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REV PAGE

1 ALL

1A ALL

1B ALL

1C ALL

1D ALL

RN SEF JB/DS

12/11/13 RE-ISSUED FOR INFORMATION RN SEF JB/DS


28/08/13 ISSUED FOR INFORMATION



CALCULATION FORSTEEL CONNECTION

DATE : D ECEMBER 27, 2 013 SHEET : 1 OF 36

PREPD

DATE DESCRIPTION PREP'D CHK'D APPD COMPANY

APPD JOHNSON BATUBARA/ DWI SUSENO JB/DS

NORTH DURI DEVELOPMENTAREA 13

PT. Chevron Pacific Indonesia

SIF NO . DOC NO: REV :

C-793162CA-3513GN-SS-014 1D

RADEA NASRI E RN

AGUS EFFENDI SEFWIKA INWHA SINGGAR CHKD

CATEGORY 2

RE-ISSUED FORINFORMATION

COMPANY REVIEW

CODE 1 Proceed. CODE 2 - Proceed With Noted. CODE 3 - Not Proceed. CODE 4 - Receipt Noted.

NAME :____________DATE :___________

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CA-3513GN-SS-014 Rev. 1D

1. GENERAL1.1 Scope1.2 Code, Standard, and Reference1.3 Unit1.4 Material Specification and Allowable Stress

2. DESIGN AND ANALYSIS2.1 Analysis2.2 Bolt Capacity

3. BEAM MOMENT CONNECTION DESIGN3.1 Nominal Shear Capacity3.2 Nominal Moment Capacity3.3 Sample Calculation

4. BEAM SHEAR CONNECTION DESIGN4.1 Nominal Shear Capacity4.2 Sample Calculation

5. BEAM BRACE CONNECTION DESIGN5.1 Nominal Tension and Compression Capacity5.2 Sample Calculation

6. BASE PLATE CONNECTION DESIGN6.1 Nominal Compression Capacity6.2 Nominal Shear Capacity6.3 Nominal Tension Capacity6.4 Nominal Moment Capacity6.5 Sample Calculation

7. POST COLUMN CONNECTION DESIGN7.1 Nominal Compression Capacity7.2 Nominal Shear Capacity7.3 Nominal Tension Capacity7.4 Sample Calculation

ATTACHMENT A. Calculation of Moment ConnectionB. Calculation of Pinned ConnectionC. Calculation of Vertical Brace ConnectionD. Calculation of Horizontal Brace ConnectionE. Calculation of Base Plate Pinned ConnectionF. Calculation of Base Plate Fixed ConnectionF. Calculation of Post Column Connection

24

22212124

20

18181819

4456

91011

131315

19

TABLE OF CONTENT

Page

333

44

33

4

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1. GENERAL

1.1 Scope

1.2 Code, Standard, and Referencea. AISC LRFD : "Load and Resistance Factor Design Specification for Structural Steel"b. ASCE 7-05 : "Minimum Design Loads for Buildings and Other Structures"c. SNI-03-1726-2002 : "Code and Practice for Seismic Design Building in Indonesia"d. SNI 03-1728-2002 : "Steel Design Procedure for Building Structure"e. Engineering Specification : Doc. No.

General Specification for Civil and Structure SP-CI-GG-002 Addendum For General Specification for Civil and Structure SP-0513GN-CC-001Structural Steel Specification SP-CI-SS-001

Addendum For Structural Steel Specification SP-0513GN-SS-001

1.3 Unit American Imperial Unit & International System Unit

1.4 Material Specification and Allowable Stress

Structural Steel , ASTM A36 or JIS G 3101 GR SS400Fyb = psi = MPaFub = psi = MPa

Steel Plate , ASTM A36 or JIS G 3101 GR SS400F

yp= psi = MPa (t > 16mm)

Fyp = psi = MPa (t 16mm)Fup = psi = MPa

High Strength Bolt , ASTM A325 Type 1 Bearing TypeFy = psi = MPa (1/2" f 1")Fu = psi = MPa (1/2" f 1")Fy = psi = MPa (1" < f 1 1/2")Fu = psi = MPa (1" < f 1 1/2")Fnv = psi = MPa (nominal shear stress)Fnt = psi = MPa (nominal tensile stress)

Weld E70XX ElectrodeFuw = psi = MPaFvw = psi = MPa

Concretef c' = psi = MPa4000 28

This document present calculation of Steel Connection Design for Onplot North and South Station, Area13 North Duri Development Project.

34,800 240

58,000 400

34,083 235

48,000 331

120,000 827

81,000 558

105,000 724

35,533 245

58,000 400

92,000 634

90,000 621

70,000 483

42,000 290

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CA-3513GN-SS-014 Rev. 1DFnv = Bolt nominar shear strength

b. End Plate Capacityf R nv-2 = f vp 0,6 F yp bp tp (strong direction)

and,f R nv-3 = f vp 0,6 F yp Lp tp (weak direction)

where :f vp =Fyp = Yield strength of platebp = Width of end plateLp = Length of end platetp = Thickness of end plate

c. Beam capacity at weld connectionf R

nv-4 = f

v t

wb (d

b - 2t

fb- 2r

b) F

yb (strong direction)and,f R nv-5 = f v 2 t fb b fb F yb (weak direction)

where :f v =Fyb = Yield strength of beamtwb = Beam web thicknesstfb = Beam flange thicknessb fb = Beam flange widthdb = Beam heightr b = Scallop

3.2 Nominal Moment Strength CapacityThe ultimate moment capacity may be taken by choosing the minimum value of these formula :a. Moment capacity by bolt tension

f R nb-1 = f b 2 n t F t Ab (d b - t fb) (strong direction)and,

f R nb-2 = f b n l F t Ab g 1 (weak direction)where :

f b =F t = Nominal tensile strength of boltn t = Number of bolt in transversal direction

n l = Number of bolt in longitudinal directiong1 = Distance between bolt in transversal direction.

b. Moment capacity by End Platef R nb-3 = f b F ft (d b - t fb) (strong direction)

where :f b =a m = Coefficient applied to determine bending moment

0.75

0.75

0.90

0.90

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CA-3513GN-SS-014 Rev. 1D= C a C b (Af /Aw)

1/3 (P e /d o)1/4

C a =C b = (b fb/b p)

1/2

A f = b fb tfb (sectional area of beam flange) Aw = (d b - 2t fb) twb (sectional area of beam web)P e = P f - d o/4 - 0,707 w www = Leg distance weldingP f = Distance from center of bolt to face of flangeF ft = (4 M e ) / ( a m P e)

Me = 0,9 F yp b p tp2 / 4

c. Moment capacity at welded connection

f R nb-4 = f b Zw-S F yb (strong direction)and,

f R nb-5 = f b Zw-W F yb (weak direction)where :

f b =Zw = Section modulus of beam after weldedZw-S = ( 1 /12 b f [d

3 - (d - 2t f )3] + 1/12 tw (d - 2t f - 2r)

3 ) / 0,5dZw-W = 2 1/6 tf b f

2

3.3 Sample CalculationBolt, do = in. nb = ea g1 = in

Ab = in2 n t = eaP f = in n l = ea

End Plate, tp = in.bp = in.lp = in.

Welding, r b = mm = in.ww = mm = in.

Column Size, = H -250x250x9x14d c = mm = in.b fc = mm = in.twc = mm = in.tfc = mm = in.

Beam Size, = WF -300x150x6.5x9db = mm = in. A f = b fb tfb = in2

4.00

2.09

14 0.55

300 11.81

250 9.84

250 9.84

9 0.35

7/8

7.125

18.898

20 0.79

11 0.43

0.90

7/8 8.00

0.6013 2.00

1.969 4.00

1.36

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CA-3513GN-SS-014 Rev. 1Db fb = mm = in. Aw = (d b - 2t fb) twb = in2

twb = mm = in.tfb = mm = in.

