CSA Seismic Design

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File: CSA_Seismic_Design.xls

This file contains formatted spreadsheets to perform the following calculations:

- Section 1: Area of equivalent diagonal brace for plate wall analysis (Walls). - Section 2: Design of link in eccentrically braced frames (EBF).

- Section 3: Design of Bolted Unstiffened End Plate Connection (BUEP). - Section 4: Design of Bolted Stiffened End Plate Connection (BSEP). - Section 5: Design of Reduced Beam Section Connection (RBS).

- Section 6: Force reduction factor for friction-damped systems (Rd_friction). Additionally, this file contains the following tables:

- Valid beam sections for moment-resisting connections (B_sections). - Valid column sections for moment-resisting connections (C_sections). - Valid bolt types for moment-resisting connections (Bolts).

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PROJECTCanadian Seismic Design of Steel Structures SECTION 1

TITLEArea of equivalent diagonal brace for plate wall analysis DATE 03/28/13

FILECSA_Seismic_Design.xls TIME 6:01 PM

Canadian Seismic Design of Steel Structures - Area of equivalent diagonal brace for plate wall analysis

DESCRIPTION

- Web plates are the energy dissipating elements in plate walls.

- The angle of inclination of the principal stress is used to model the plate wall with a strip model to determine tension fields. - The overall behavior of the plate wall can be modeled by equivalent diagonal braces.

- The framing members must be class 1. - Refer to figure to define element dimensions.

- Design procedure is in accordance with CAN/CSA S16-01. - Section properties are obtained from the page "Sections Table". - Enter data in yellow cells.

INPUT

Section properties of the framing beams Metric Imperial

Member designation beam = = W360X463 [] W14X311 []

Table row rowb = match(beam,section,0) = 172 [] 172 []

Area Ab = index(table,rowb,4)*645.16 = 58967.62 [mm^2] 91.40 [in^2]

Length (distance between longitudinal axis of the columns)

L = = 6000.00[mm] 236.22 [in]

Section properties of the framing columns Metric Imperial

Member designation col = = W360X463 [] W14X311 []

Table row rowc = match(col,section,0) = 172 [] 172 []

Area Ac = index(table,rowc,4)*645.16 = 58967.62 [mm^2] 91.40 [in^2]

Moment of inertia Ic = index(table,rowc,31)*416231.4256 = 1802282072.85 [mm^4] 4330.00 [in^4] Height (distance between

longitudinal axis of the beams)

h = = 4000.00[mm] 157.48 [in]

Section properties of the plate wall Metric Imperial

Thickness of web w = = 35.00[mm] 1.38 [in]

CALCULATIONS

Angle of inclination of principal stress measured from the vertical axis Metric Imperial

Angle of inclination of

principal stress alpha =

atan(power((1+w*L/(2*Ac))/(1+w*h*(1/

Ab+h^3/(360*Ic*L))),1/4)) = 0.70 [rad] 0.70 [rad]

Check = if(38<alpha*180/PI(),if(45>alpha*180/

PI(),"OK","Not OK")) = OK OK

Area of equivalent diagonal brace Metric Imperial

Angle of inclination of the

equivalent diagonal brace theta = atan(h/L) = 0.59 [rad] 0.59 [rad]

Area of equivalent diagonal

brace A =

w*L*power(sin(2*alpha),2)/(2*sin(thet

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TITLEDesign of link in eccentrically braced frames DATE 03/28/13

FILE CSA_Seismic_Design.xls TIME 6:01 PM

Canadian Seismic Design of Steel Structures - Design of link in eccentrically braced frames

DESCRIPTION

- Links are the energy dissipating elements in eccentrically braced frames. - The link beam must be class 1.

- The probable yield strength of the beam is usually taken as 350 MPa. - The resistance factor is equal to 0.9 for structural steel. - The length of the link must not less than its depth. - Refer to figures to define element dimensions.

- Specify whether the link to be designed corresponds to case "1" or "2" shown in the figures. - When calculating the spacing between intermediate stiffeners, there are four possible cases to distribute them. - Design procedure is in accordance with CAN/CSA S16-01.

- Section properties are obtained from the page "Sections Table". - Enter data in yellow cells.

INPUT

Section properties of the beam link Metric Imperial

Member designation link = =W360X463 [] W14X311 [] Probable yield strength of

the beam Fy = = 350.00[MPa] 50.76 [KSI] Table row rowl= match(link,section,0) = 172 [] 172 [] Depth d = index(table,rowl,5)*25.4 = 434.34 [mm] 17.10 [in] Flange width bf = index(table,rowl,8)*25.4 = 411.48 [mm] 16.20 [in] Flange thickness tf = index(table,rowl,12)*25.4 = 57.40 [mm] 2.26 [in] Web thickness w = index(table,rowl,11)*25.4 = 35.81 [mm] 1.41 [in] Area A = index(table,rowl,4)*645.16 = 58967.62 [mm^2] 91.40 [in^2] Plastic modulus Z = index(table,rowl,32)*16387.064 = 9881399.59 [mm^3] 603.00 [in^3] Resistance factor phi = = 0.90[] 0.90 [] Length of the link el = = 1400.00[mm] 55.12 [in] Check = if(el<d,"Increase length","OK") = OK OK

Geometry of the frame

Geometric data Metric Imperial

Frame case FC = = 2[] 2 []

Height of frame h = = 4000.00[mm] 157.48 [in] Length of beam outside linkal = = 4600.00[mm] 181.10 [in]

Loads acting on the link

Results from structural analysis Metric Imperial

Frame elastic lateral

displacement delta = = 40.00[mm] 1.57 [in] Axial force in the link Pf = = 8000000.00[N] 1798471.39 [Kip] Shear force in the link Vf = = 2000000.00[N] 449617.85 [Kip] Bending moment in the linkMf = Vf*el/2 = 1400000000.00 [N*mm] 12391025.36 [Kip*in]

CALCULATIONS

Plastic moment and shear resistance Metric Imperial

Plastic moment resistance Mp = Z*Fy = 3458489857.20 [N*mm] 30610168.23 [Kip*in] Plastic shear resistance Vp = 0.55*w*d*Fy = 2994424.66 [N] 673173.38 [Kip]

Shear link resistance Metric Imperial

Moment resistance M' = 1.18*Mp*(1-Pf/(A*Fy)) = 2499126040.25 [N*mm] 22119095.81 [Kip*in] Nominal moment resistance Mp' = if(M'>Mp,Mp,M') = 2499126040.25 [N*mm] 22119095.81 [Kip*in] Nominal shear resistance Vp' = Vp*sqrt(1-(Pf/(A*Fy))^2) = 2760315.90 [N] 620543.65 [Kip] Shear link resistance Ve = min(phi*Vp',2*phi*Mp'/el) = 2484284.31 [N] 558489.28 [Kip] Check = if(Vf>Ve,"Not OK","OK") = OK OK

Length of the link Metric Imperial

Area of the web Aw = w*(d-2*tf) = 11443.72 [mm^2] 17.74 [in^2] Force ratio Fr = Pf/(A*Fy) = 0.39 [] 0.39 [] Area ratio Ar = Aw/A = 0.19 [] 0.19 [] Shear-to-axial-force ratio SAr = 0.3*Vf/Pf = 0.08 [] 0.08 [] Maximum length of the link elmax =if(Fr>0.15,if(Ar<SAr,1.6*Mp/Vp,(1.15-0.5*(Pf/Vf)*(Aw/A))*1.6*Mp/Vp),"No

length restriction")

= 1407.90 [mm] 55.43 [in]

Check = if(el>elmax,"Not OK","OK") = OK OK

Behavior of the link Metric Imperial

Link behavior =

if(el<1.6*Mp/Vp,"Yields in shear",if(el>2.6*Mp/Vp,"Yields in flexure","Yields in both shear and flexure"))

= Yields in shear Yields in shear

Link rotation Metric Imperial

Link rotation theta =if(FC=1,delta*(1+al/el)/h,delta*(1+2*al

/el)/h) = 0.08 [rad] 0.08 [rad] Maximum rotation of the linkthma

x =

if(el<1.6*Mp/Vp,0.09,if(el>2.6*Mp/Vp,

0.03,0.186-0.06*el*Vp/Mp)) = 0.09 [rad] 0.09 [rad] Check = if(theta>thmax,"Not OK","OK") = OK OK

Design of stiffeners at the end of the link Metric Imperial

Depth of stiffeners ds = d-2*tf = 319.53 [mm] 12.58 [in] Combined width of stiffeners bs = bf-2*w = 339.85 [mm] 13.38 [in] Thickness of stiffeners ws = max(0.75*w,10) = 26.86 [mm] 1.06 [in]

Design of intermediate stiffeners Metric Imperial

Four possible cases Case A: el<1.6Mp/Vp Case B: 2.6Mp/Vp<el<5Mp/Vp Case C: 1.6Mp/Vp<el<2.6Mp/Vp Case D: el>5Mp/Vp

Determine case

Determine case SC =if(el>5*Mp/Vp,"D",if(el>2.6*Mp/Vp,"B"

