

0 kN

0 kN

36.2 kN

60.96 kN

36.2 kN

0

0 kN

Length of connection Lc =

reduction factor, 1-X/Lc =

Effective Net Area = Aen = mm2

Fu Ant =

0.6 Fu Anv =

0.6 Fy Agv =

Fy Agt =

0.6 Fy Agv +Fu Ant =

0.6 Fu Anv +Fu Ant =

0.6 Fu Anv +Fy Agt =

Nominal Axial Strength for Tensile rupture , Pntr

Nominal Axial Strength for TensileYielding , Pnty

Nominal block shear rupture, in tension , Pnbsr

C/s area of shank Ab = mm2

C/s area of Threaded area Anb = mm2

Design Tensile strength of single bolt , Rnt =Anb*fu* ɸbt

Design Tensile strength of bolt group , Rnt =

For other rows, 1.2(Lc+d/4)t*Fu =

Forsecond row, 1.2(Lc+d/4)t*Fu =

For First row, 1.2(Lc+d/4)t*Fu =

2.4*d*t*Fu =

Design bearing strength of single 1st row bolt = Rnb1 =

Design bearing strength of second 2ndrow bolt = Rnb2 =

Design bearing strength intermediat & last row bolt = Rnb3 =

28.96 kNDesign bearing strength of bolt group Rnb =

Shear strengthShear strength of bolt group ,Rnv 43.22 kN

combined shear & Tension strength

12.45 kN

0 kN

CHECKS

Type Resistance Load Ratio/Allowable

Member

Axial Compression, kN 18.9 12.45 0.66 O KAxial Tension, kN 107.14 12.45 0.12 O K

Moment, kN-m1.46 0.37 0 0 0 O K

Tensile yielding, kN 107.14 12.45 0.12 O KTensile Rupture, kN 90.14 12.45 0.14 O K

Block shear, kN 35.59 12.45 0.35 O K

connection

Tensile Strength, kN 57.53 12.45 0.22 O KBearing strength, kN 28.96 12.45 0.43 O KShear strength, kN 43.22 12.45 0.29 O K

Combined shear & Tension 0.09 O KDeflection, mm 0 9.75 O K

Combined stress due to moment & axial force 1 0.59 0.59 O KMin bracing resistance 41.21kN offered 0.31 kN Required

Slenderness ratio in compression 250 198.98 0.8 O KSlenderness ratio in Tesion 300 198.98 0.66 O K

If threads excluded,0.55*fu*Ab*No of shear planes*ɸbs* no of bolts & if Included,0.45*fu*Ab*No of shear planes*ɸbs* no of bolts

Vub =

Tub =

Mnx Mny Mnx Mny

Member connection at ends

Calculation of bracing resistance required to reduce slenderness along the plane of buckling under consideration

317 cm , 1.52 cm ,

317 cm , 0.98 cm ,

317 cm , 1.91 cm ,KLx/rxx 208.55 0 0KLy/ryy 208.55 0 0 From cl: 4.4.1KLv/rvv 323.47 0 0 From Table 4.1

Value to be considered for KL/r 134.33As varies for dif member, select values from above cells

0.31 kN From Table 4.1 Design Compressive resistance along= 41.21 kN BASED ON THE PLANE REQUIRED

L1X rxx

L1Y rvv

L1V ruu

Min bracing res Normal to member , Pr =

Input details, FOR PARAMETERS, REF "Splice plate parameters" sheetAngle-1 L150x150x15

b1 150 mm t1 15 mmCentroid 42.4 mm g11 60 mm

Area 42.74 k 29 mmAngle-2 L150x150x15

b2 150 mm t2 15 mmCentroid 42.4 mm g21 60 mm

Area 42.74 k 29 mm

As per practical standards & experimental investigation 25-30% heigher than that of connecting angles(Angle-1), from "spliced Axially -loaded single angle members in compression"