Shear Capacitya. Bolt Shear Capacity

f R nv-1 = f v n b Ab F nv= 0.75 x 8 x 0.601 x 48000= lbf (strong and weak direction)

b. End Plate Capacityf R nv-2 = f vp 0,6 F yp bp tp

= 0.75 x 0.6 x 34083 x 7.125 x 0.875= lbf (strong direction)

f R nv-3 = f vp 0,6 F yp Lp tp= 0.75 x 0.6 x 34083 x 18.898 x 0.875= lbf (weak direction)

c. Beam capacity at weld connectionf R nv-4 = f v twb (d b - 2t fb - 2r b) F yb

= 0.75 x 0.256 x (11.811 - 2x0.354 - 2x0.787) x 34800= lbf (strong direction)

f R nv-5 = f v 2 t fb b fb F yb= 0.75 x 2 x0.354 x 5.906 x 34800= lbf (weak direction)

Conclusion :Shear capacity used is :

For strong direction, f R nv-strong = Min ( f R nv-1 ; f R nv-2 ; f R nv-4 )= lbf = kips= ton

For strong direction, f R nv-weak = Min ( f R nv-1 ; f R nv-3 ; f R nv-5 )= lbf = kips= ton

Moment Capacitya. Moment capacity by bolt tension

f R nb-1 = f b 2 n t F t Ab (d b - t fb)= 0.9 x 2 x 2 x 90000 x 0.601 x (11.811 - 5.906)= lb-in (strong direction)

f R nb-2 = f b n l F t Ab g 1= 0.9 x 4 x 90000 x 0.601 x 4

28.305

1E+06

109228.718109.22948.585

173180

95619

63636

63635.84263.636

6.5 0.26

9 0.35

253610

109229

2.84150 5.91

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CA-3513GN-SS-014 Rev. 1D= lb-in (weak direction)

b. Moment capacity by End PlateP e = P f - d o/4 - w w

= 1.969 - 0.875/4 - 0.433= in

a m = C a C b (Af /Aw)1/3 (P e /d o)

1/4

= 1.36 x (5.91/7.13)^0.5 x (2.09/2.84)^0.333 x (1.35/0.88)^0.25=

Me = 0.90 F yp b p tp2 / 4

= 0.9 x 34083 x 7.13 x 0.875^2 /4= lb-in

F ft = (4 M e ) / ( a m P e)= (4 x 41833.22) / (1.25 x 1.35)= lb

f R nb-3 = f b F ft (d b - t fb)= 0.9 x 99632.218 x (11.811 - 0.354)= lb-in (strong direction)

c. Moment capacity at welded connectionZw-S = ( 1 /12 b fb [db

3 - (d b - 2t f )3] + 1/12 tw (d b - 2t f - 2r)

3 ) / 0,5d b= in3

Zw-W = 2 1/6 tf b f 2

= in3

f R nb-4 = f b Zw-S F yb= lb-in (strong direction)

f R nb-5 = f b Zw-w F yb= lb-in (weak direction)

Conclusion :Moment capacity used is :

For strong direction, f R nb-storng = Min ( f R nb-1 ; f R nb-3 ; f R nb-4 )= lb-in= kips-ft= ton-m

For weak direction, f R nb-weak = Min ( f R nb-2 ; f R nb-5 )= lb-in

4.1191

129010

129010.3

1E+06

26.384

826362

826362.468.8649.336

1.3482

1.2458

41833

99632

779311

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CA-3513GN-SS-014 Rev. 1D= kips-ft= ton-m

4. BEAM SHEAR CONNECTION DESIGN

10.7511.458

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4.1 Nominal Shear CapacityThe nominal shear capacity may be taken by choosing the minimum value of these formula :a. Bolt Shear Capacity

f R nv-1 = f v n b Ab F nv (strong direction)where :

f v =nb = Total number of bolt

Ab = Bolt gross areaFnv = Bolt nominar shear strength

b. Gusset Plate Capacityf R nv-2 = f v 0,6 F yp tp Lp (strong direction)

and,f R nv-3 = f v 0,6 F yp tp Bp (weak direction)

and,f R nv-4 = (f v Zp-w F yp) / B p (weak direction)

where :f v =Fyp = Yield strength of platetp = Plate thicknessLp = Plate length

Bp = Plate widthZp-w =

1/6 tp2 Lp

c. Beam Shear Capacity- For d b < 150 mm, f R nv-5 = f v (d b - d o) twb F yb (strong direction)

- For d b 150 mm, f R nv-5 = f v {db - (n b d o)} twb F yb (strong direction)where :

f v =db = Height of beamdo = Bolt diameter twb = Beam web thicknessFyb = Yield strength of beam

d. Block Shear of Coped Beam- When F u Ant 0.6 Fu Anv ,

f R nv-6 = f v (0,6 F yp Agv + F up Ant) (strong direction)

- When 0.6 F u Anv > F u Ant ,

f R nv-6 = f v (0,6 F up Anv + F yp Agt) (strong direction)

0.75

0.75

0.75

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CA-3513GN-SS-014 Rev. 1Dwhere :

f v =Fup = Ultimate strength of plate

Agv = Gross area subject to shear = { lu + (n b - 1) s } t p Anv = Net area subject to shear = Agv - d eh (n b - 0.5) t p Agt = Gross area subject to tension = lh tp Ant = Net area subject to tension = Agt - d eh /2 t pd eh = Effective bolt hole diameter = do +

2/16

e. Welding Shear of Gusset Plate- For fillet welding (t p 16 mm)

f Rnv-7 =

fv w

w 1.4 (d

b - 2t

fb) F

yp (strong and weak direction)- For grove welding (t p > 16 mm)

f R nv-7 = f v tp (d b - 2t fb) F yp (strong and weak direction)f v =ww = Leg length of fillet weld

4.2 Sample CalculationBolt, do = in. nb = ea

Ab = in2 s = in

Gusset Plate, tp = in. lu = in. Agt = in2

Lp = in. lh = in. Anv = in2Bp = in. Agv = in2 Ant = in2


Beam Size, = WF -300x150x6.5x9db = mm = in.b fb = mm = in.twb = mm = in.tfb = mm = in.

a. Bolt Shear Capacityf R nv-1 = f v n b Ab F nv

= 0.75 x 3 x 0.601 x 48000= lbf (strong direction)

b. Gusset Plate CapacityZp-w =

1/6 tp2 Lp

2

6.5 0.26

9 0.35

64943

5 0.20

300 11.81

150 5.91

2.3911.453

0.609

0.422

20 0.79

3.00

0.601 2.36

3/8 1 5/8

7 7/8 1 5/8

0.75

0.75

7/8

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CA-3513GN-SS-014 Rev. 1D= (1/6) x 0.375^2 x 7.875= in3

f R nv-2 = f v 0,6 F yp tp Lp= 0.75 x 0.6 x 34083 x 0.375 x 7.875= lbf (strong direction)

f R nv-3 = f v 0,6 F yp tp Bp= 0.75 x 0.6 x 34083 x 0.375 x 2.019= lbf (weak direction)

f R nv-4 = (f v Zp-w F yp) / B p= (0.75 x 0.185 x 34083) / 2.019= lbf (weak direction)

c. Beam Shear Capacity- For d b < 150 mm, f R nv-5 = f v (d b - d o) twb F yb- For d b 150 mm, f R nv-5 = f v {db - (n b d o)} twb F yb

f R nv-5 = 0.75 x {11.811 - (3 x 0.875)} x 0.256 x 34800= lbf (strong direction)

d. Block Shear of Coped Beam- When F up Ant 0.6 Fup Anv ,

f R nv-6 = f v (0,6 F yp Agv + F up Ant)

- When 0.6 F up Anv > F up Ant ,

f R nv-6 = f v (0,6 F up Anv + F yp Agt)

f R nv-6 = 0.75 x (0.6 x 58000 x 1.453 + 35533 x 0.609)= lbf (strong direction)

e. Welding Shear of Gusset Plate- For fillet welding (t p 16 mm)

f R nv-7 = f v ww 1.4 (d b - 2t fb) F yp- For grove welding (t p > 16 mm)

f R nv-7 = f v tp (d b - 2t fb) F yp

f R nv-7 = 0.75 x 0.197 x 1.4 x (11.811 - 2 x 0.354) x 34083= lbf (strong and weak direction)