,if(el>1.6*Mp/Vp,"C","A"))) = A [] A [] Case A Spacing between intermediate stiffeners sA = if(SC="A",if(theta=0.09,30*w- 0.2*d,if(theta<0.03,52*w-0.2*d,63*w-1100*theta*w/3-0.2*d)),"Not applicable") = 1175.15 [mm] 46.27 [in] Case B Distance from the end of the link to intermediate stiffener (only two intermediate stiffeners required)

sB = if(SC="B",1.5*bf,"Not applicable") = Not applicable[mm] Not applicable [in]

Case C Distance from the end of the link to first intermediate stiffener

sC1= if(SC="C",1.5*bf,"Not applicable") = Not applicable[mm] Not applicable [in]

Spacing between the other intermediate stiffeners sC2=

if(SC="C",if(theta=0.09,30*w- 0.2*d,if(theta<0.03,52*w-0.2*d,63*w-1100*theta*w/3-0.2*d)),"Not applicable")

= Not applicable[mm] Not applicable [in]

Case D No intermediate stiffeners required sD =

if(SC="D","Not required","Not

applicable") = Not applicable[] Not applicable []

Determine the use of one-sided or two-sided intermediate stiffeners Type of intermediate

stiffener TS = if(d<650,"One-sided","Two-sided") = One-sided [] One-sided [] Depth of intermediate

stiffeners dis = d-2*tf = 319.53 [mm] 12.58 [in] Width of intermediate stiffeners bis = if(TS="One-sided",0.5*(bf-2*w),bf-2*w) = 169.93 [mm] 6.69 [in] Thickness of intermediate stiffeners wis = if(TS="One-sided",max(w,10),max(0.75*w,10)) = 35.81 [mm] 1.41 [in]

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PROJECTCanadian Seismic Design of Steel Structures SECTION 3 TITLEDesign of Bolted Unstiffened End Plate Connection DATE03/28/13

FILECSA_Seismic_Design.xls TIME6:01 PM

Canadian Seismic Design of Steel Structures - Bolted Unstiffened End Plate Connection

DESCRIPTION

- The bolted unstiffened end plate connection is a special moment-resisting connection for seismic applications. - The probable yield strength of the beams and columns is usually taken as 350 MPa. - The minimum tensile strength of the beams and columns is usually taken as 480 MPa. - Factor applied to probable yield strength is usually taken as 1.1. - The probable yield strength of the plate is usually taken as 250 MPa. - Variables related to end plate dimensions and bolt distribution are defined in the figure above. - Specify whether the connection to be designed is one-sided ("1") or two-sided ("2"). - Specify the height of the storeys above and below, and whether the base of the column below is "pinned" or "not pinned". - The storey height above the connection must be set to zero if it is a top level connection. - Specify whether the frame is ductile ("D"), moderately ductile ("MD") or limited ductile ("LD"). - A simple plastic analysis is first performed to determine shears and moments at critical sections. - Member sizes of the connection are selected in order to preclude seven failure modes. - Eight bolts are used in this connection. - Design procedure is in accordance with CAN/CSA S16-01 and FEMA 350. - Limited to connections with beams and columns with W (wide flange) sections. - Enter data in yellow cells.

- Refer to page "B_sections" to see valid sections for beams. - Refer to page "C_sections" to see valid sections for columns. - Refer to page "Bolts" to see minimum pretension values for bolts.

INPUT

Section properties of the beam Metric Imperial

Member designation beam= =W310X39 [] W12X26 []

Probable yield strength of

the beam Fyb= = 350.00[MPa] 50.76 [KSI]

Minimum tensile strength of

the beam Fub= = 480.00[MPa] 69.62 [KSI]

Factor applied to probable

yield strength Ryb= = 1.10[] 1.10 []

Depth d_b= vlookup(beam,B_sections,3,false) = 309.88 [mm] 12.20 [in]

Flange width bb= vlookup(beam,B_sections,4,false) = 164.85 [mm] 6.49 [in]

Flange thickness tb = vlookup(beam,B_sections,5,false) = 9.65 [mm] 0.38 [in]

Web thickness wb= vlookup(beam,B_sections,6,false) = 5.84 [mm] 0.23 [in]

Section modulus Sb= vlookup(beam,B_sections,7,false) = 547327.94 [mm^3] 33.40 [in^3] Plastic modulus Zb= vlookup(beam,B_sections,8,false) = 609598.78 [mm^3] 37.20 [in^3]

Section properties of the column Metric Imperial

Member designation col= =W310X158 [] W12X106[]

the column Fyc= = 350.00[MPa] 50.76 [KSI]

the beam Fuc= = 480.00[MPa] 69.62 [KSI]

yield strength Ryc= = 1.10[] 1.10 []

Depth dc = vlookup(col,C_sections,3,false) = 327.66 [mm] 12.90 [in]

Flange width bc = vlookup(col,C_sections,4,false) = 309.88 [mm] 12.20 [in]

Flange thickness tc = vlookup(col,C_sections,5,false) = 25.15 [mm] 0.99 [in]

Web thickness wc= vlookup(col,C_sections,6,false) = 15.49 [mm] 0.61 [in]

Distance from centreline of

web to flange toe of fillet k1c= vlookup(col,C_sections,7,false) = 28.00 [mm] 1.10 [in] k-distance for engineering

design kec= vlookup(col,C_sections,8,false) = 40.00 [mm] 1.57 [in]

Properties of the bolts Metric Imperial

Member designation bolt= =A490M [] A490 []

Bolt diameter d_bt= = 22.00[mm] 0.87 [in]

Area of the bolt Abt= pi()*(d_bt^2)/4 = 380.13 [mm^2] 0.59 [in^2]

Minimum bolt pretensionTbt= if(bolt="A325M",vlookup(bolt,Bolts,2,f

alse),vlookup(bolt,Bolts,3,false)) = 221000.00 [N] 49682.77 [Kip] Minimum tensile strength of

the bolts Fubt= if(bolt="A325M",825,1035) = 1035.00 [MPa] 150.11 [KSI]

Dimension of connection members Metric Imperial

the plate Fyp= = 250.00[MPa] 36.26 [KSI]

Plate thickness tp = = 25.00[mm] 0.98 [in]

Plate width bp= = 237.00[mm] 9.33 [in]

Plate depth dp= = 429.88[mm] 16.92 [in]

End plate dimension c = = 69.65[mm] 2.74 [in]

End plate dimension g = = 124.85[mm] 4.92 [in]

End plate dimension pf = = 30.00[mm] 1.18 [in]

End plate dimension pt = c-pf = 39.65 [mm] 1.56 [in]

End plate dimension d1= d_b-pt-tb/2 = 265.40 [mm] 10.45 [in]

End plate dimension d2= c+d1 = 335.05 [mm] 13.19 [in]

Type of connection Metric Imperial

Type of connection TC= = 2[] 2 []

Storey heights Metric Imperial

Storey height below

connection hb= = 4000.00[mm] 157.48 [in]

Storey height above

connection ha= = 4000.00[mm] 157.48 [in]

Base fixity of column belowBF= =not pinned [] not pinned[]

Type of frame Metric Imperial

Type of frame TF= D [] D []

Loads acting on the beam

Loading data Metric Imperial

Distribuited load w = = 10.00[N/mm] 0.06 [Kip/in]

Distance between column faces

Lc = = 6000.00[mm] 236.22 [in]

Point load No.1 P1= = 80.00[N] 17.98 [Kip]

Distance of point load No.1

from face of right columnL1= = 3000.00[mm] 118.11 [in]

CALCULATIONS

Location of plastic hinge Metric Imperial

Plastic hinge location from

face of column x = tp+d_b/3 = 128.29 [mm] 5.05 [in]

Distance between plastic

hinges Lh= Lc-2*x = 5743.41 [mm] 226.12 [in]

Probable moment capacity at plastic hinges Metric Imperial

Factor accounting for effects in connection conditions

Cpr= (Fyb+Fub)/(2*Fyb) = 1.19 [] 1.19 []

Probable peak plastic hinge

moment Mpr= Cpr*Ryb*Fyb*Zb =278281843.44 [N*mm] 2462998.13 [Kip*in]

Strength demands at critical sections

Shears due to plastic moments Metric Imperial

Shear due to plastic

moments Ve= 2*Mpr/Lh = 96904.69 [N] 21785.04 [Kip]

Shears due to gravity loads Metric Imperial

Shear due to distribuited

load Vw= w*Lh/2 = 28717.07 [N] 6455.85 [Kip]

from plastic hinge e1= L1-x = 2871.71 [mm] 113.06 [in]

Shear due to point load

No.1 V1= P1*e1/Lh = 40.00 [N] 8.99 [Kip]

from plastic hinge e2= L2-x = -128.29 [mm] -5.05 [in]

No.2 V2= P2*e2/Lh = 0.00 [N] 0.00 [Kip]

No.3 V3= P3*e3/Lh = 0.00 [N] 0.00 [Kip]

Distance of point load No.4 from plastic hinge

e4= L4-x = -128.29 [mm] -5.05 [in]