Plate-1

130 mm 130 mm

35 mm 35 mm

40 mm 40 mm

50 mm 50 mm

Area 1820

2.56E+06 2.97E+04Plate-2

110 mm 110 mm

35 mm 35 mm

30 mm 30 mm

50 mm 50 mm

Area 1320

1.33E+06 1.58E+04

Centroidal distance of All splice plates from Heel of angleCentroid at dist of 45.7898089172 mm from heel, towards both XX & YY axis

Details of bolts connected to angle-1

0.75 in 19.05No. of bolts on Angle-1 6 on one leg of angle

Number of bolt lines 2Bolts are staggered or parellel Staggered

Number of rows of bolts 6Number of bolts per Row 1

Number of bolts per column 3

35 mmThreads from shear plane Excluded

pitch of threads 10 Per In 3.94

85 mm From heel of angle-1

cm2

cm2

WP11 WP12

eP11 eP12

EP11 EP12

SP1 SP2

mm2

IP1-xx mm4 IP1-YY mm4

WP21 WP22

eP21 eP22

EP21 EP22

SP1 SP2

mm2

IP2-xx mm4 IP2-YY mm4

Dia of bolt, db1

edge dist for angle, e1

Centrod of bolt group on angle -1,CX1

160 mm From end of angle-1

218.17 pi/4*(dia of bolt-0.9382*pitch of threads)^2

Ultimate tensile strength of bolt 120.00 ksi 826.8Details of bolts connected to angle-2

0.75 in 19.05No. of bolts on Angle-2 8 on one leg of angle

Number of bolt lines 2Bolts are staggered or parellel Staggered

Number of rows of bolts 8Number of bolts per Row 1

Number of bolts per column 4

35 mmThreads from shear plane Excluded

pitch of threads 10 Per In 3.94

85 mm From heel of angle-2

210 mm From end of angle-2

218.17 pi/4*(dia of bolt-0.9382*pitch of threads)^2

Ultimate tensile strength of bolt 120 ksi 826.8Cheks

Area of plates 6280 O.K

Centroid of bolts & plate 1, for Angle-1 form heel 85 mm O.K

Centroid of bolts & plate 1, for Angle-2 form heel 85 mm O.K

Centroid of bolts & plate 2, for Angle-1 form heel 85 mm O.K

Centroid of bolts & plate 2, for Angle-2 form heel 85 mm O.K

110 mm O K

110 mm O K

LoadingAngle of Leg with verticle 0 degAxial compressive Load 828 kN

Axial tensile Load 725 kN

Shear force 0 kN

Moment due to compressive load on splice plates 2.806761783439 kN-m

Moment due to Tensile load on splice plates 2.457611464968 kN-m

Axial compressive force on one leg 414 kNAxial Tensile force on one leg 362.5 kN

CY1

C/s area of Threaded area Anb = mm2

Dia of bolt, db2

edge dist for angle, e2

Centrod of bolt group on angle -1,CX1

CY1

C/s area of Threaded area Anb = mm2

mm2

Width of plate 2, WP21

Width of plate 2, WP22

1.98 kN-m

distance bet bolt & end of angle -1 85 mmdistance bet bolt & end of angle -2 85 mm

Length of memebr = 120 mm

3.46 mm

34.68

30.4 ksi 209.46

Compressive stress due to load 156.82

Compressive stress due to moment 40.91

Total compressive stress = 197.73 O K

Tensile stress stress due to load = 137.3106060606

Tensile stress due to moment = 40.91

Total Tensile stress = 178.2206060606 O K

shear stress = 0

Shear resistance = 176.7744 kNcompressive resistance= 276.4872 kN

Tensile resistance for yielding = 294.62 kN

Check for combined Shear & compression 0.943998854197 O K

Length of memebr = 120 mm

4.04 mm

29.7

30.9 ksi 212.9

Compressive stress due to load 113.74

Compressive stress due to moment 25.11

Total compressive stress = 138.85

Tensile stress stress due to load = 99.59

Tensile stress due to moment = 25.11

Total Tensile stress = 124.7

shear stress = 0

Shear resistance = 243.7344 kNcompressive resistance= 387.478 kN

Tensile resistance for yielding = 406.22 kN

Check for combined Shear & compression 0.652184124002 O K

Moment due to Axial force, due to ecc in splice plate & Centroid of angle-1

Radius of gyration for plate -2 , ryy

KL/ryy

Available critical stress for compression from Table 4-22, AISC Manual

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

Radius of gyration for plate -1 , ryy

KL/ryy

Available critical stress for compression from Table 4-22, AISC Manual

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

Check for strength of plate at connection Resistance factors

For Tensile Yielding 0.9For Tensile Rupture 0.75

For block shear rupture 0.75

Plate -1 , check for connection at angle-1 Plate -1 , check for connection at angle-2