Conclusion :Shear capacity used is,

For strong direction, f R nv-storng = Min ( f R nv-1 ; f R nv-2 ; f R nv-5 ; f R nv-6 ; f R nv-7 )= lbf = kips= ton

2337.2

0.1846

61355

54166

78213

45293.145.29320.146

45293

11611

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For weak direction, f R nv-weak = Min ( f R nv-3 ; f R nv-4 ; f R nv-7 )= lbf = kips= ton

5. BRACE CONNECTION

5.1 Nominal Compression and Tension Capacity

Reduction Factor : f v =f t =

a. Bolt Shear Capacity (Tension and Compression)

f R n-1 = f v n b Ab F nvwhere :

nb = Total number of bolt Ab = Bolt gross areaFnv = Bolt nominar shear strength

b. Tension on the Gross Area of the Beam (Tension Only)f P nt-1 = f t Agb F yb

where : Agb = Gross area of beamFyb = Yield strength of beam

c. Tension on the Net Area of the Beam (Tension Only)f P nt-2 = f t Aeb F ub

where : Aeb = Effective area of beam , = Agb - [(d o +

1/16 ) tb]

Fub = Ultimate strength of beam

d. Bearing Strength at Beam (Tension and Compression)

The nominal compression and tension capacity may be taken by choosing the minimum value of theseformula :

0.75

0.90

2337.22.3371.040

Le1 s p Le1

G

Le2

Wmin b p

Xc

Lw

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CA-3513GN-SS-014 Rev. 1Df R n-2 = f t 1.2 {L ce + L cs (n-1)} t b F ubf R n-3 = f t 2.4 d o n b tb F ub

where :

Lce = Effective distance for edge bolt = Le1 - (d o +1

/16 ) / 2Lcs = Effective distance for other bolt = s - (d o +1/16 )

tb = Beam thickness

e. Beam Block Shear Rupture (Tension Only)- When F ub Antb 0.6 Fub Anvb ,

f P nt-3 = f v (0,6 F yb Agvb + F ub Antb )

- When 0.6 F ub Anvb > F ub Antb ,

f P nt-3 = f v (0,6 F ub Anvb + F yb Agtb )where :

Agvb = Gross area subject to shear = { Le1 + (n b - 1) s } t b Anvb = Net area subject to shear = Agv - (d o +

1/16 ) (n b - 0.5) t b Agtb = Gross area subject to tension = Le2 tb Antb = Net area subject to tension = Agt - (d o +

1/16 )/2 t b

f. Tension on the Net Area of the Gusset Plate ( Tension Only )f P nt-4 = f t Ag F yp

where : Agp = Plate gross area, = bb tpFyp = Yield strength of plate

g. Tension on the Net Area of the Gusset Plate ( Tension Only )f P nt-5 = f t Aep F up

where : Aep = Effective area of the plate , = tp {db - (d o +

1/16 )}

Fup = Ultimate strength of plate

h. Bearing Strength at Gusset Plate ( Tension and Compression )f R n-4 = f t 1.2 {L ce + L cs (n b - 1)} t p F upf R n-5 = f t 2.4 d o n b tp F up

i. Gusset Plate Block Shear Rupture ( Tension Only )

- When F up Antp 0.6 Fup Anvp ,f P nt-6 = f v (0,6 F yp Agv + F up Ant)

- When 0.6 F up Anvp > F up Antp ,

f P nt-6 = f v (0,6 F up Anv + F yp Agt)where :

Agvp = Gross area subject to shear = { Le1 + (n b - 1) s } t p Anvp = Net area subject to shear = Agv - (d o +

1/16 ) (n b - 0.5) t p Agtp = Gross area subject to tension = Le2 tp

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CA-3513GN-SS-014 Rev. 1D Antp = Net area subject to tension = Agt - (d o +

1/16 )/2 t p

j. Welding Capacity ( Tension and Compression )f R n-6 = f t 0.6 F uw 0.707 w w 2 L w

where :Fuw = Ultimate strength of weldww = Leg length of weldLw = Length of beam welded to the plate

k. Gusset Plate Compression ( Compression Only )f P n-7 = f t 0.6 F cr Agp

where :F cr = 0.658 Fyp/Fep F ypF ep = (p2 E s) / (kL/r)

2

k = Effective length factor

L = Le1 + X cXc = Field clearance

Compression Capacityf P nc = min ( f R n1 , f R n2 , f R n3 , f R n4 , f R n5 , f R n6 , f P n7 )

Tension Capacityf P nt = min ( f R n1 , f R n2 , f R n3 , f R n4 , f R n5 , f R n6 , f P n1 , f P n2 , f P n3 , f P n4 , f P n5 , f P n6 )

5.2 Sample Calculation

Bolt, do = in. nb = ea Ab = in2 s = in

Gusset Plate, tp = in. bp = in.Le1 = in. Lce = in.Le2 = in. Lcs = in.Lw = in. Agp = in2.Xc = in. Aep = in2.

Agvp = in2. Agtp = in2. A

nvp = in2

. A

ntp = in2

.


Beam Size, = L -75x75x6db = mm = in. Agvb = in2

b fb = mm = in. Anvb = in275 2.95 1.191

75 2.95 0.712

1.13 0.35

20 0.79

11 0.43

4 3/4 1.59

1/2 0.80

1.89 0.50

3/8 4 1/4

1 1/2 1.09

1 1/3 0.96

3/4 3.000.442 1.77

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CA-3513GN-SS-014 Rev. 1Dtb = mm = in. Agtb = in2

Agb = mm 2 = in2 Antb = in2

Aeb = mm 2 = in2

a. Bolt Shear Capacity (Tension and Compression)f R n-1 = f v n b Ab F nv

= 0.75 x 0.442 x 3 x 48000= lbf

b. Tension on the Gross Area of the Beam (Tension Only)f P nt-1 = f t Agb F yb

= 0.9 x 1.353 x 34800= lbf

c. Tension on the Net Area of the Beam (Tension Only)f P nt-2 = f t Aeb F ub

= 0.9 x 1.161 x 58000= lbf

d. Bearing Strength at Beam (Tension and Compression)f R n-2 = f t 1.2 {L ce + L cs (n-1)} t b F ub

= 0.9 x 1.2 x {1.094 + 0.959 x (3 - 1)} x 0.236 x 58000= lbf

f R n-3 = f t 2.4 d o n b tb F ub

= 0.9 x 2.4 x 0.75 x 3 x 0.236 x 58000= lbf

e. Beam Block Shear Rupture (Tension Only)- When F ub Antb 0.6 Fub Anvb ,

f P nt-3 = f v (0,6 F yb Agvb + F ub Antb )

- When 0.6 F ub Anvb > F ub Antb ,

f P nt-3 = f v (0,6 F ub Anvb + F yb Agtb )

f P nt-3 = 0.75 x (0.6 x 58000 x 0.712 + 34800 x 0.315)= lbf

f. Tension on the Net Area of the Gusset Plate ( Tension Only )f P nt-4 = f t Ag F yp

= 0.9 x 1.59 x 34083= lbf

g. Tension on the Net Area of the Gusset Plate ( Tension Only )f P nt-5 = f t Aep F up

= 0.9 x 0.803 x 58000= lbf

66586

33620

48769

41896

748.88 1.16

63398

42366

60592

44569

6 0.24 0.315

872.7 1.35 0.219

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h. Bearing Strength at Gusset Plate ( Tension and Compression )f R n-4 = f t 1.2 {L ce + L cs (n b - 1)} t p F up

= 0.9 x 1.2 x {1.094 + 0.959 x (3 - 1)} x 0.375 x 58000= lbf

f R n-5 = f t 2.4 d o n b tp F up= 0.9 x 2.4 x 0.75 x 3 x 0.375 x 58000= lbf

i. Gusset Plate Block Shear Rupture ( Tension Only )- When F up Antp 0.6 Fup Anvp ,

f P nt-6 = f v (0,6 F yp Agv + F up Ant)

