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RN SEF JB/DS
12/11/13 RE-ISSUED FOR INFORMATION RN SEF JB/DS
23/09/13 RE-ISSUED FOR INFORMATION RN SEF JB/DS
28/08/13 ISSUED FOR INFORMATION
27/12/13 RE-ISSUED FOR INFORMATION RN SEF JB/DS
27/11/13 RE-ISSUED FOR INFORMATION RN SEF JB/DS
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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CA-3513GN-SS-014 Rev. 1D
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
Welding, r b = mm = in.ww = mm = in.
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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CA-3513GN-SS-014 Rev. 1D
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
.
Welding, r b = mm = in.ww = mm = in.
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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CA-3513GN-SS-014 Rev. 1D
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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CA-3513GN-SS-014 Rev. 1D
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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CA-3513GN-SS-014 Rev. 1D
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
Welding, r b = mm = in.ww = mm = in.
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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CA-3513GN-SS-014 Rev. 1D
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-125x65UNP-150x75
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
UNP-180x75UNP-200x80
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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CA-3513GN-SS-014 Rev. 1D
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.
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