Area of Plate 1820 Area of Plate

Deduction of bolt hole 311.15 Deduction of bolt holeDesign tensile Load for yielding 406.22 kN Design tensile Load for yieldingDesign tensile Load for rupture 411.81 kN Design tensile Load for rupture

Design tensile Load for Block shear 686.5425 kN Design tensile Load for Block shearDesign bolt bearing strength of group 1182.43 kN Design bolt bearing strength of group

Plate -2 , check for connection at angle-1 Plate -2 , check for connection at angle-2

Area of Plate 1320 Area of Plate

Deduction of bolt hole 266.7 Deduction of bolt holeDesign tensile Load for yielding 294.62 kN Design tensile Load for yieldingDesign tensile Load for rupture 315.99 kN Design tensile Load for rupture

Design tensile Load for Block shear 566.145 kN Design tensile Load for Block shearDesign bolt bearing strength of group 1013.54 kN Design bolt bearing strength of group

3750

43750

47500

Angle-1Shear due to axial load on single bolt 34.50 kN

Shear due to Shear load on single bolt 0.00 kNShear due to Moment on single bolt(max) 1.04 kN

Resultant shear Force 34.52 kN

Angle-2Shear due to axial load on single bolt 25.88 kN

Shear due to Shear load on single bolt 0.00 kNShear due to Moment on single bolt(max) 1.04 kN

Resultant shear Force 25.90 kN

Shear strength of bolt connected for angle-1 99.21 kNShear strength of bolt connected for angle-2 99.21 kN

ChecksResistance Reaction Ratio

Plat

e-1

Tensile Rupture 411.81 181.25 0.44

mm2

mm2

mm2

mm2

∑X2 mm2

∑Y2 mm2

∑X2+∑Y2 mm2

Plat

e-1

Tensile yielding 406.22 181.25 0.45Block shear 686.5425 181.25 0.26Bearing strength 1182.43 181.25 0.15

1 0.65 0.65

Plat

e-2

Tensile Rupture 315.99 181.25 0.57Tensile yielding 294.62 181.25 0.62Block shear 566.145 181.25 0.32Bearing strength 1013.54 181.25 0.18

1 0.94 0.94Bolt shear, angle-1 99.21 34.52 0.35Bolt shear, angle-1 99.21 25.90 0.26

1 0.76 0.76

0.75 inches dia 2.75 inches length

Combined compressive & shear resistance,ratio

Combined compressive & shear resistance,ratio

Combined compressive & shear resistance,ratioBolt length of Angle-1 & Splice plates

0.75 inches dia 2.75 inches length & Packing plate of 0 mm thk

Bolt length of Angle-2 & Splice plates

Input details, FOR PARAMETERS, REF "Splice plate parameters" sheet

g12 50 mm

w 121 mm

g22 50 mm

W 121

As per practical standards & experimental investigation 25-30% heigher than that of connecting angles(Angle-1), from "spliced Axially -loaded single angle members in compression"

14 mm

850 mm

248

400

12 mm

850 mm

248

400

Centroidal distance of All splice plates from Heel of anglefrom heel, towards both XX & YY axis

Details of bolts connected to angle-1

mmon one leg of angle

Per cm

From heel of angle-1 0

tP1

LP1

Fy N/mm2

Fu N/mm2

tP2

LP1

Fy N/mm2

Fu N/mm2

From end of angle-1

pi/4*(dia of bolt-0.9382*pitch of threads)^2

Details of bolts connected to angle-2

mmon one leg of angle

Per cm

From heel of angle-2

From end of angle-2

pi/4*(dia of bolt-0.9382*pitch of threads)^2

Cheks

O.K

O.K

O.K

O.K

O.K

O K

O K

Loading

N/mm2

N/mm2

Man

dato

ry a

s ce

ntro

id is

ba

sed

on th

is c

ondi

tion.