No.4 V4= P4*e4/Lh = 0.00 [N] 0.00 [Kip]

Distance of point load No.5 from plastic hinge

e5= L5-x = -128.29 [mm] -5.05 [in]

No.5 V5= P5*e5/Lh = 0.00 [N] 0.00 [Kip]

Shear due to gravity loadsVg= Vw+V1+V2+V3+V4+V5 = 28757.07 [N] 6464.85 [Kip]

Shear at plastic hinges Metric Imperial

Shear at plastic hinges Vh= Ve+Vg = 125661.76 [N] 28249.88 [Kip]

Shears and moments at critical sections Metric Imperial

Moment at the column faceMcf= Mpr+Vh*x =294403409.03 [N*mm] 2605685.79 [Kip*in]

Shear at the column faceVcf= Vh+x*w = 126944.69 [N] 28538.30 [Kip]

Moment at the column

centreline Mc= Mpr+Vh*(x+dc/2) =314990574.58 [N*mm] 2787897.28 [Kip*in]

Failure mode 1: Bolt tension Metric Imperial

Capacity CBT= 0.75*Abt*Fubt = 295078.02 [N] 66336.17 [Kip]

Demand DBT= Mcf/(2*(d1+d2)) = 245149.04 [N] 55111.69 [Kip]

Check = if(CBT<DBT,"Not OK","OK") = OK OK

Failure mode 2: Bolt shear Metric Imperial

Capacity CBS= 3*Abt*0.5*Fubt = 590156.03 [N] 132672.34 [Kip]

Check = if(CBS<Vcf,"Not OK","OK") = OK OK

Failure mode 3: End plate flexure Metric Imperial

Parameter s = sqrt(bp*g) = 172.02 [mm] 6.77 [in]

Flexural minimum end plate thickness tpfmin =

sqrt(Mcf/(0.8*Fyp*((d_b-pt)*(bp*(1/pf+1/s)/2+(pf+s)*2/g)+bp*(d _b/pf+0.5)/2)))

= 20.77 [mm] 0.82 [in]

Check = if(tpfmin>tp,"Not OK","OK") = OK OK

Failure mode 4: End plate shear Metric Imperial

Shear minimum end plate

thickness tpsmin = Mcf/(1.1*Fyp*bp*(dp-tb)) = 10.75 [mm] 0.42 [in]

Check = if(tpsmin>tp,"Not OK","OK") = OK OK

Failure mode 5: Beam flange tension effect on column flange Metric Imperial

Failure mode 5 a: Without continuity plates

Parameter C1= g/2-k1c = 34.43 [mm] 1.36 [in]

Minimum column flange

thickness tcamin = sqrt((Mcf/(d_b-tb))*C1/(2*Fyc*c)) = 26.31 [mm] 1.04 [in]

Mode check MC5= if(tcamin>tc,"Check mode 5 b","Check mode 6") = Check mode 5

b Check mode

5 b

Failure mode 5 b: With continuity plates (required if mode 5 a is not satisfied)

Thickness of continuity plates tcp5= if(MC5="Check mode 5

b",if(TC=1,tb/2,tb),"Not required") = 9.65 [mm] 0.38 [in]

Parameter C2= (bc-g)/2 = 92.52 [mm] 3.64 [in]

Parameter ss = sqrt(C1*C2*(2*bc-4*k1c)/(C2+2*C1))= 100.11 [mm] 3.94 [in]

Parameter Yc= (c/2+ss)*(1/C2+2/C1)+(C2+C1)*(4/c+

2/ss) = 19.12 [] 19.12 []

thickness tcbmin = sqrt((Mcf/(2*(d_b-tb)))/(0.8*Fyc*Yc))= 9.57 [mm] 0.38 [in]

Check =

if(MC5="Check mode 5 b",if(tcbmin>tc,"Increase column section","OK. Check mode 7"),"Mode not applicable")

= OK. Check mode 7

OK. Check mode 7

Failure mode 6: Beam flange compression effect on column flange without Metric Imperial continuity plates

Minimum column web

thickness wcmin = Mcf/((d_b-tb)*(6*kec+2*tp+tb)*Fyc)= 9.35 [mm] 0.37 [in]

Check need of continuity

plates MC6=

if(MC5="Check mode 6",if(wcmin>wc,"Provide continuity plates","Continuity plates not required"),"Mode not applicable")

= Mode not applicable

Mode not applicable Thickness of continuity

plates tcp6= if(MC6="Provide continuity plates",if(TC=1,tb/2,tb),"Not required")= Not required[mm] Not required[in]

Failure mode 7: Panel zone shear Metric Imperial

Average storey height h = if(BF="not pinned",(hb+ha)/2,hb+ha/2) = 4000.00 [mm] 157.48 [in] Distance from one edge of

the end plate to the centre of the opposite beam flange

d = dp-(dp-d_b)/2-tb/2 = 365.05 [mm] 14.37 [in]

Parameter Cy= Sb/(Cpr*Zb) = 0.76 [] 0.76 []

Minimum panel zone

thickness w' =

Cy*Mc*((h-d)/h)/(0.9*(0.6*Ryc*Fyc*dc)*(d-tb)) = 8.95 [mm] 0.35 [in]

Check need of doubler plates MC7= SI(w'>wc,"Doubler plates

needed","Doubler plates not needed")= Doubler plates not needed

Doubler plates not needed Thickness of doubler plateswdp= if(MC7="Doubler plates

needed",w'-wc,"Not required") = Not required[mm] Not required[in]

Panel zone depth d' = d_b = 309.88 [mm] 12.20 [in]

Panel zone width b' = dc = 327.66 [mm] 12.90 [in]

Panel-size-to-thickness ratio STr= if(MC7="Doubler plates

needed",(d'+b')/w',(d'+b')/wc) = 41.15 [] 41.15 []

Check = if(STr>90,"Not OK","OK") = OK OK

Other restrictive parameters Metric Imperial

Minimum span-to-depth ratio

Span-to-depth ratio SDr= Lc/d_b = 19.36 [] 19.36 []

SDmi

nr = if(TF="LD",5,7) = 7.00 [] 7.00 []

Check = if(SDrmin>SDr,"Not OK","OK") = OK OK

Maximum flange thickness of the beam

Check = if(tb>19,"Not OK","OK") = OK OK

Maximum bolt diameter

(5)

PROJECTCanadian Seismic Design of Steel Structures SECTION 4 TITLEDesign of Bolted Stiffened End Plate Connection DATE03/28/13

Canadian Seismic Design of Steel Structures - Bolted Stiffened End Plate Connection

DESCRIPTION

- The bolted stiffened end plate connection is a special moment-resisting connection for seismic applications. - The probable yield strength of the beams and columns is usually taken as 350 MPa. - The minimum tensile strength of the beams and columns is usually taken as 480 MPa. - Factor applied to probable yield strength is usually taken as 1.1. - The probable yield strength of the plate is usually taken as 250 MPa. - The end plate thickness must be less or equal than the column flange thickness. - Variables related to end plate dimensions and bolt distribution are defined in the figure above. - Specify whether the connection to be designed is one-sided ("1") or two-sided ("2"). - Specify the height of the storeys above and below, and whether the base of the column below is "pinned" or "not pinned". - The storey height above the connection must be set to zero if it is a top level connection. - Specify whether the frame is ductile ("D"), moderately ductile ("MD") or limited ductile ("LD"). - A simple plastic analysis is first performed to determine shears and moments at critical sections. - Member sizes of the connection are selected in order to preclude seven failure modes. - Sixteen bolts are used in this connection. - Design procedure is in accordance with CAN/CSA S16-01 and FEMA 350. - Limited to connections with beams and columns with W (wide flange) sections. - Enter data in yellow cells.

- Refer to page "B_sections" to see valid sections for beams. - Refer to page "C_sections" to see valid sections for columns. - Refer to page "Bolts" to see minimum pretension values for bolts.