- When 0.6 F up Anvp > F up Antp ,f P nt-6 = f v (0,6 F up Anv + F yp Agt)

f P nt-6 = 0.75 x (0.6 x 58000 x 1.13 + 34083 x 0.5)= lbf

j. Welding Capacity ( Tension and Compression )f R n-6 = f t 0.6 F uw 0.707 w w 2 L w)

= 0.9 x (0.6 x 70000 x 0.707 x 0.433 x 2 x 4.75)= lbf

k. Gusset Plate Compression ( Compression Only )k = Effective length factor =

E s = Steel Modulus Elast. =L = Le1 + X c = inF ep = (p2 E s) / (kL/r)

2 = psiF cr = 0.658 Fyp/Fep F yp = psi

f P n-7 = f t 0.6 F cr Agp= 0.9 x (0.6 x 34013.491 x 1.59)= lbf

Compression Capacityf P nc = min ( f R n1 , f R n2 , f R n3 , f R n4 , f R n5 , f R n6 , f P n7 )

= lbf = kips= ton

Tension Capacityf P nt = min ( f R n1 , f R n2 , f R n3 , f R n4 , f R n5 , f R n6 , f P n1 , f P n2 , f P n3 , f P n4 , f P n5 , f P n6 )

= lbf = kips= ton

33.62014.954

34013

29202

29201.629.20212.989

33619.7

42262

109950

1.20

2.9E+07

2.007E+06

70753

105705

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6. BASE PLATE CONNECTION

6.1 Nominal Compression CapacityThe nominal compression capacity may be taken by choosing the minimum value of these formula :a. Bearing pressure of concrete

f R nc-1 = f c 0.85 f c' A1 (A1/A2)where :

f c' =f c ' = Yield strength of concrete

A1 = N x B (Base plate area) A2 = W x L (Pedestal area)

b. Bearing pressure of base platef R nc-2 = f c A1 F yp tp

2 /(2 l

2)where :

f c =Fyp = Yield strength of platetp = Plate thicknessl = max (m, n, n')n = (B - 0.8 b fc)/2

0.85

0.85

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CA-3513GN-SS-014 Rev. 1Dm = (N - 0.95 d c)/2

n' = (b fc - t wc)/2 x (1/(1+3.2 a3))0.5

a = (b fc - t wc)/(2(d c-2t fc))

6.2 Nominal Shear CapacityThe nominal shear capacity may be taken by choosing the minimum value of these formula :

f R nv = f v n b Vnwhere :

f v =nb = Number of anchor boltVn = Shear capacity of anchor bolt ( Reffered to Anchor Bolt Calculation )

6.3 Nominal Tension CapacityThe nominal tension capacity may be taken by choosing the minimum value of these formula :a. Anchor Bolt Capacity

f R nt-1 = f t n b T nwhere :

f t =nb = Number of anchor boltTn = Tension capacity of anchor bolt ( Reffered to Anchor Bolt Calculation )

b. Steel Base Plate in Flexure due to Tension- For 2 b fo < d c , f R nt-2 = f t x 4 b fo F yp tp2 / (2 s g) x n b / 2

- For 2 bfo > d c , f R nt-2 = f t x F yp (d c2 + 2 b fo2) tp2/ (s g dc) x n b / 2where :

f t =Fyp = Yield strength of platetp = Plate thicknessnb = Number of boltd c = Column heightb fc = Column widths g = Bolt distance

c. Fillet Weld Strengthf R nt-3 = f Vww + f Vwf

where :f t =Vww = Weld capacity at web = f t 0.60 F uw 0.707 w w 2 L wVwf = Weld capacity at flange = f t 0.60 F uw 0.707 w f 2 L f Fuw = Ultimate strength of weldww = Leg length weld at webwf = Leg length weld at flangeLw = dc - 2 k

0.75

0.90

0.90

0.90

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CA-3513GN-SS-014 Rev. 1DLf = b f k = Leg length weld at rib plate ( if any )

6.4 Nominal Moment CapacityThe nominal moment capacity may be taken by choosing the minimum value of these formula :

f R nb = f b n t T n jd

f b =n t = Number of anchor bolt suffered tension due to momentTn = Tension capacity of anchor bolt ( Reffered to Anchor Bolt Calculation )

jd = Length of moment arms , = s g , for weak axis

= s p , for strong axis

6.5 Sample Calculation

Anchor Bolt, do = in. n tx = eanb = ea n tz = eaCapacity per one anchor bolt (based on calculation Section 3, and Attachment A) :Tn = kipsVn = kips

Base Plate, tp = in. s p = in.

N = in. s g = in.

B = in. A1 = in2

ww = in. r = in.

wf = in.

Rib Plate, trp = in.k = in.r = in.

Pedestal, L = in.W = in.

A2 = in2

Column Size, = H -250x250x9x14db = mm = in.

b fb = mm = in.twb = mm = in.tfb = mm = in.

Compression Capacity

a. Bearing pressure of concretef R nc-1 = f c 0.85 f c' A1 (A1/A2)

13 4/8

17 6/8 315.06

2626

250 9.84

250 9.84

9 0.35

17 6/8

2.00

3.00

12.177

4.363

0.90

1

6.00

1 13 4/8

14 0.55

676.00

3/7

3/7

4/5

4/83/74/5

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CA-3513GN-SS-014 Rev. 1D= 0.85 x 0.85 x 4000 x 315.0625 x sqrt(315.063/676)= lbf

b. Bearing pressure of base plate

f R nc-2 = f c A1 F yp tp2 /(2 l 2)

n = (B - 0.8 b fc)/2= (17.75 - 0.8 x 9.843) / 2= in

m = (N - 0.95 d c)/2= (17.75 - 0.95 x 9.843) / 2= in

a = (b fc - t wc)/(2(d c-2t fc))= (9.843 - 0.354) / {2 x (9.843 - 2 x 0.551)}=

n' = (b fc - t wc)/2 x (1/(1+3.2 a3))0.5

= (9.843 - 0.354) / 2 x sqrt(1/(1+3.2 x 0.543^3))= in

l = max (m, n, n')= in

f R nc-2 = f c A1 F yp tp2

/(2 l2)

= 0.85 x 315.0625 x 34083 x 1^2 / (2 x 4.938^2)= lbf

f R nc = min ( f R nc1 , f R nc2 )= lbf

Shear Capacity

f R nv = f v n b Vn= 0.75 x 6 x 4362.971= lbf = kN

Tension Capacity

a. Anchor Bolt Capacityf R nt = f t n b T n

= 0.9 x 6 x 12176.64= lbf = kN292.26

187164

19633

187164.2

65754

621612

87.266

4.938

4.1998

0.5428

3.8585

4.938

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CA-3513GN-SS-014 Rev. 1Db. Steel Base Plate in Flexure due to Tension

- For 2 b fo < d c , f R nt-2 = f t x 4 b fo F yp tp2 / (2 s g) x n b / 2

- For 2 bfo > d c , f R nt-2 = f t x F yp (d c2 + 2 b fo2) tp2/ (s g dc) x n b / 2

f R nt-2 = 0.9 x 34083 x (9.843^2 x 2 x 9.843^2) x 1^2/(13.5 x 9.843) x 6/2= lbf

c. Fillet Weld Strengthf R nt-3 = f Vww + f Vwf

Vww = f t 0.60 F uw 0.707 w w 2 L w= 0.90 x 0.60 x 70000 x 0.707 x 0.433 x 2 x (9.843 - 2 x 0.433)= lbf