2nd row for staggered connection & 1st row for parallel connection2nd row for staggered connection & 1st row for parallel connection

combined

14.59 mm

8.22481151474

N/Sq.mm 31.4 216.346 based on AISC manual Table 4.22

131.847133758

33.0494329125

164.89656667 should be less than critical compressive stress

115.445859873

33.0494329125

148.495292785

0 assumed shear force is acting along pricipal axis

420.5088 kN based on AISC manual clause G2.1679.32644 kN

700.85 kN Resu principal stress

0.76

N/Sq.mm

Resu principal stress

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

Check for strength of plate at connection

Plate -1 , check for connection at angle-2

Area of Plate 1820

Deduction of bolt hole 311.15Design tensile Load for yielding 406.22 kNDesign tensile Load for rupture 411.81 kN

Design tensile Load for Block shear 938.5425 kNDesign bolt bearing strength of group 1592.08 kN

Plate -2 , check for connection at angle-2

Area of Plate 1320

Deduction of bolt hole 266.7Design tensile Load for yielding 294.62 kNDesign tensile Load for rupture 315.99 kN

Design tensile Load for Block shear 782.145 kNDesign bolt bearing strength of group 1364.67 kN

up to max 6rows of bolts above centroid

Checks

O.K

mm2

mm2

mm2

mm2

O.KO.KO.K

O.KO.KO.KO.KO.K

O.KO.KO.K

O.K

2nd row for staggered connection & 1st row for parallel connection2nd row for staggered connection & 1st row for parallel connection

based on AISC manual Table 4.22

should be less than critical compressive stress

assumed shear force is acting along pricipal axis

based on AISC manual clause G2.1

197.73

138.85

N/mm2

N/mm2

up to max 6rows of bolts above centroid

Design of members & assumptions made Designed for checking the capacity of members & bolts only, gussets are not included

clauses mentioned are from TIA/ANSI-222G1 Designed for equal angle legs only2 Designed for single & double bolt lines3 If both the legs are connected, assumed same number of bolts, same gage & spacing 4 enter the number of bolts on one leg only, for both leg connected cases5 assumed same spacing between bolt rows6 connected leg : The leg through which load is transferred to main member

unconnected leg : The leg which is not connected7 Aplly lateral loads for plan Horizontal members , to support live load & zero for other members8 Block shear is calculated bor both legs , considering change in bolt location from tip9 Bracing resistance offered is the resistance offered by the member to main member

Bracing resistance required is the resistance required to consider the lateral support10 while calculating diagonal member length, consider cl 4.5.2.111 calculation provided to measure length is approximate, calculate from dwg for final check12 Conditiosn of bolt lines & number of bolts, rotation restraint conditions are same at both the ends of member13 the Supports should be provided for calculating incremental factor for combined stress,cell c27, assume number of bolts =1 in cell C26 for safer side

DESIGN

1 Its good to design secondary members prior to main members to know the bracing resistance2 The edge distances can be changed from the table in the bolt & Anchor tables sheet3 When the gages are not defined, the error will reflect in the tensile rupture & eccentricity factor.

4 the edge distance, spacing of bolts should be changed in Bolt & anchor table sheet & guage distances shall be changed in Equal angle index sheet, as it is made as variable5 both Splice plate & design of members can not be done together.