INPUT

Member designation beam= =W310X39 [] W12X26 []

Flange width bb= vlookup(beam,B_sections,4,false) = 164.85 [mm] 6.49 [in]

Section modulus Sb= vlookup(beam,B_sections,7,false) = 547327.94 [mm^3] 33.40 [in^3] Plastic modulus Zb= vlookup(beam,B_sections,8,false) = 609598.78 [mm^3] 37.20 [in^3]

Web thickness wc= vlookup(col,C_sections,6,false) = 15.49 [mm] 0.61 [in]

web to flange toe of fillet k1c= vlookup(col,C_sections,7,false) = 28.00 [mm] 1.10 [in] k-distance for engineering

Properties of the bolts Metric Imperial

Member designation bolt= =A490M [] A490 []

Bolt diameter d_bt= = 22.00[mm] 0.87 [in]

Area of the bolt Abt= pi()*(d_bt^2)/4 = 380.13 [mm^2] 0.59 [in^2]

Minimum bolt pretensionTbt= if(bolt="A325M",vlookup(bolt,Bolts,2,f

alse),vlookup(bolt,Bolts,3,false)) = 221000.00 [N] 49682.77 [Kip] Minimum tensile strength of

the bolts Fubt= if(bolt="A325M",825,1035) = 1035.00 [MPa] 150.11 [KSI]

Dimension of connection members Metric Imperial

the plate Fyp= = 250.00[MPa] 36.26 [KSI]

Plate thickness tp = = 25.00[mm] 0.98 [in]

Check = if(tp>tc,"Reduce thickness","OK") = OK OK

Plate width bp= = 237.00[mm] 9.33 [in]

Plate depth dp= = 509.88[mm] 20.07 [in]

End plate dimension c = = 69.65[mm] 2.74 [in]

End plate dimension pb= = 40.00[mm] 1.57 [in]

End plate dimension g = = 124.85[mm] 4.92 [in]

End plate dimension pf = = 30.00[mm] 1.18 [in]

End plate dimension d2= d_b+pf-tb/2 = 335.05 [mm] 13.19 [in]

End plate dimension d3= d2-c-pb = 225.40 [mm] 8.87 [in]

Storey height below

connection hb= = 4000.00[mm] 157.48 [in]

Storey height above

connection ha= = 4000.00[mm] 157.48 [in]

Type of frame Metric Imperial

Type of frame TF= D [] D []

Distance between column

faces Lc = = 6000.00[mm] 236.22 [in]

Distance of point load No.5 from face of right column

L5= = 0.00[mm] 0.00 [in]

CALCULATIONS

Dimensions of the stiffener Metric Imperial

Thickness of stiffener ts = wb = 5.84 [mm] 0.23 [in]

Stiffener horizontal lengthLs = sqrt(3)*((dp-d_b)/2-25)+25 = 154.90 [mm] 6.10 [in]

face of column x = tp+Ls = 179.90 [mm] 7.08 [in]

hinges Lh= Lc-2*x = 5640.19 [mm] 222.05 [in]

Factor accounting for effects in connection conditions

Cpr= (Fyb+Fub)/(2*Fyb) = 1.19 [] 1.19 []

Probable peak plastic hinge

moment Mpr= Cpr*Ryb*Fyb*Zb =278281843.44 [N*mm] 2462998.13 [Kip*in]

load Vw= w*Lh/2 = 28200.96 [N] 6339.83 [Kip]

from plastic hinge e1= L1-x = 2820.10 [mm] 111.03 [in]

No.1 V1= P1*e1/Lh = 40.00 [N] 8.99 [Kip]

No.2 V2= P2*e2/Lh = 0.00 [N] 0.00 [Kip]

No.3 V3= P3*e3/Lh = 0.00 [N] 0.00 [Kip]

No.4 V4= P4*e4/Lh = 0.00 [N] 0.00 [Kip]

No.5 V5= P5*e5/Lh = 0.00 [N] 0.00 [Kip]

Moment at the column faceMcf= Mpr+Vh*x =301115073.30 [N*mm] 2665088.93 [Kip*in]

Shear at the column faceVcf= Vh+x*w = 128718.14 [N] 28936.99 [Kip]

centreline Mc= Mpr+Vh*(x+dc/2) =321908229.58 [N*mm] 2849123.60 [Kip*in]

Failure mode 1: Bolt tension Metric Imperial

Capacity CBT= 0.75*Abt*Fubt = 295078.02 [N] 66336.17 [Kip]

Axial force at the column

face Pcf= Mcf/(d_b-tb) = 1002954.67 [N] 225473.16 [Kip] Demand DBT= max(3.25*power(10,-6)*power(pf,0.591)*power(Pcf,2.58)/(p ower(tp,0.895)*power(d_bt,1.91)*powe r(ts,0.327)*power(bp,0.965))+Tbt,Mcf/( 3.4*(d2+d3))) = 253410.55 [N] 56968.95 [Kip]

Check = if(CBT<DBT,"Not OK","OK") = OK OK

Failure mode 2: Bolt shear Metric Imperial

Capacity CBS= 6*Abt*0.5*Fubt = 1180312.07 [N] 265344.69 [Kip]

Check = if(CBS<Vcf,"Not OK","OK") = OK OK

Failure mode 3: End plate flexure Metric Imperial

Flexural minimum end plate

thickness tpfmin = max(154*power(10,-6)*power(pf,0.9)*power(g,0.6)*power(P cf,0.9)/(power(d_bt,0.9)*power(ts,0.1)* power(bp,0.7)),267*power(10,-6)*power(pf,0.25)*power(g,0.15)*Pcf/(p ower(d_bt,0.7)*power(ts,0.15)*power(b p,0.3))) = 22.10 [mm] 0.87 [in]

Check = if(tpfmin>tp,"Not OK","OK") = OK OK

Failure mode 4: End plate shear Metric Imperial

This failure mode is precluded using the stiffeners.

Failure mode 5: Beam flange tension effect on column flange without Metric Imperial continuity plates

Parameter Ca= if(bolt="A325M",0.128,0.131) = 0.131 [] 0.131 []

Parameter C3= g/2-d_bt/4-k1c = 28.93 [mm] 1.14 [in]

Area of beam flange Abf= 2*tb*bb = 3182.19 [mm^2] 4.93 [in^2]

Area of beam web Abw= wb*(d_b-2*tb) = 1697.54 [mm^2] 2.63 [in^2]

Parameter alpha

m = Ca*power(Abf/Abw,1/3)*C3/power(d_b

t,1/4) = 2.16 [] 2.16 []

thickness tcmin= sqrt(alpham*Pcf*C3/(0.9*Fyc*(3.5*pb

+c))) = 30.78 [mm] 1.21 [in]

plates MC5=

if(tcmin>tc,"Provide continuity plates. Check mode 7","Continuity plates not required. Check mode 6")

= Provide continuity plates. Check mode 7 Provide continuity plates. Check mode 7 Thickness of continuity plates tcp5=

if(MC5="Provide continuity plates. Check mode 7",if(TC=1,tb/2,tb),"Not required")

= 9.65 [mm] 0.38 [in]

Failure mode 6: Beam flange compression effect on column flange without Metric Imperial continuity plates

Minimum column web

thickness wcmin = Mcf/((d_b-tb)*(6*kec+2*tp+tb)*Fyc)= 9.56 [mm] 0.38 [in]

plates MC6=

if(MC5="Continuity plates not required. Check mode 6",if(wcmin>wc,"Provide continuity plates","Continuity plates not required"),"Mode not applicable")

= Mode not applicable

Mode not applicable

Thickness of continuity plates tcp6= if(MC6="Provide continuity

plates",if(TC=1,tb/2,tb),"Not required")= Not required[mm] Not required[in]

Average storey height h = if(BF="not pinned",(hb+ha)/2,hb+ha/2) = 4000.00 [mm] 157.48 [in] Distance from one edge of

the end plate to the centre of the opposite beam flange

d = dp-(dp-d_b)/2-tb/2 = 405.05 [mm] 15.95 [in]

Parameter Cy= Sb/(Cpr*Zb) = 0.76 [] 0.76 []

Minimum panel zone

thickness w' =

Cy*Mc*((h-d)/h)/(0.9*(0.6*Ryc*Fyc*dc)*(d-tb)) = 8.13 [mm] 0.32 [in]

Check need of doubler plates MC7= SI(w'>wc,"Doubler plates

needed","Doubler plates not needed")= Doubler plates not needed

Doubler plates not needed Thickness of doubler plateswdp= if(MC7="Doubler plates

needed",w'-wc,"Not required") = Not required[mm] Not required[in]

Panel-size-to-thickness ratio STr= if(MC7="Doubler plates

needed",(d'+b')/w',(d'+b')/wc) = 41.15 [] 41.15 []

SDmi

nr = if(TF="LD",5,7) = 7.00 [] 7.00 []

Check = if(SDrmin>SDr,"Not OK","OK") = OK OK

Maximum bolt diameter

(6)

TITLEDesign of Reduced Beam Section Connection DATE03/28/13

Canadian Seismic Design of Steel Structures - Reduced Beam Section Connection

DESCRIPTION

- The reduced beam section connection is a special moment-resisting connection for seismic applications. - The probable yield strength of the beams and columns is usually taken as 350 MPa. - The minimum tensile strength of the beams and columns is usually taken as 480 MPa. - Factor applied to probable yield strength is usually taken as 1.1. - Specify whether the connection to be designed is one-sided ("1") or two-sided ("2"). - Specify the height of the storeys above and below, and whether the base of the column below is "pinned" or "not pinned". - The storey height above the connection must be set to zero if it is a top level connection. - This type of connection can only be used for ductile or moderately ductile frames. - A simple plastic analysis is first performed to determine shears and moments at critical sections. - Member sizes of the connection are selected in order to preclude three failure modes. - Complete joint penetration groove welds to join the beam web and flanges to the column flanges is considered. - Design procedure is in accordance with CAN/CSA S16-01 and FEMA 350. - Limited to connections with beams and columns with W (wide flange) sections. - Enter data in yellow cells.

- Refer to page "B_sections" to see valid sections for beams. - Refer to page "C_sections" to see valid sections for columns.