Vww = f t 0.60 F uw 0.707 w f 2 L f = 0.90 x 0.60 x 70000 x 0.707 x 0.433 x 2 x 9.843= lbf

f R nt-3 = 207778.836 + 227827.671= lbf

f R nt = min ( f R nt1 , f R nt2 f R nt3 )= lbf = kips

Moment Capacity

- Strong Axis (Z-Direction)f R nb-z = f b n tz T n jd

= 0.9 x 3 x 12176.64 x 13.5= lb-in= kips-ft

- Weak Axis (X-Direction)f R nb-x = f b n tx T n jd

= 0.9 x 2 x 12176.64 x 13.5= lb-in

= kips-ft

7. POST CONNECTION COLUMN

443839

295892

36.987

24.658

65.754

201278

207779

227828

435607

65753.9

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7.1 Nominal Compression Capacity

a. Bearing pressure of base platef R nc-1 = f c F yp W 1 W 2 (tp / 2m)

2

and,f R nc-2 = f c F yp W 1 W 2 (tp / 2n)

2

where :f c =Fyp = Yield strength of plateW 1 = Base plate lengthW 2 = Base plate widthtp = Base plate thick

m = 0.5 (W 1 - 0.95 d c)

n = 0.5 (W 2 - 0.80 b c)

b. Stiffner Capacityf R nc-3 = f c F yp tst b st n st

where :f c =Fyp = Yield strength of plate

tst = Stiffner thicknessb st = Stiffner widthn st = Number of stiffner

7.2 Nominal Shear Capacitya. Bolt shear capacity,

f R nv-1 = f v n b Ab F nvwhere :

0.85

0.85

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CA-3513GN-SS-014 Rev. 1Df v =nb = Number of bolt

Ab = Gros area of bolt

Fnv = Bolt nominal shear strength

b. Column shear capacity,f R nv-2 = f v twc (d c - 2t fc) F yb

where :f v =twc = Column web thicknessd c = Column heighttfc = Column flange thicknessFyb = Yield strength beam

c. Weld shear capacity,f R nv-3 = f v 0.6 F uw 0.707 w w 2 (d c - 2t fc)

where :f v =Fuw = Ultimate strength of weldww = Leg length of weldd c = Column heighttfc = Column flange thickness

7.3 Nominal Tensile Capacitya. Bolt tensile capacity,

f R nt-1 = f t n b Ab F ntwhere :

f t =nb = Number of bolt

Ab = Gros area of boltFnt = Bolt nominal tensile strength

b. Weld tensile capacity,

f R nt-2 = f v 0.6 F uw 0.707 w w 2 (2b fc + d c - t wc)where :

f t =Fuw = Ultimate strength of weldww = Leg length of weldd c = Column heighttfc = Column flange thicknessb fc = Column flange length

0.75

0.75

0.75

0.90

0.90

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CA-3513GN-SS-014 Rev. 1Dtwc = Column web thickness

7.4 Sample CalculationBolt, do = in. nb = ea

Ab = in2

Base plate, tp = in. Stiffner plate, tst = in.W 1 = in. b st = in.W 2 = in. n st = ea


Column Size, = H -150x150x7x10d c = mm = in.b fc = mm = in.

twc = mm = in.tfc = mm = in.

Compression Capacitya. Base plate capacity,

m = 0.5 (W 1 - 0.95 d c)= 0.5 x (5.906 - 0.95 x 5.906)= in

n = 0.5 (W 2 - 0.80 b c)= 0.5 x (10.827 - 0.80 x 5.906)= in

f R nc-1 = f c F yp W 1 W 2 (tp / 2m)2

= 0.85 x 34083 x 5.906 x 10.827 x (0.625 / (2 x 0.148))^2= lbf

f R nc-2 = f c F yp W 1 W 2 (tp / 2n)2

= 0.85 x 34083 x 5.906 x 10.827 x (0.625 / (2 x 3.051))^2= lbf

b. Stiffner Capacityf R nc-3 = f c F yp tst b st n st

= 0.85 x 34083 x 0.25 x 2.953 x 2= lbf

Conclusion :Compression capacity used is : f R nc = Min ( f R nc-1 ; f R nc-2 ; f R nc-3 )

= lbf = kips= ton

3/4 4.00

0.442

5/8

5.91

1/4

3

2.00

0.1476

3.0512

8E+06

19430

42771

150 5.91

7 0.2810 0.39

10.83

20 0.79

11 0.43

150 5.91

1943019.438.643

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CA-3513GN-SS-014 Rev. 1DShear Capacitya. Bolt shear capacity,

f R nv-1 = f v n b Ab F nv= 0.75 x 4 x 0.442 x 48000= lbf

b. Column shear capacity,f R nv-2 = f v twc (d c - 2t fc) F yb

= 0.75 x 0.276 x (5.906 - 2 x 0.394) x 34800= lbf

c. Weld shear capacity,f R nv-3 = f v 0.6 F uw 0.707 w w 2 (d c - 2t fc)

= 0.75 x 0.6 x 70000 x 0.707 x 0.433 x 2 x (5.906 - 2 x 0.394)= lbf

Conclusion :Shear capacity used is : f R nv = Min ( f R nv-1 ; f R nv-2 ; f R nv-3 )

= lbf = kips= ton

Tension Capacitya. Bolt tensile capacity,

f R nt-1 = f t n b Ab F nt= 0.9 x 4 x 0.442 x 90000= lbf

b. Weld tensile capacity,f R nt-2 = f t 0.6 F uw 0.707 w w 2 (2b fc + d c - t wc)

= 0.9 x 0.6 x 70000 x 0.707 x 0.433 x 2 x (2 x 5.906 + 5.906 - 0.276)= lbf

Conclusion :Tension capacity used is : f R nt = Min ( f R nt-1 ; f R nt-2 )

= lbf = kips= ton

16.375

143139

403711

143139143.1463.668

63617

36814

49363

3681436.814

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F - BASE PLATE FIXED CONNECTION

A - MOMENT CONNECTION

G - POST COLUMN CONNECTION

ATTACHMENT

B - SHEAR/PINNED CONNECTIONC - VERTICAL BRACE CONNECTIOND - HORIZONTAL BRACE CONNECTIONE - BASE PLATE PINNED CONNECTION

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ATTACHMENT A - MOMENT CONNECTION TABLE

n b Ab

mm mm mm mm ea in 2 in in in in in in in in in

150 75 5 7 8 - 5/8 0.31 5/8 5 1/8 11 2 7/8 1 1/4 - 1 1/2 1 1/2 1 1/4 OK OK200 100 5.5 8 8 - 6/8 0.49 5/8 6 3/8 14 3 5/8 1 1/2 - 1 5/8 1 5/8 1 1/2 OK OK250 125 6 9 8 - 6/8 0.49 6/8 6 3/8 16 3 5/8 1 1/2 - 1 5/8 1 5/8 1 1/2 OK OK300 150 6.5 9 8 - 7/8 0.59 7/8 7 1/8 19 4 1 5/8 - 2 2 1 5/8 OK OK350 175 7 11 8 - 7/8 0.59 7/8 8 3/8 21 4 2 1/4 - 2 2 1 5/8 OK OK400 200 8 13 8 - 7/8 0.59 1 1/8 9 1/8 23 4 2 5/8 - 2 2 1 5/8 OK OK450 200 9 14 8 - 1 0.70 1 1/8 9 1/8 26 4 3/8 2 3/8 - 2 1/4 2 1/4 1 7/8 OK OK500 200 10 16 8 - 1 0.70 1 1/8 9 4/8 28 4 3/8 2 5/8 - 2 1/4 2 1/4 1 7/8 OK OK600 200 11 17 8 - 1 0.70 1 2/8 9 4/8 31 4 3/4 2 3/8 - 2 1/4 2 1/4 1 7/8 OK OK

100 50 5 7.5 8 - 5/8 0.31 3/4 5 10 2 3/8 1 3/8 - 1 1/2 1 1/2 1 5/8 OK OK125 65 6 8 8 - 5/8 0.31 3/4 5 11 2 3/8 1 3/8 - 1 1/2 1 1/2 1 5/8 OK OK

150 75 6.5 10 8 - 5/8 0.31 3/4 6 12 3 1/4 1 1/2 - 1 1/2 1 1/2 1 5/8 OK OK180 75 7 10.5 8 - 5/8 0.27 3/4 6 3/8 14 3 5/8 1 1/2 - 1 1/2 1 1/2 1 5/8 OK OK200 80 7.5 10 8 - 5/8 0.31 3/4 6 3/8 14 3 5/8 1 1/2 - 1 1/2 1 1/2 1 5/8 OK OK250 90 9 13 8 - 5/8 0.31 3/4 6 3/8 16 3 5/8 1 1/2 - 1 1/2 1 1/2 1 5/8 OK OK

in.