Design of members & assumptions made Designed for checking the capacity of members & bolts only, gussets are not included

clauses mentioned are from TIA/ANSI-222G

Conditiosn of bolt lines & number of bolts, rotation restraint conditions are same at both the ends of memberthe Supports should be provided for calculating incremental factor for combined stress,cell c27, assume number of bolts =1 in cell C26 for safer side

DESIGN

When the gages are not defined, the error will reflect in the tensile rupture & eccentricity factor.

the edge distance, spacing of bolts should be changed in Bolt & anchor table sheet & guage distances shall be changed in Equal angle index sheet, as it is made as variable

Steel Grade

fy (Mpa) fu (Mpa)1 A36 248 4002 A529 gr.50 344.74 448.16

1 2 3 4 5 6 7Splice bolts

A325 up to 1.5; A449 for larger

Bolt Washer Tool Edge Threads End Distance Bolt spacing

Dia Nom. OD Clearance Distance per

Index in in in in in mm mm

1 1/2 1 1/16 7/8 3/4 13 25 40

2 5/8 1 5/16 1 1 9/50 11 28 40

3 3/4 1 15/32 1 1/4 1 19/50 10 34 50

4 7/8 1 3/4 1 3/8 1 1/8 9 38 80

5 1 2 1 7/16 1 1/4 8 42 80

6 1 1/8 1 1/4 1 9/16 1 1/2 7

7 1 1/4 2 1/2 1 11/16 1 5/8 7

8 1 3/8 2 3/4 1 3/4 1 23/32 6

9 1 1/2 3 1 7/8 1 7/8 6

10 1 3/4 3 1/2 2 1/8 2 3/16 5

11 2 4 2 3/8 2 1/2 4 1/2

12 2 1/4 4 1/2 2 5/8 2 13/16 4 1/2

13 2 1/2 5 2 7/8 3 1/8 4

L/r

Type of member Leg 150 Yes Number of bolt lines

Main Diagonal 200 No 1

Main Horizontal 200 2

Other member 250

secondary diagonal 200

Bolt dia," bolt Length," Thread length," Bolt dia Length to be added to grip

0.5 1.25 1 0.5 0.6875

0.5 1.5 1 0.625 0.875

0.5 1.75 1 0.75 10.5 2 1 0.875 1.125

0.5 2.25 1 1 1.25

0.5 2.5 1 1.125 1.5

0.5 3.5 1 1.25 1.625

0.5 1 1 1.375 1.75

0.5 5 1 1.5 1.875

0.5 6 1

0.5 4.5 1

0.5 5.5 1

0.5 2.75 1

0.625 1.25 1.25

0.625 1.5 1.25

0.625 1.75 1.25

0.625 2 1.25

0.625 2.25 1.25

0.625 2.5 1.25

0.625 2.75 1.25

0.625 3 1.25

0.625 3.25 1.25

0.625 3.5 1.25

0.625 3.75 1.25

0.625 5 1.25

0.625 6 1.25

0.625 6.5 1.25

0.625 7 1.25

0.75 1.25 1.375

0.75 1.5 1.375

0.75 1.75 1.375

0.75 2 1.375

0.75 2.25 1.375

0.75 2.5 1.375

0.75 2.75 1.375

0.75 3 1.375

0.75 3.25 1.375

0.75 3.5 1.375

0.75 4.5 1.375

0.75 5 1.375

0.75 5.5 1.375

0.375 1.25 1.375

0.375 1.375 1.375

0.375 1.5 1.375

0.375 2 1.375

0.375 2.5 1.375

0.375 4 1.375

0.875 2 1.5

0.875 2.25 1.5

0.875 3 1.5

0.875 3.5 1.5

0.875 4 1.5

1 2 1.75

1 2.75 1.75

1 3 1.75

1 3.75 1.75

1 4.25 1.75

1 5.5 1.75

1 9 1.75

1 2.25 1.75

1 3.5 1.75

1 5.75 1.75

1 3.25 1.75

8 9 10

Nominal hole Yield Tensile

Min Edge distdiameter Strength Strength

mm ksi ksi

16 92 120 3/4 12 7/10 19.05 38.10

18 92 120 7/8 15.875 23.81 47.63

22 92 120 1 19.05 28.58 57.15

24 92 120 1 1/8 22.225 33.34 66.68

27 92 120 1 1/4 25.4 38.10 76.20

81 105 1 1/2 42.86 85.73

81 105 1 5/8 47.63 95.25

81 105 1 23/32 52.39 104.77

81 105 1 7/8 57.15 114.30

2 3/16 66.68 133.35

2 1/2 76.20 152.40

2 13/16 85.73 171.45

3 1/8 95.25 190.50

Number of bolt lines Boltlines threads

Staggered Included

Parallel Excluded

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19

Sectional Area, Unit Weight and Sectional Characteristic

Note :