INPUT

Member designation beam = =W310X39 [] W12X26 []

Flange width bb = vlookup(beam,B_sections,4,false) = 164.85 [mm] 6.49 [in]

Section modulus Sb= vlookup(beam,B_sections,7,false) = 547327.94 [mm^3] 33.40 [in^3]

Plastic modulus Zb = vlookup(beam,B_sections,8,false) = 609598.78 [mm^3] 37.20 [in^3]

Web thickness wc = vlookup(col,C_sections,6,false) = 15.49 [mm] 0.61 [in]

web to flange toe of fillet k1c= vlookup(col,C_sections,7,false) = 28.00 [mm] 1.10 [in]

k-distance for engineering

Storey height below

connection hb = = 4000.00[mm] 157.48 [in]

Storey height above

connection ha = = 4000.00[mm] 157.48 [in]

Distance between column

faces Lc = = 6000.00[mm] 236.22 [in]

from face of right column L1 = = 3000.00[mm] 118.11 [in]

CALCULATIONS

Dimensions of the cut of the beam flanges Metric Imperial

Location of cut ac = 0.5*bb = 82.42 [mm] 3.25 [in]

Length of cut sc = 0.65*d_b = 201.42 [mm] 7.93 [in]

Depth of cut cc = 0.2*bb = 32.97 [mm] 1.30 [in]

Reduced beam flange br = 0.6*bb = 98.91 [mm] 3.89 [in]

Maximum value of reduced

beam flange brmax = 14.6*tb = 140.92 [mm] 5.55 [in]

Check = if(brmax<br,"Not OK","OK") = OK OK

face of column x = ac+sc/2 = 183.13 [mm] 7.21 [in]

hinges Lh = Lc-2*x = 5633.73 [mm] 221.80 [in]

Properties of the reduced section Metric Imperial

Depth de = d_b = 309.88 [mm] 12.20 [in]

Flange width be = br = 98.91 [mm] 3.89 [in]

Flange thickness te = tb = 9.65 [mm] 0.38 [in]

Web thickness we= wb = 5.84 [mm] 0.23 [in]

Moment of inertia Ie =we*power(de-2*te,3)/12+2*be*power(te,3)/12+2*be *te*power(de/2-te/2,2)

=54983940.82 [mm^4] 132.10 [in^4]

Section modulus Se= Ie*2/de = 354872.47 [mm^3] 21.66 [in^3]

Plastic modulus Ze = be*te*(de-te)+we*power(de-2*te,2)/4= 409930.97 [mm^3] 25.02 [in^3]

Probable peak plastic

hinge moment Mpr= 1.15*Ryb*Fyb*Ze = 181496935.45 [N*mm] 1606380.81 [Kip*in]

load Vw= w*Lh/2 = 28168.66 [N] 6332.57 [Kip]

from plastic hinge e1 = L1-x = 2816.87 [mm] 110.90 [in]

No.1 V1= P1*e1/Lh = 40.00 [N] 8.99 [Kip]

from plastic hinge e2 = L2-x = -183.13 [mm] -7.21 [in]

No.2 V2= P2*e2/Lh = 0.00 [N] 0.00 [Kip]

No.3 V3= P3*e3/Lh = 0.00 [N] 0.00 [Kip]

No.4 V4= P4*e4/Lh = 0.00 [N] 0.00 [Kip]

No.5 V5= P5*e5/Lh = 0.00 [N] 0.00 [Kip]

Moment at the column faceMcf= Mpr+Vh*x = 198462630.73 [N*mm] 1756539.64 [Kip*in]

Shear at the column face Vcf= 2*Mcf/Lc+Vg = 94362.87 [N] 21213.62 [Kip]

centreline Mc= Mpr+Vh*(x+dc/2) = 213639986.43 [N*mm] 1890870.35 [Kip*in]

Failure mode 1: Connection flexure Metric Imperial

Capacity CCF= 385*Zb = 234695530.61 [N*mm] 2077227.34 [Kip*in]

Check = if(CCF<Mcf,"Not OK","OK") = OK OK

Failure mode 2: Connection shear Metric Imperial

This failure mode is precluded using the complete joint penetration groove welds to join the beam web to the column flanges.

Average storey height h = if(BF="not pinned",(hb+ha)/2,hb+ha/2) = 4000.00 [mm] 157.48 [in]

Parameter Cy= Se/(1.15*Ze) = 0.75 [] 0.75 []

Minimum panel zone

thickness w' =Cy*Mc*((h- d_b)/h)/(0.9*(0.6*Ryc*Fyc*dc)*(d_b-tb))

= 7.25 [mm] 0.29 [in]

Check need of doubler

plates MC3=if(w'>wc,"Doubler plates needed","Doubler plates not needed") =Doubler plates not needed Doubler plates not needed Thickness of doubler plateswdp= if(MC3="Doubler plates needed",w'-wc,"Not required") = Not required [mm] Not required[in]

Panel-size-to-thickness

ratio STr= if(MC3="Doubler plates needed",(d'+b')/w',(d'+b')/wc) = 41.15 [] 41.15 []

Continuity plates Metric Imperial

thickness tcmin= max(0.4*sqrt(1.8*bb*tb*Ryb*Fyb/(Ryc*Fyc)),bb/6) = 27.47 [mm] 1.08 [in]

plates MC=

if(tcmin>tc,"Provide continuity plates","Continuity plates not required") = Provide continuity plates Provide continuity plates Thickness of continuity

plates tcp=if(MC="Provide continuity plates",if(TC=1,tb/2,tb),"Not required")

= 9.65 [mm] 0.38 [in]

Check = if(7>SDr,"Not OK","OK") = OK OK

Maximum flange-to-thickness ratio of the beam

Flange-to-thickness ratio of

the beam FTr= be/(2*tb) = 5.12 [] 5.12 []

(7)

TITLEForce reduction factor for friction-damped systems DATE 03/28/13

FILECSA_Seismic_Design.xls TIME 6:01 PM

Canadian Seismic Design of Steel Structures - Force reduction factor for friction-damped systems

DESCRIPTION

- A ductility-related force modification factor for friction-damped steel frames is calculated.

- This allows to use the quasi-static analysis approach established in the code to analyze this type of structures. - This method was developed by Yaomin Fu and Sheldon Cherry.

- Refer to figure to define properties of the system. - The damping ratio for steel structures is usually equal to 2%.

- The constant acounting for damping reduction varies between 18 and 65, is usually taken as 30. - Enter data in yellow cells.

INPUT

Properties of the system Metric Imperial

Added stiffness ratio alpha = = 10.00[] 10.00 []

Slip ratio mus = = 5.00[] 5.00 []

Yield ductility muy = = 1.50[] 1.50 []

Damping ratio Xio = = 0.02[] 0.02 []

Constant acounting for

damping reduction B = = 30.00[] 30.00 []

CALCULATIONS

Normalized restoring force of the elastic friction-damped system Metric Imperial

Normalized stiffness for

equivalent linear system Keoe = alpha*(ln(1)+1)/1+(ln(1)+1)/1 = 11.00 [] 11.00 [] Normalized energy

dissipated for equivalent linear system

Edoe = alpha*(1-1)^2/(1^3)+(1-1)^2/(1^3) = 0.00 [] 0.00 []

Damping ratio for equivalent

linear system Xiee = Xio+Edoe/(pi()*Keoe) = 0.02 [] 0.02 []

Normalized displacement of the friction-damped system Rsde =

sqrt((1-exp(-B*Xiee))*Xio/((1-exp(-B*Xio))*Xiee))*Keoe^(-3/4) = 0.17 [] 0.17 []

Normalized restoring force of the friction-damped system

Rfe = Rsde*(alpha/1+1/1) = 1.82 [] 1.82 []

Normalized restoring force of the inelastic friction-damped system Metric Imperial

Normalized stiffness for

equivalent linear system Keoy =

alpha*(ln(mus)+1)/mus+(ln(muy)+1)/

muy = 6.16 [] 6.16 []

Normalized energy dissipated for equivalent linear system

Edoy =

alpha*(mus-1)^2/(mus^3)+(muy-1)^2/(muy^3) = 1.35 [] 1.35 []

Damping ratio for equivalent

linear system Xiey = Xio+Edoy/(pi()*Keoy) = 0.09 [] 0.09 []

Normalized displacement of the friction-damped system Rsdy =

sqrt((1-exp(-B*Xiey))*Xio/((1-exp(-B*Xio))*Xiey))*Keoy^(-3/4) = 0.17 [] 0.17 []

Normalized restoring force of the friction-damped system

Rfy = Rsdy*(alpha/mus+1/muy) = 0.46 [] 0.46 []