H-150x75

c 1 c 2 bg 1 lhWMEMBER SIZE d od b b fb twb tfbEND PLATEPROFILE BOLT CONTROL MIN

lh&b g1&d etp A d

UNP-250x90x9

UNP-100x50UNP-125x65

UNP-150x75UNP-180x75UNP-200x80

H-300x150

H-200x100H-250x125

H-600x200

H-350x175H-400x200H-450x200H-500x200

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ATTACHMENT B - PINNED CONNECTION TABLE

n b Ab Agv Agt Ain in in in ea in 2 mm in in in in in in in in 2 in 2 in

5.91 2.95 0.2 0.28 2 - 3/4 0.49 9 - 1 - 1 1/2 - 4 1.88 - - -7.87 3.94 0.22 0.31 3 - 3/4 0.44 9 1 5/8 1 2/8 2 3/8 1 5/8 1 1/4 5 5/8 2 1.55 0.609 0.4459.84 4.92 0.24 0.35 3 - 3/4 0.44 9 1 5/8 1 4 3/4 1 5/8 2 3/8 7 7/8 2 2.39 0.609 0.44511.8 5.91 0.26 0.35 3 - 7/8 0.60 9 1 5/8 2 4 3/4 1 5/8 2 3/8 7 7/8 2 2.39 0.609 0.42213.8 6.89 0.28 0.43 3 - 7/8 0.60 9 1 5/8 1 7/8 7 1/8 1 5/8 3 5/8 10 1/4 2 3.33 0.609 0.42215.7 7.87 0.31 0.51 3 - 7/8 0.60 12 1 5/8 1 5/8 9 1/2 1 5/8 4 3/4 12 5/8 2 5.56 0.813 0.56317.7 7.87 0.35 0.55 3 - 1 0.79 12 1 5/8 1 4/8 11 7/8 1 7/8 6 15 2.25 6.81 0.938 0.65619.7 7.87 0.39 0.63 3 - 1 0.79 12 1 5/8 2 3/8 11 7/8 1 7/8 6 15 2.25 6.81 0.938 0.65623.6 7.87 0.43 0.67 3 - 1 0.79 16 1 5/8 2 16 5/8 1 7/8 8 3/8 19 3/4 2.25 13.8 1.406 0.984

5.91 2.95 0.26 0.39 2 - 3/4 0.49 9 - 1 - 1 1/2 2 3/8 4 1.88 - - -5.91 2.95 0.35 0.49 2 - 3/4 0.49 9 - 1 - 1 1/2 2 1/2 4 1.88 - - -7.09 2.95 0.28 0.41 2 - 7/8 0.60 9 1 4/8 1 2 3/8 1 5/8 2 1/2 5 1/8 2 1.5 0.609 0.427.87 3.15 0.3 0.39 2 - 7/8 0.60 9 1 4/8 1 4/8 2 3/8 1 5/8 2 1/2 5 1/8 2 1.5 0.609 0.427.87 3.54 0.3 0.43 2 - 7/8 0.60 9 1 4/8 1 4/8 2 3/8 1 5/8 2 5/8 5 1/8 2 1.55 0.609 0.422

1.97 1.97 0.2 0.2 1 - 5/8 0.31 6 - - - 1 1/2 2 3/8 2 1.88 - - -2.36 2.36 0.2 0.2 1 - 5/8 0.31 6 - - - 1 1/2 2 1/2 2 3/8 1.88 - - -2.56 2.56 0.24 0.24 1 - 5/8 0.31 6 - - - 1 1/2 2 1/2 2 5/8 1.88 - - -2.76 2.76 0.24 0.24 2 - 5/8 0.31 6 - - - 1 1/2 2 1/2 2 7/8 2 - - -2.95 2.95 0.24 0.24 2 - 5/8 0.31 6 - - - 1 5/8 2 5/8 3 2 - - -3.15 3.15 0.24 0.24 2 - 5/8 0.31 6 - - - 1 5/8 2 5/8 3 1/4 2 - - -3.54 3.54 0.28 0.28 2 - 5/8 0.31 9 - - - 1 5/8 2 5/8 3 5/8 2.13 - - -3.94 3.94 0.39 0.39 2 - 5/8 0.31 9 - - - 1 3/4 2 3/4 4 2.25 - - -

3.94 1.97 0.2 0.2 2 - 5/8 0.31 6 - - - 1 1/2 2 3/8 4 1.88 - - -4.92 2.56 0.24 0.24 2 - 5/8 0.31 6 - - - 1 1/2 2 1/2 5 1.88 - - -5.91 2.95 0.26 0.26 2 - 3/4 0.44 9 - - - 1 1/2 2 1/2 6 1.88 - - -5.91 2.95 0.35 0.35 1 - 3/4 0.44 9 - - - 1 1/2 2 1/2 6 2 - - -

SLENDER H SHAPE

PARAMETERB ptwb t fb ktp lu

GUSSET PLATEMEMBER SIZE

PROFILE BOLTd oin.

d b b fbMARK


UNP-100x50

L-80x80L-90x90

L-100x100

UNP-200x90

L-50x50L-60x60L-65x65L-70x70L-75x75

UNP-150x75

H-250x125

S E C O N D A R Y M E M B E R

M A I N M E M B E R

UNP-150x75


H-350x175H-400x200H-450x200H-500x200H-600x200

H-150x75H-200x100

H-300x150

UNP-150x75

CHANNEL SHAPE

ANGEL SHAPE

CHANNEL SHAPE

L lh s Lp

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ATTACHMENT C - VERTICAL BRACE CONNECTION TABLE

n b b p Le-2 Lce Lcs Agp Aepmm mm mm mm ea in in in in in in in in in in in 2 in 2

50 50 5 5 2 - 5/8 2/8 1 1/4 2 3/8 1 4 1/2 3 1/3 1 1 1 2/3 0.83 0.3260 60 5 5 2 - 6/8 3/8 1 1/2 2 3/8 1 1/4 4 1/2 3 4/9 1 1/9 1 1 1/2 1.29 0.57 165 65 6 6 2 - 6/8 3/8 1 1/2 2 3/8 1 1/2 4 3/4 1/2 4 1 1 1 1/2 1.5 0.6470 70 6 6 3 - 6/8 3/8 1 1/2 2 3/8 1 5/8 4 3/4 1/2 4 1/4 1 1/8 1 1 1/2 1.6 0.7175 75 6 6 3 - 6/8 3/8 1 1/2 2 3/8 1 5/8 4 3/4 1/2 4 1/3 1 1/3 1 1 1/2 1.62 0.79 280 80 6 6 3 - 6/8 3/8 1 1/2 2 3/8 1 5/8 5 5/8 1/2 5 1 1/2 1 1 1/2 1.88 0.8690 90 7 7 3 - 7/8 4/8 1 5/8 2 5/8 1 7/8 5 5/8 1/2 5 1/7 1 2/3 1 1/6 1 2/3 2.57 1.31 3

100 100 10 10 4 - 7/8 4/8 1 5/8 2 5/8 2 6 3/8 1/2 6 2 1 1/6 1 2/3 2.96 1.5

65 65 6 6 2 - 6/8 4/8 1 1/2 2 3/8 1 1/2 7 7/8 1/2 6 1 1 1 1/2 3.03 0.8570 70 6 6 3 - 6/8 4/8 1 1/2 2 3/8 1 1/2 7 7/8 1/2 6 5/8 1 1/4 1 1 1/2 3.32 0.95 375 75 6 6 3 - 6/8 6/8 1 5/8 2 3/8 1 5/8 8 3/4 1/2 7 1/3 1 1/3 1 1/5 1 1/2 5.48 1.58 480 80 6 6 3 - 6/8 6/8 1 5/8 2 3/8 1 5/8 9 7/8 1/2 8 1/5 1 1/2 1 1/5 1 1/2 6.15 1.72 490 90 7 7 3 - 7/8 6/8 1 5/8 2 5/8 1 7/8 9 7/8 1/2 8 3/8 1 2/3 1 1/6 1 2/3 6.29 1.96 5