Sectional PropertiesCenter Sec.of Unitof grav. Area Weight Geometrical Moment Radius of Gyration Modulus of Section

A B t K r1 r2 (c) of Area (cm)AxBxt mm mm mm mm mm mm cm cm² kg/m Ix=Iy Iv Iu ix=iy iv iu Sx=Sy Sv Su

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 191 L25x25x3 25 25 3.0 7.0 4.0 2.0 0.72 1.43 1.12 0.80 0.33 1.26 0.75 0.48 0.94 0.45 0.33 0.71

2 L30x30x3 30 30 3.0 7.0 4.0 2.0 0.84 1.73 1.36 1.42 0.59 2.26 0.91 0.58 1.14 0.66 0.50 1.073 L40x40x3 40 40 3.0 7.5 4.5 2.0 1.09 2.34 1.84 3.53 1.46 5.60 1.23 0.79 1.55 1.21 0.95 1.984 L40x40x4 40 40 4.0 10.0 6.0 3.0 1.12 3.08 2.42 4.48 1.87 7.12 1.21 0.78 1.52 1.55 1.18 2.525 L40x40x5 40 40 5.0 9.5 4.5 3.0 1.17 3.76 2.95 5.42 2.25 8.59 1.20 0.77 1.51 1.92 1.36 3.046 L45x45x4 45 45 4.0 10.5 6.5 3.0 1.24 3.49 2.74 6.50 2.70 10.30 1.36 0.88 1.72 1.99 1.54 3.247 L45x45x5 45 45 5.0 11.5 6.5 3.0 1.28 4.30 3.38 7.91 3.29 12.50 1.36 0.87 1.70 2.46 1.82 3.938 L50x50x4 50 50 4.0 10.5 6.5 3.0 1.37 3.89 3.05 9.06 3.76 14.40 1.53 0.98 1.92 2.50 1.94 4.079 L50x50x5 50 50 5.0 11.5 6.5 3.0 1.41 4.80 3.77 11.10 4.58 17.50 1.52 0.98 1.91 3.09 2.30 4.95