Ductility-related force modification factor Metric Imperial

Ductility-related force

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Canadian Seismic Design of Steel Structures - Wide Flange Sections for Beams Metric Imperial d (mm) b (mm) t (mm) w (mm) W1100X499 W44X335 1117.6 406.4 45.0 25.9 W1100X433 W44X290 1107.4 401.3 40.1 22.1 W1100X390 W44X262 1099.8 401.3 36.1 20.1 W1100X343 W44X230 1089.7 401.3 31.0 18.0 W1000X883 W40X593 1092.2 424.2 82.0 45.5 W1000X748 W40X503 1069.3 416.6 70.1 39.1 W1000X642 W40X431 1049.0 411.5 59.9 34.0 W1000X591 W40X397 1041.4 408.9 55.9 31.0 W1000X554 W40X372 1031.2 408.9 52.1 29.5 W1000X539 W40X362 1031.2 406.4 51.1 28.4 W1000X483 W40X324 1021.1 403.9 46.0 25.4 W1000X443 W40X297 1010.9 401.3 41.9 23.6 W1000X412 W40X277 1008.4 401.3 40.1 21.1 W1000X371 W40X249 1000.8 401.3 36.1 19.1 W1000X321 W40X215 990.6 401.3 31.0 16.5 W1000X296 W40X199 983.0 401.3 27.2 16.5 W1000X584 W40X392 1056.6 315.0 64.0 36.1 W1000X494 W40X331 1036.3 309.9 54.1 31.0 W1000X486 W40X327 1036.3 307.3 54.1 30.0 W1000X415 W40X278 1021.1 304.8 46.0 25.9 W1000X393 W40X264 1016.0 302.3 43.9 24.4 W1000X350 W40X235 1008.4 302.3 40.1 21.1 W1000X314 W40X211 1000.8 299.7 36.1 19.1 W1000X272 W40X183 990.6 299.7 31.0 16.5 W1000X249 W40X167 980.4 299.7 25.9 16.5 W1000X222 W40X149 970.3 299.7 21.1 16.0 W920X1188 W36X798 1066.8 457.2 109.0 60.5 W920X967 W36X650 1028.7 447.0 89.9 50.0 W920X784 W36X527 995.7 436.9 73.9 40.9 W920X653 W36X439 972.8 431.8 62.0 34.5 W920X585 W36X393 960.1 426.7 55.9 31.0 W920X534 W36X359 950.0 424.2 51.1 28.4 W920X488 W36X328 942.3 421.6 47.0 25.9 W920X446 W36X300 932.2 424.2 42.7 24.0 W920X417 W36X280 927.1 421.6 39.9 22.5 W920X387 W36X260 922.0 421.6 36.6 21.3 W920X365 W36X245 916.9 419.1 34.3 20.3 W920X342 W36X230 911.9 419.1 32.0 19.3 W920X381 W36X256 950.0 309.9 43.9 24.4 W920X345 W36X232 942.3 307.3 39.9 22.1 W920X313 W36X210 932.2 309.9 34.5 21.1 W920X289 W36X194 927.1 307.3 32.0 19.4 W920X271 W36X182 922.0 307.3 30.0 18.4 W920X253 W36X170 919.5 304.8 27.9 17.3 W920X238 W36X160 914.4 304.8 25.9 16.5 W920X223 W36X150 911.9 304.8 23.9 15.9 W920X201 W36X135 904.2 304.8 20.1 15.2 W sections Properties

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W840X576 W33X387 914.4 411.5 57.9 32.0 W840X527 W33X354 904.2 408.9 53.1 29.5 W840X473 W33X318 894.1 406.4 48.0 26.4 W840X433 W33X291 883.9 403.9 43.9 24.4 W840X392 W33X263 876.3 401.3 39.9 22.1 W840X359 W33X241 868.7 403.9 35.6 21.1 W840X329 W33X221 861.1 401.3 32.3 19.7 W840X299 W33X201 856.0 398.8 29.2 18.2 W840X251 W33X169 858.5 292.1 31.0 17.0 W840X226 W33X152 850.9 294.6 26.9 16.1 W840X210 W33X141 845.8 292.1 24.4 15.4 W840X193 W33X130 840.7 292.1 21.7 14.7 W840X176 W33X118 835.7 292.1 18.8 14.0 W760X582 W30X391 843.3 396.2 62.0 34.5 W760X531 W30X357 833.1 393.7 56.9 31.5 W760X484 W30X326 823.0 391.2 52.1 29.0 W760X434 W30X292 812.8 388.6 47.0 25.9 W760X389 W30X261 802.6 386.1 41.9 23.6 W760X350 W30X235 795.0 383.5 38.1 21.1 W760X314 W30X211 784.9 383.5 33.5 19.7 W760X284 W30X191 779.8 381.0 30.2 18.0 W760X257 W30X173 772.2 381.0 27.2 16.6 W760X220 W30X148 779.8 266.7 30.0 16.5 W760X196 W30X132 769.6 266.7 25.4 15.6 W760X185 W30X124 767.1 266.7 23.6 14.9 W760X173 W30X116 762.0 266.7 21.6 14.4 W760X161 W30X108 756.9 266.7 19.3 13.8 W760X147 W30X99 754.4 266.7 17.0 13.2 W760X134 W30X90 749.3 264.2 15.5 11.9 W690X802 W27X539 825.5 388.6 89.9 50.0 W690X548 W27X368 772.2 373.4 63.0 35.1 W690X500 W27X336 762.0 370.8 57.9 32.0 W690X457 W27X307 751.8 365.8 53.1 29.5 W690X419 W27X281 744.2 365.8 49.0 26.9 W690X384 W27X258 736.6 363.2 45.0 24.9 W690X350 W27X235 729.0 360.7 40.9 23.1 W690X323 W27X217 721.4 358.1 38.1 21.1 W690X289 W27X194 713.7 355.6 34.0 19.1 W690X265 W27X178 706.1 358.1 30.2 18.4 W690X240 W27X161 701.0 355.6 27.4 16.8 W690X217 W27X146 696.0 355.6 24.8 15.4 W690X192 W27X129 701.0 254.0 27.9 15.5 W690X170 W27X114 693.4 256.5 23.6 14.5 W690X152 W27X102 688.3 254.0 21.1 13.1 W690X140 W27X94 683.3 253.7 18.9 12.4 W690X125 W27X84 678.2 253.0 16.3 11.7 W610X551 W24X370 711.2 348.0 69.1 38.6 W610X498 W24X335 698.5 342.9 63.0 35.1 W610X455 W24X306 688.3 340.4 57.9 32.0 W610X415 W24X279 678.2 337.8 53.1 29.5 W610X372 W24X250 668.0 335.3 48.0 26.4 W610X341 W24X229 660.4 332.7 43.9 24.4

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W200X19 W8X13 202.9 101.6 6.5 5.8 W200X15 W8X10 200.4 100.1 5.2 4.3 W150X37 W6X25 162.1 154.4 11.6 8.1 W150X30 W6X20 157.5 152.9 9.3 6.6 W150X22 W6X15 152.1 152.1 6.6 5.8 W150X24 W6X16 159.5 102.4 10.3 6.6 W150X18 W6X12 153.2 101.6 7.1 5.8 W150X14 W6X9 149.9 100.1 5.5 4.3 W150X13 W6X8.5 148.1 100.1 4.9 4.3 W130X28 W5X19 130.8 127.8 10.9 6.9 W130X24 W5X16 127.3 127.0 9.1 6.1 W100X19 W4X13 105.7 103.1 8.8 7.1

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Sx (mm^3) Zx (mm^3) 23105760 26547044 20319959 23269631 18353512 20811571 15911839 18025770 38345730 45228297 32446387 38017988 27694138 32118645 25563820 29496715 23925113 27530268 23269631 26874785 20975442 23925113 19172865 21794795 18025770 20483830 16272355 18353512 14076488 15797130 12618039 14240359 23597372 28021879 19828347 23433502 19664477 23105760 16714805 19500606 15911839 18517382 14338681 16550935 12880232 14846680 11192365 12831071 9832238 11356235 8406564 9799464 48833451 58665689 39656695 46867003 31954775 37362506 26547044 30643810 23761243 27366397 21630924 24744467 19828347 22614148 18189641 20647701 16878676 19172865 15616872 17698029 14666422 16550935 13715973 15453001 14666422 17042547 13257135 15338292 11782299 13650424 10881010 12568878 10209141 11765912 9520884 10946559 8881789 10225528 8259080 9520884 7193921 8341016 Properties

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22122536 25563820 20319959 23269631 18189641 20811571 16714805 19008994 15059712 17042547 13617650 15403840 12437782 14043714 11241526 12667200 8996498 10307463 7980500 9160369 7341405 8422951 6653148 7652759 5882956 6800632 20483830 23761243 18681253 21630924 17042547 19500606 15239970 17370288 13584876 15453001 12257524 13879843 10897398 12306685 9832238 11061268 8865402 9946948 7144760 8193532 6227084 7161147 5817408 6685922 5391344 6194310 4899732 5669924 4408120 5112764 4014831 4637539 25727690 30971551 17370288 20319959 15928226 18517382 14535326 16878676 13339070 15338292 12208363 13961779 11094042 12650813 10274689 11651203 9160369 10340237 8275467 9340626 7505275 8439338 6784244 7603598 5653537 6472890 4899732 5620763 4375346 4998055 3982057 4555604 3490445 3998444 15682420 18517382 14158423 16714805 12929393 15108873 11765912 13683198 10553269 12191976 9635594 11061268