100 100 10 10 4 - 7/8 7/8 1 5/8 2 5/8 2 11 7/8 1/2 10 3/7 2 1 1/6 1 2/3 9.12 2.63

100 100 5.5 5.5 6 - 5/8 7/8 1 1/2 2 3/8 1 1/2 11 7/8 1/2 10 5/6 2 3/7 1 1/7 1 2/3 9.49 2.84125 125 6 6 8 - 5/8 7/8 1 1/2 2 3/8 1 1/2 11 7/8 1/2 11 1/5 3 3/7 1 1/7 1 2/3 9.79 3.7150 150 6.5 6.5 8 - 6/8 7/8 1 1/2 2 3/8 1 1/2 11 7/8 1/2 11 2/7 4 2/5 1 1 1/2 9.87 4.42175 175 7 7 8 - 7/8 7/8 1 1/2 2 3/8 1 1/2 11 7/8 1/2 11 3/8 5 2/5 1 1 4/9 9.96 5.22200 200 8 8 8 - 1 7/8 1 1/2 2 3/8 1 1/2 11 7/8 1/2 11 1/2 6 3/8 1 1 3/8 10 6.01

L-75x75x6L-80x80x6L-90x90x7

L-100x100x10

2L-65x65x6

tgp Xclu s g L1-minGUSSET PLATE PARAM

in.d b b b tb tfb d o

PROFILE

L-50x50x5L-60x60x5L-65x65x6L-70x70x6

MEMBER SIZEBOLT

T-175x175T-200x200

T-125x125T-150x150

2L-70x70x62L-75x75x6

2L-100x100x10

2L-80x80x62L-90x90x7

T-100x100

ANGLE BRACE DOUBLE

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ATTACHMENT D - HORIZONTAL BRACE CONNECTION TABLE

n b b p Le-2 Lce Lcs Agp Aepmm mm mm mm ea in in in in in in in in in in in 2 in 2

50 50 5 5 2 - 5/8 2/8 1 1/4 2 3/8 1 4 1/2 3 1/3 1 1 1 2/3 0.83 0.32 060 60 5 5 2 - 3/4 3/8 1 1/2 2 3/8 1 1/4 4 1/2 3 4/9 1 1/9 1 1 1/2 1.29 0.57 1.465 65 6 6 2 - 3/4 3/8 1 1/2 2 3/8 1 1/2 4 3/4 1/2 4 1 1 1 1/2 1.5 0.64 170 70 6 6 3 - 3/4 3/8 1 1/2 2 3/8 1 5/8 4 3/4 1/2 4 1/4 1 1/8 1 1 1/2 1.6 0.71 2.75 75 6 6 3 - 3/4 3/8 1 1/2 2 3/8 1 5/8 4 3/4 1/2 4 1/3 1 1/3 1 1 1/2 1.62 0.79 2.380 80 6 6 3 - 3/4 3/8 1 1/2 2 3/8 1 5/8 5 5/8 1/2 5 1 1/2 1 1 1/2 1.88 0.86 290 90 7 7 3 - 7/8 4/8 1 5/8 2 5/8 1 7/8 5 5/8 1/2 5 1/7 1 2/3 1 1/6 1 2/3 2.57 1.3 3.4

100 100 10 10 4 - 7/8 4/8 1 5/8 2 5/8 2 6 3/8 1/2 6 2 1 1/6 1 2/3 2.96 1.5 4

65 65 6 6 2 - 3/4 4/8 1 1/2 2 3/8 1 1/2 7 7/8 1/2 6 1 1 1 1/2 3.03 0.85 170 70 6 6 3 - 3/4 4/8 1 1/2 2 3/8 1 1/2 7 7/8 1/2 6 5/8 1 1/4 1 1 1/2 3.32 0.95 3.75 75 6 6 3 - 3/4 6/8 1 5/8 2 3/8 1 5/8 8 3/4 1/2 7 1/3 1 1/3 1 1/5 1 1/2 5.48 1.58 4.780 80 6 6 3 - 3/4 6/8 1 5/8 2 3/8 1 5/8 9 7/8 1/2 8 1/5 1 1/2 1 1/5 1 1/2 6.15 1.72 4.790 90 7 7 3 - 7/8 6/8 1 5/8 2 5/8 1 7/8 9 7/8 1/2 8 3/8 1 2/3 1 1/6 1 2/3 6.29 1.95 5.1

100 100 10 10 4 - 7/8 7/8 1 5/8 2 5/8 2 11 7/8 1/2 10 3/7 2 1 1/6 1 2/3 9.12 2.62 82L-90x90

2L-100x100

L-80x80L-90x90

L-100x100

2L-65x652L-70x702L-75x75

L-50x50L-60x60L-65x65L-70x70

2L-80x80

L-75x75

s g L1-min XcMEMBER SIZEPROFILE BOLT

d b b b tb t fbGUSSET PLATE PARAME

d o tgpin.

lu

ANGLE BRACE

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ATTACHMENT E - BASE PLATE PINNED CONNECTION TABLE

n b

mm mm mm mm ea kips kipsin in in in in in in a b c d

i

100 100 6 8 2 - 5/8 7.6 2.4 6/8 6 6 3 2/8 - 1 4/8 - OK OK OK - 3125 125 6.5 9 2 - 6/8 10.7 3.6 6/8 7 7 3 2/8 - 1 7/8 - OK OK OK - 4150 150 7 10 4 - 6/8 10.7 3.6 6/8 7 7/8 7 7/8 3 2/8 3 2/8 2 3/8 2 3/8 OK OK OK OK 6175 175 7.5 11 4 - 7/8 14.1 5.0 7/8 8 7/8 8 7/8 3 5/8 3 5/8 2 6/8 2 6/8 OK OK OK OK 78200 200 8 12 4 - 7/8 14.1 5.0 7/8 9 7/8 9 7/8 4 4 3 3 OK OK OK OK 97250 250 9 14 4 - 1 18.3 6.5 1 11 7 /8 11 7/8 5 5 3 4/8 3 4/8 OK OK OK OK 14300 300 10 15 4 - 1 18.3 6.5 1 13 7 /8 13 7/8 6 6 4 4 OK OK OK OK 19350 350 12 19 4 - 1 2/8 26.8 10.5 1 1/8 15 6 /8 15 6/8 7 7 4 4/8 4 4/8 OK OK OK OK 24400 400 13 21 4 - 1 3/8 31.7 12.5 1 2/8 17 6 /8 17 6/8 7 7/8 7 7/8 5 5 OK OK OK OK 31

75 75 6 6 1 - 5/8 7.6 2.4 5/8 4 4 1 5/8 2 - - OK OK - - 180 80 6 6 1 - 5/8 7.6 2.4 5/8 4 3/8 4 3/8 1 7/8 2 2/8 - - OK OK - - 1990 90 7 7 1 - 6/8 10.7 3.6 6/8 4 6/8 4 6/8 2 2 3/8 - - OK OK - - 22

100 100 10 10 1 - 7/8 14.1 5.0 6/8 5 1/8 5 1/8 2 2/8 2 5/8 - - OK OK - - 26120 120 12 12 1 - 1 18.3 6.5 7/8 6 6 2 5/8 3 - - OK OK - - 3

H-125x125H-150x150

WIDE H SHA

WIDE H SHA

c d

in.