10 L50x50x6 50 50 6.0 12.5 6.5 4.5 1.44 5.64 4.43 12.60 5.23 20.00 1.49 0.96 1.88 3.54 2.57 5.6611 L60x60x4 60 60 4.0 10.5 6.5 3.0 1.61 4.69 3.68 16.00 6.62 25.40 1.85 1.19 2.33 3.64 2.91 5.9912 L60x60x5 60 60 5.0 11.5 6.5 3.0 1.66 5.80 4.55 19.60 8.09 31.20 1.84 1.18 2.32 4.52 3.45 7.3513 L60x60x6 60 60 6.0 14.0 8.0 4.0 1.69 6.91 5.42 22.80 8.28 36.24 1.82 1.09 2.29 5.29 3.46 8.5414 L65x65x5 65 65 5.0 13.5 8.5 3.0 1.77 6.37 5.00 25.30 10.50 40.10 1.99 1.28 2.51 5.35 4.19 8.7215 L65x65x6 65 65 6.0 14.5 8.5 4.0 1.81 7.53 5.91 29.40 12.20 46.60 1.98 1.27 2.49 6.27 4.77 10.1416 L65x65x8 65 65 8.0 16.5 8.5 6.0 1.88 9.76 7.66 36.80 15.30 58.30 1.94 1.25 2.44 7.97 5.75 12.6817 L70x70x6 70 70 6.0 14.5 8.5 4.0 1.93 8.13 6.38 37.10 15.30 58.90 2.14 1.37 2.69 7.32 5.61 11.9018 L70x70x7 70 70 7.0 16.0 9.0 4.5 1.97 9.40 7.38 42.40 17.64 67.01 2.12 1.37 2.67 8.43 6.33 13.5419 L75x75x6 75 75 6.0 14.5 8.5 4.0 2.06 8.73 6.85 46.10 19.00 73.20 2.30 1.48 2.90 8.47 6.52 13.8020 L75x75x8 75 75 8.0 18.0 10.0 5.0 2.13 11.50 9.03 58.90 24.51 93.41 2.26 1.46 2.85 10.97 8.14 17.6121 L75x75x8a 75 75 8.0 17.5 8.5 6.0 2.17 12.69 9.96 64.40 26.70 102.00 2.25 1.45 2.84 12.08 8.70 19.2322 L75x75x12 75 75 12.0 20.5 8.5 6.0 2.29 15.56 13.00 81.90 34.50 129.00 2.22 1.44 2.79 15.72 10.65 24.3223 L80x80x6 80 80 6.0 14.5 8.5 4.0 2.18 9.33 7.32 56.40 23.20 89.60 2.46 1.58 3.10 9.59 7.53 15.8424 L80x80x8 80 80 8.0 18.0 10.0 5.0 2.26 12.30 9.66 72.30 29.55 115.17 2.42 1.55 3.06 12.60 9.25 20.3625 L90x90x6 90 90 6.0 16.0 10.0 5.0 2.42 10.55 8.28 80.70 33.40 128.00 2.77 1.78 3.48 12.26 9.76 20.1126 L90x90x7 90 90 7.0 17.0 10.0 5.0 2.46 12.22 9.59 93.00 38.30 148.00 2.76 1.77 3.48 14.22 11.01 23.2627 L90x90x9 90 90 9.0 20.0 10.0 5.5 2.54 15.50 12.17 116.00 48.01 184.49 2.74 1.76 3.45 17.96 13.37 28.9928 L90x90x10 90 90 10.0 20.0 10.0 7.0 2.57 17.00 13.35 125.00 51.70 199.00 2.71 1.74 3.42 19.44 14.22 31.2729 L90x90x13 90 90 13.0 23.0 10.0 7.0 2.69 21.71 17.04 156.00 65.30 248.00 2.68 1.73 3.38 24.72 17.17 38.9730 L100x100x7 100 100 7.0 17.0 10.0 5.0 2.71 13.62 10.69 129.00 53.20 205.00 3.08 1.98 3.88 17.70 13.88 28.9931 L100x100x8 100 100 8.0 18.0 10.0 7.0 2.75 15.47 12.14 146.00 58.82 234.09 3.07 1.95 3.89 20.14 15.13 33.1132 L100x100x10 100 100 10.0 20.0 10.0 7.0 2.82 19.00 14.92 175.00 72.00 278.00 3.03 1.95 3.83 24.37 18.05 39.3233 L100x100x13 100 100 13.0 23.0 10.0 7.0 2.94 24.31 19.08 220.00 91.10 348.00 3.01 1.94 3.78 31.16 21.91 49.2134 L120x120x8 120 120 8.0 20.0 12.0 5.0 3.24 18.76 14.73 258.00 106.00 410.00 3.71 2.38 4.67 29.45 23.13 48.3235 L120x120x10 120 120 10.0 23.0 13.0 4.8 3.31 23.20 18.21 313.00 129.00 497.00 3.67 2.36 4.63 0.00 0.00 0.0036 L120x120x12 120 120 12.0 25.0 13.0 6.5 3.40 27.50 21.59 388.00 151.87 581.90 3.66 2.35 4.60 42.79 31.58 68.5837 L130x130x9 130 130 9.0 21.0 12.0 6.0 3.53 22.74 17.85 366.00 150.00 583.00 4.01 2.57 5.06 38.65 30.05 63.4238 L130x130x12 130 130 12.0 24.0 12.0 8.5 3.64 29.76 23.36 467.00 192.00 743.00 3.96 2.54 5.00 49.89 37.30 80.8339 L150x150x10 130 150 10.0 26.0 16.0 4.8 4.03 29.28 22.99 624.00 258.00 991.00 4.62 2.97 5.82 0.00 0.00 0.0040 L150x150x12 150 150 12.0 26.0 14.0 7.0 4.14 34.77 27.29 740.00 304.00 1180.00 4.61 2.96 5.83 68.14 51.92 111.2541 L150x150x15 150 150 15.0 29.0 14.0 10.0 4.24 42.74 33.55 888.00 365.00 1410.00 4.56 2.92 5.74 82.53 60.87 132.9442 L150x150x19 150 150 19.0 33.0 14.0 10.0 4.40 53.38 41.90 1090.00 451.00 1730.00 4.52 2.91 5.69 102.83 72.48 163.1143 L175x175x12 175 175 12.0 27.0 15.0 11.0 4.73 40.52 31.81 1170.00 480.00 1860.00 5.37 3.44 6.78 91.62 71.76 150.3144 L175x175x15 175 175 15.0 30.0 15.0 11.0 4.85 50.21 39.41 1440.00 589.00 2290.00 5.36 3.43 6.75 113.83 85.87 185.0645 L200x200x15 200 200 15.0 32.0 17.0 12.0 5.46 57.75 45.33 2180.00 891.00 3470.00 6.14 3.93 7.75 149.93 115.39 245.3746 L200x200x20 200 200 20.0 37.0 17.0 12.0 5.67 76.00 59.66 2820.00 1160.00 4490.00 6.09 3.91 7.69 196.79 144.66 317.4947 L200x200x25 200 200 25.0 42.0 17.0 12.0 5.86 93.75 73.59 3420.00 1410.00 5420 6.04 3.88 7.60 241.87 170.14 383.2548 L203x203x12.7 203 203 12.7 28.6 0.0 0.0 0.00 50.58 0.00 0.00 0.00 0 0.00 4.04 0.00 0.00 0.00 0.0049 L250x250x25 250 250 25.0 49.0 24.0 12.0 7.10 119.40 93.73 695,000 2860.00 1100 7.63 4.89 9.60 388.27 284.83 622.2550 L250x250x35 250 250 35.0 59.0 24.0 18.0 7.45 162.60 127.64 9110.00 3790.00 1440 7.49 4.83 9.41 519.09 359.72 814.59