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8701531 9930561 8046048 9160369 7374179 8373790 6784244 7669146 6079601 6849793 5391344 6063214 4768636 5358570 4227863 4735861 4014831 4588378 3637928 4162314 3211865 3670702 2884123 3277413 2523608 2900510 2163092 2523608 1884512 2212254 7554437 8685144 6833406 7800242 6227084 7079212 5391344 6112375 4834184 5456892 4473668 5030829 4080379 4571991 3719864 4145927 3146316 3621541 2802188 3211865 2474447 2818575 2294189 2621930 2081157 2359737 1802577 2064770 1523997 1753416 1818964 2113931 1548578 1802577 1337184 1563326 5637150 6522051 5079990 5833795 4621152 5276635 4195088 4752249 3785412 4293411 3342961 3769025 3080768 3457671 2720253 3047994 2392511 2671091 2081157 2392511 1917286 2179480 1769803 2015609 1610848 1835351 1456810 1655093 1291301 1486307 1120875 1284746 943895 1089740 2900510 3277413 2572769 2900510

(17)

2228641 2490834 1950061 2163092 1510887 1720642 1327352 1507610 1191340 1348655 1060243 1196256 925869 1048772 773469 884901 629263 724308 22941890 29988327 20975442 27202526 18845124 24252855 17042547 21630924 15256357 19336736 13732360 17206417 12388620 15338292 11569267 14240359 10749914 13126038 9946948 12060879 9143982 11012107 8291854 9881400 7521662 8881789 6800632 7980500 6145149 7144760 5538828 6390955 5079990 5817408 4604765 5243860 4162314 4703087 3801799 4260637 3424896 3834573 3113542 3474058 2834962 3146316 2572769 2834962 2343350 2572769 2015609 2277802 1835351 2064770 1687868 1884512 1509249 1671481 1274914 1427313 1150372 1284746 1025830 1140540 894734 1007804 796411 894734 688257 775108 578463 658760 475225 544051 7914952 9881400 7128373 8799853 6440116 7882178 5784634 7013663 5260248 6325407 4785023 5702698

(18)

4309798 5096377 3850960 4506443 3424896 3982057 3047994 3506832 2671091 3047994 2376124 2687478 2146705 2408898 1933674 2163092 1753416 1950061 1596100 1769803 1440423 1586268 1278191 1415842 1156927 1276552 1052050 1178230 945534 1052050 843934 934063 747250 839018 632541 706282 547328 609599 416231 480141 349044 404760 280219 329380 244167 285135 2064770 2408898 1835351 2130318 1614126 1851738 1407649 1599377 1240501 1397817 1093017 1222475 983224 1091378 894734 989779 804605 899650 689895 766915 573547 635818 530941 599767 457199 512915 380180 426064 308077 353961 265470 306438 226141 262193 178619 206477 989779 1148733 852127 979946 707921 802966 581741 652205 511276 568631 450644 498167 398206 445728 342490 378541 298245 334296 249083 278580 193367 222864

(19)

162396 186813 127983 145353 275303 311354 219587 245806 160102 176980 167148 191729 119789 136013 91112 102091 83246 93570 167148 190090 140109 157807 89473 102911

(20)

Canadian Seismic Design of Steel Structures - Wide Flange Sections for Columns Metric Imperial d (mm) b (mm) t (mm) w (mm) W360X1086 W14X730 569.0 454.7 124.7 78.0 W360X990 W14X665 548.6 449.6 114.8 71.9 W360X900 W14X605 530.9 442.0 105.7 66.0 W360X818 W14X550 513.1 436.9 97.0 60.5 W360X744 W14X500 497.8 431.8 88.9 55.6 W360X677 W14X455 482.6 426.7 81.5 51.3 W360X634 W14X426 475.0 424.2 77.2 47.8 W360X592 W14X398 464.8 421.6 72.4 45.0 W360X551 W14X370 454.7 419.1 67.6 42.2 W360X509 W14X342 444.5 416.6 62.7 39.1 W360X463 W14X311 434.3 411.5 57.4 35.8 W360X421 W14X283 424.2 408.9 52.6 32.8 W360X382 W14X257 416.6 406.4 48.0 30.0 W360X347 W14X233 406.4 403.9 43.7 27.2 W360X314 W14X211 398.8 401.3 39.6 24.9 W360X287 W14X193 393.7 398.8 36.6 22.6 W360X262 W14X176 386.1 398.8 33.3 21.1 W360X237 W14X159 381.0 396.2 30.2 18.9 W360X216 W14X145 375.9 393.7 27.7 17.3 W360X196 W14X132 373.4 373.4 26.2 16.4 W360X179 W14X120 368.3 373.4 23.9 15.0 W360X162 W14X109 363.2 370.8 21.8 13.3 W360X122 W14X82 363.2 256.5 21.7 13.0 W360X110 W14X74 360.7 256.5 19.9 11.4 W360X101 W14X68 355.6 254.0 18.3 10.5 W360X91 W14X61 353.1 253.7 16.4 9.5 W360X79 W14X53 353.1 204.7 16.8 9.4 W360X72 W14X48 350.5 204.0 15.1 8.6 W360X64 W14X43 348.0 203.2 13.5 7.7 W310X500 W12X336 426.7 340.4 75.2 45.2 W310X454 W12X305 414.0 335.3 68.8 41.4 W310X415 W12X279 403.9 332.7 62.7 38.9 W310X375 W12X252 391.2 330.2 57.2 35.6 W310X342 W12X230 383.5 327.7 52.6 32.8 W310X313 W12X210 373.4 325.1 48.3 30.0 W310X283 W12X190 365.8 322.6 44.2 26.9 W310X253 W12X170 355.6 320.0 39.6 24.4 W310X226 W12X152 348.0 317.5 35.6 22.1 W310X202 W12X136 340.4 315.0 31.8 20.1 W310X179 W12X120 332.7 312.4 28.2 18.0 W310X158 W12X106 327.7 309.9 25.1 15.5 W310X143 W12X96 322.6 309.9 22.9 14.0 W310X129 W12X87 317.5 307.3 20.6 13.1 W310X118 W12X79 315.0 307.3 18.7 11.9 W310X107 W12X72 312.4 304.8 17.0 10.9 W310X86 W12X58 309.9 254.0 16.3 9.1 W310X79 W12X53 307.3 253.7 14.6 8.8 W sections Properties

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W310X74 W12X50 309.9 205.2 16.3 9.4 W310X67 W12X45 307.3 204.5 14.6 8.5 W310X60 W12X40 302.3 203.5 13.1 7.5 W250X167 W10X112 289.6 264.2 31.8 19.2 W250X149 W10X100 281.9 261.6 28.4 17.3 W250X131 W10X88 274.3 261.6 25.1 15.4 W250X115 W10X77 269.2 259.1 22.1 13.5 W250X101 W10X68 264.2 256.5 19.6 11.9 W250X89 W10X60 259.1 256.5 17.3 10.7 W250X80 W10X54 256.5 254.0 15.6 9.4 W250X73 W10X49 253.5 254.0 14.2 8.6 W250X67 W10X45 256.5 203.7 15.7 8.9 W250X58 W10X39 252.0 202.9 13.5 8.0

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Canadian Seismic Design of Steel Structures - Wide Flange Sections for Columns k1 (mm) ke (mm) 69.0 140.0 66.0 130.0 63.0 121.0 60.0 112.0 58.0 104.0 56.0 97.0 54.0 92.0 53.0 88.0 51.0 83.0 50.0 78.0 48.0 73.0 46.0 68.0 45.0 63.0 44.0 59.0 42.0 55.0 41.0 52.0 41.0 49.0 39.0 45.0 39.0 43.0 38.0 41.0 38.0 39.0 37.0 37.0 27.0 37.0 26.0 35.0 26.0 33.0 25.0 31.0 25.0 32.0 25.0 30.0 24.0 29.0 43.0 90.0 41.0 84.0 40.0 78.0 38.0 72.0 37.0 68.0 35.0 64.0 34.0 59.0 33.0 55.0 31.0 51.0 30.0 47.0 29.0 43.0 28.0 40.0 27.0 38.0 27.0 36.0 26.0 34.0 26.0 32.0 23.0 32.0 22.0 30.0 Properties

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23.0 29.0 22.0 27.0 22.0 26.0 25.0 45.0 24.0 41.0 23.0 38.0 22.0 35.0 21.0 32.0 21.0 30.0 20.0 28.0 20.0 27.0 20.0 28.0 19.0 26.0

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Canadian Seismic Design of Steel Structures - Bolt Strength Metric Imperial A325M A325 A490M A490 Bolt size (mm) A325M A490M 16 91000 114000 20 142000 179000 22 176000 221000 24 205000 257000 27 267000 334000 30 326000 408000 36 475000 595000