H-100x100

L-75x75

L-100x100L-90x90

L-120x120

BASE PLATE

H-300x300H-350x350H-400x400

L-80x80

a bd b b fb twb t fb d o

H-200x200H-250x250

H-175x175

Tn VnMEMBER SIZEPROFILE ANCHOR BOLT

B N Controltp A

BASE PLATE WITHOUTRIB PLATE

Page

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ATTACHMENT F - BASE PLATE FIXED CONNECTION TABLE

n b in in in in ea kips kips in in in in in in in a b c d

i3.94 3.94 0.24 0.31 4 - 5/8 7.6 2.4 5/8 8.75 8.75 6.38 6.38 1.25 1.25 OK OK OK OK 76.6 2.84.92 4.92 0.26 0.35 4 - 5/8 7.6 2.4 3/4 9.88 9.88 7.38 7.38 1.38 1.38 OK OK OK OK 97.5 2.95.91 5.91 0.28 0.39 4 - 6/8 10.7 3.6 3/4 11.9 11.9 8.75 8.75 1.63 1.63 OK OK OK OK 141 3.56.89 6.89 0.3 0.43 4 - 6/8 10.7 3.6 6/7 12.6 12.6 9.75 9.75 1.5 1.5 OK OK OK OK 159 3.57.87 7.87 0.31 0.47 6 - 7/8 14.1 5.0 6/7 14.3 14.3 11.1 11.1 1.63 1.63 OK OK OK OK 203 3.99.84 9.84 0.35 0.55 6 - 1 18.3 6.5 1 17.8 17.8 13.5 13.5 2.25 2.25 OK OK OK OK 315 411.8 11.8 0.39 0.59 6 - 1 2/8 26.8 10.5 1 19.8 19.8 15.8 15.8 2 2 OK OK OK OK 39013.8 13.8 0.47 0.75 6 - 1 2/8 26.8 10.5 1 1/8 21.8 21.8 17.8 17.8 2 2 OK OK OK OK 47315.7 15.7 0.51 0.83 6 - 1 3/8 31.7 12.5 1 2/8 23.6 23.6 19.8 19.8 2 2 OK OK OK OK 558

d ob fb twb t fb Tn Vn tp B N a b

H-100x100

c d ControlMEMBER SIZEPROFILE ANCHOR BOLT BASE PLATE

d b

H-300x300H-350x350H-400x400

H-125x125H-150x150H-175x175H-200x200H-250x250

in.

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ATTACHMENT G - POST COLUMN CONNECTION TABLE

n b Ab n st m nmm mm mm mm ea in 2 in in in in in in ea in k

100 100 6 8 4 - 3/4 0.44 5/8 3 7/8 5 7/8 2 4/8 2 6/8 1/4 2 1 7/8 1/8 1 3/8 68125 125 6.5 9 4 - 3/4 0.44 5/8 4 7/8 6 7/8 3 3 6/8 1/4 2 2 3/8 1/8 1 4/8 64150 150 7 10 4 - 3/4 0.44 5/8 5 7/8 7 7/8 3 3/8 4 6/8 1/4 2 2 7/8 1/8 1 5/8 61175 175 7.5 11 4 - 3/4 0.44 5/8 6 7/8 9 7/8 3 6/8 6 6/8 1/4 2 3 2/8 1/8 2 1/8 65200 200 8 12 4 - 3/4 0.44 7/8 7 7/8 12 6/8 4 3/8 9 5/8 1/4 2 3 6/8 2/8 3 2/8 141250 250 9 14 4 - 3/4 0.44 7/8 9 7/8 14 6/8 5 3/8 11 5/8 1/4 2 4 6/8 2/8 3 4/8 130

100 50 5 7.5 2 - 3/4 0.44 5/8 3 7/8 3 4/8 2 3/8 1 6/8 1/4 2 1 7/8 1/8 1 41150 75 9 12.5 2 - 3/4 0.44 5/8 4 7/8 4 1/8 3 2 1/8 1/4 2 2 2/8 - 3/8 7/8 49180 75 7 10.5 2 - 3/4 0.44 5/8 5 7/8 4 3/8 3 1/8 2 1/8 1/4 2 2 7/8 - 3/8 1 43180 75 7 10.5 2 - 3/4 0.44 5/8 7 1/8 4 4/8 3 1/8 2 2/8 1/4 2 3 3/8 1/8 1 1/8 29200 80 7.5 10 2 - 3/4 0.44 5/8 7 7/8 4 6/8 3 1/8 2 3/8 1/4 2 3 6/8 2/8 1 1/8 27

100 100 6 8 4 - 3/4 0.44 5/8 3 7/8 9 7/8 2 4/8 6 6/8 1/4 4 1 7/8 3 3/8 11125 125 6.5 9 4 - 3/4 0.44 5/8 4 7/8 10 7/8 3 7 5/8 1/4 4 2 3/8 3 1/8 4/8 16150 150 7 10 4 - 3/4 0.44 5/8 5 7/8 12 2/8 3 3/8 9 1/4 4 2 7/8 3 2/8 5/8 19175 175 7.5 11 4 - 3/4 0.44 5/8 6 7/8 12 6/8 3 6/8 9 5/8 1/4 4 3 2/8 3 1/8 6/8 25200 200 8 12 4 - 3/4 0.44 7/8 7 7/8 14 1/8 4 3/8 11 1/4 4 3 6/8 3 3/8 6/8 54250 250 9 14 4 - 3/4 0.44 7/8 9 7/8 9 7/8 5 3/8 6 6/8 1/4 4 4 6/8 2/8 1 86

100 50 5 5 2 - 3/4 0.44 5/8 3 7/8 3 4/8 2 3/8 1 6/8 1/4 4 1 7/8 - 1/8 1 1/8 41125 65 6 6 2 - 3/4 0.44 5/8 4 7/8 4 1/8 3 2 1/8 1/4 4 2 3/8 - 2/8 1 3/8 79150 75 6.5 6.5 2 - 3/4 0.44 5/8 5 7/8 4 3/8 3 1/8 2 1/8 1/4 4 2 7/8 - 5/8 1 6/8 179150 75 9 9 2 - 3/4 0.44 5/8 7 1/8 4 4/8 3 1/8 2 2/8 1/4 4 3 3/8 - 4/8 2 3/8 314180 75 7 7 2 - 3/4 0.44 5/8 7 7/8 4 6/8 3 1/8 2 3/8 1/4 4 3 6/8 -1 2 6/8 10

T Y P E B

UNP-200x80

WIDE H SHAPE

CHANNEL SHAPE

WIDE H SHAPE

CHANNEL SHAPE

COEFF.

UNP-100x50UNP-125x65UNP-150x75UNP-180x75

STRIFFNERBASE PLATE

H-175x175H-200x200H-250x250

UNP-100x50UNP-125x65UNP-150x75UNP-180x75UNP-200x80

H-100x100H-125x125H-150x150

H-200x200

in.b st Rtp W1 W2 g g1 t st

T Y P E A

H-100x100H-125x125H-150x150H-175x175

H-250x250

MARK MEMBER SIZEPROFILE BOLT

d od b b fb twb tfb

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TYPE A

TYPE B

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Rev. 1D

No.

1.

Client Comment WIS Response

Inconsistent symbol between capture drawingvs formula, please recheck and revise!

Symbol on the formula and capture drawinghas been re-synchronized.

2. Moment connection indicated connection frombeam to column, there are connection fromcolumn to beam, where the calculation?

Post connection column to beam has beenadded.

3. At connection moment will have 2 direction ofmoment, this calculation not indicated thiscondition, please revise!

Moment capacity on weak direction has beenadded.

4. Shear load will came from 2 direction, onedirection will impact to shear capacity of bolt,

the others direction will impact to tensioncapacity of bolt, please revise.

Shear capacity on weak direction has beenadded.

5. Gusset plate design on this calculationindicated came from one connection, in factwe will have 2 or more braced connect tocolumn/beam, please recheck the design!

Mostly only one beam at one gusset plate, ifthere were a case that gusset plate loaded by2 or more beam, the analysis will be doneitself.

ca-3513gn-ss-014 (rev. 1d)

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