Standard Sectional Dimension of Equal Angle Steel and Its

of Inertia (cm4) (cm3)

20 21 22 23 24

g g1 g2Grade (Mpa) Gage Gage Gage

fy fu distance distance distance

mm cm cm20 21 22 23 23

248.00 400.00 15.00

248.00 400.00 20.00

248.00 400.00 22.00248.00 400.00 22.00248.00 400.00 22.00248.00 400.00 25.00248.00 400.00 25.00248.00 400.00 30.00248.00 400.00 30.00248.00 400.00 30.00248.00 400.00 35.00248.00 400.00 35.00248.00 400.00 35.00248.00 400.00 35.00248.00 400.00 35.00248.00 400.00 35.00248.00 400.00 40.00248.00 400.00 40.00248.00 400.00 37.50248.00 400.00 45.00248.00 400.00 45.00248.00 400.00 45.00248.00 400.00 45.00248.00 400.00 40.00248.00 400.00 45.00248.00 400.00 50.00248.00 400.00 50.00248.00 400.00 50.00248.00 400.00 50.00248.00 400.00 60.00248.00 400.00 60.00248.00 400.00 60.00248.00 400.00 60.00344.74 448.16 60.00 50.00 40.00344.74 448.16 60.00 50.00 40.00344.74 448.16 60.00 50.00 40.00344.74 448.16344.74 448.16344.74 448.16 90.00 55.00 60.00344.74 448.16 90.00 55.00 60.00344.74 448.16 90.00 60.00 50.00344.74 448.16 90.00 55.00 60.00344.74 448.16 100.00 60.00 75.00344.74 448.16 100.00 60.00 65.00344.74 448.16 115.00 70.00 65.00344.74 448.16 115.00 75.00 75.00344.74 448.16 115.00 75.00 75.00344.74 448.16344.74 448.16344.74 448.16