Minimum bolt pretension (N) Bolt designation

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SECTION PROPERTIES

This sheet is an edited version of the AISC-supplied file Database_v3.xls

Shape Table

No. Property Symbol Index

1 area A 4

2 depth D 5

3 width B 9

4 Web, wall or leg thickness TW 11

5 Flange, wall, or leg thickness TF 12

6 b/t ratio B_T 24

7 d/t or h/w ratio D_T 27

8 radius of gyration about x RX 34

9 radius of gyration about y RY 38

10 radius of gyration about z RZ 39

11 moment of inertia about x IX 31

12 moment of inertia about y IY 35

13 torsional inertia J 40

14 warping constant CW 41

15 section modulus about x SX 33

16 section modulus about y SY 37

17 plastic modulus about x ZX 32

18 plastic modulus about y ZY 23

19 location of centroid in x X 18

20 location of centroid in y Y 19

21 angle leg thickness T 13

508 1 2 3 4 5 6 7 8 TYPE Name W A D HT OD BF W W44X335 335 98.3 44 0 0 16 W W44X290 290 85.8 43.6 0 0 15.8 W W44X262 262 77.2 43.3 0 0 15.8 W W44X230 230 67.7 42.9 0 0 15.8 W W40X593 593 174 43 0 0 16.7 W W40X503 503 148 42.1 0 0 16.4 W W40X431 431 127 41.3 0 0 16.2 W W40X397 397 117 41 0 0 16.1 W W40X372 372 109 40.6 0 0 16.1 W W40X362 362 107 40.6 0 0 16 W W40X324 324 95.3 40.2 0 0 15.9 W W40X297 297 87.4 39.8 0 0 15.8 W W40X277 277 81.4 39.7 0 0 15.8 W W40X249 249 73.3 39.4 0 0 15.8 W W40X215 215 63.4 39 0 0 15.8 W W40X199 199 58.5 38.7 0 0 15.8 W W40X392 392 115 41.6 0 0 12.4 W W40X331 331 97.5 40.8 0 0 12.2 W W40X327 327 96 40.8 0 0 12.1

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W W40X278 278 81.8 40.2 0 0 12 W W40X264 264 77.6 40 0 0 11.9 W W40X235 235 69 39.7 0 0 11.9 W W40X211 211 62 39.4 0 0 11.8 W W40X183 183 53.8 39 0 0 11.8 W W40X167 167 49.2 38.6 0 0 11.8 W W40X149 149 43.8 38.2 0 0 11.8 W W36X798 798 235 42 0 0 18 W W36X650 650 191 40.5 0 0 17.6 W W36X527 527 155 39.2 0 0 17.2 W W36X439 439 129 38.3 0 0 17 W W36X393 393 116 37.8 0 0 16.8 W W36X359 359 105 37.4 0 0 16.7 W W36X328 328 96.4 37.1 0 0 16.6 W W36X300 300 88.3 36.7 0 0 16.7 W W36X280 280 82.4 36.5 0 0 16.6 W W36X260 260 76.5 36.3 0 0 16.6 W W36X245 245 72.1 36.1 0 0 16.5 W W36X230 230 67.6 35.9 0 0 16.5 W W36X256 256 75.4 37.4 0 0 12.2 W W36X232 232 68.1 37.1 0 0 12.1 W W36X210 210 61.8 36.7 0 0 12.2 W W36X194 194 57 36.5 0 0 12.1 W W36X182 182 53.6 36.3 0 0 12.1 W W36X170 170 50.1 36.2 0 0 12 W W36X160 160 47 36 0 0 12 W W36X150 150 44.2 35.9 0 0 12 W W36X135 135 39.7 35.6 0 0 12 W W33X387 387 114 36 0 0 16.2 W W33X354 354 104 35.6 0 0 16.1 W W33X318 318 93.6 35.2 0 0 16 W W33X291 291 85.7 34.8 0 0 15.9 W W33X263 263 77.5 34.5 0 0 15.8 W W33X241 241 71 34.2 0 0 15.9 W W33X221 221 65.2 33.9 0 0 15.8 W W33X201 201 59.2 33.7 0 0 15.7 W W33X169 169 49.5 33.8 0 0 11.5 W W33X152 152 44.8 33.5 0 0 11.6 W W33X141 141 41.6 33.3 0 0 11.5 W W33X130 130 38.3 33.1 0 0 11.5 W W33X118 118 34.7 32.9 0 0 11.5 W W30X391 391 115 33.2 0 0 15.6 W W30X357 357 105 32.8 0 0 15.5 W W30X326 326 95.8 32.4 0 0 15.4 W W30X292 292 85.9 32 0 0 15.3 W W30X261 261 76.9 31.6 0 0 15.2 W W30X235 235 69.2 31.3 0 0 15.1 W W30X211 211 62.2 30.9 0 0 15.1 W W30X191 191 56.3 30.7 0 0 15 W W30X173 173 51 30.4 0 0 15 W W30X148 148 43.5 30.7 0 0 10.5 W W30X132 132 38.9 30.3 0 0 10.5

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W W30X124 124 36.5 30.2 0 0 10.5 W W30X116 116 34.2 30 0 0 10.5 W W30X108 108 31.7 29.8 0 0 10.5 W W30X99 99 29.1 29.7 0 0 10.5 W W30X90 90 26.4 29.5 0 0 10.4 W W27X539 539 159 32.5 0 0 15.3 W W27X368 368 108 30.4 0 0 14.7 W W27X336 336 98.9 30 0 0 14.6 W W27X307 307 90.4 29.6 0 0 14.4 W W27X281 281 82.9 29.3 0 0 14.4 W W27X258 258 76 29 0 0 14.3 W W27X235 235 69.4 28.7 0 0 14.2 W W27X217 217 64 28.4 0 0 14.1 W W27X194 194 57.2 28.1 0 0 14 W W27X178 178 52.5 27.8 0 0 14.1 W W27X161 161 47.6 27.6 0 0 14 W W27X146 146 43.1 27.4 0 0 14 W W27X129 129 37.8 27.6 0 0 10 W W27X114 114 33.5 27.3 0 0 10.1 W W27X102 102 30 27.1 0 0 10 W W27X94 94 27.7 26.9 0 0 9.99 W W27X84 84 24.8 26.7 0 0 9.96 W W24X370 370 109 28 0 0 13.7 W W24X335 335 98.4 27.5 0 0 13.5 W W24X306 306 89.8 27.1 0 0 13.4 W W24X279 279 82 26.7 0 0 13.3 W W24X250 250 73.5 26.3 0 0 13.2 W W24X229 229 67.2 26 0 0 13.1 W W24X207 207 60.7 25.7 0 0 13 W W24X192 192 56.3 25.5 0 0 13 W W24X176 176 51.7 25.2 0 0 12.9 W W24X162 162 47.7 25 0 0 13 W W24X146 146 43 24.7 0 0 12.9 W W24X131 131 38.5 24.5 0 0 12.9 W W24X117 117 34.4 24.3 0 0 12.8 W W24X104 104 30.6 24.1 0 0 12.8 W W24X103 103 30.3 24.5 0 0 9 W W24X94 94 27.7 24.3 0 0 9.07 W W24X84 84 24.7 24.1 0 0 9.02 W W24X76 76 22.4 23.9 0 0 8.99 W W24X68 68 20.1 23.7 0 0 8.97 W W24X62 62 18.3 23.7 0 0 7.04 W W24X55 55 16.3 23.6 0 0 7.01 W W21X201 201 59.2 23 0 0 12.6 W W21X182 182 53.6 22.7 0 0 12.5 W W21X166 166 48.8 22.5 0 0 12.4 W W21X147 147 43.2 22.1 0 0 12.5 W W21X132 132 38.8 21.8 0 0 12.4 W W21X122 122 35.9 21.7 0 0 12.4 W W21X111 111 32.7 21.5 0 0 12.3 W W21X101 101 29.8 21.4 0 0 12.3 W W21X93 93 27.3 21.6 0 0 8.42

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W W21X83 83 24.3 21.4 0 0 8.36 W W21X73 73 21.5 21.2 0 0 8.3 W W21X68 68 20 21.1 0 0 8.27 W W21X62 62 18.3 21 0 0 8.24 W W21X55 55 16.2 20.8 0 0 8.22 W W21X48 48 14.1 20.6 0 0 8.14 W W21X57 57 16.7 21.1 0 0 6.56 W W21X50 50 14.7 20.8 0 0 6.53 W W21X44 44 13 20.7 0 0 6.5 W W18X175 175 51.3 20 0 0 11.4 W W18X158 158 46.3 19.7 0 0 11.3 W W18X143 143 42.1 19.5 0 0 11.2 W W18X130 130 38.2 19.3 0 0 11.2 W W18X119 119 35.1 19 0 0 11.3 W W18X106 106 31.1 18.7 0 0 11.2 W W18X97 97 28.5 18.6 0 0 11.1 W W18X86 86 25.3 18.4 0 0 11.1 W W18X76 76 22.3 18.2 0 0 11 W W18X71 71 20.8 18.5 0 0 7.64 W W18X65 65 19.1 18.4 0 0 7.59 W W18X60 60 17.6 18.2 0 0 7.56 W W18X55 55 16.2 18.1 0 0 7.53 W W18X50 50 14.7 18 0 0 7.5 W W18X46 46 13.5 18.1 0 0 6.06 W W18X40 40 11.8 17.9 0 0 6.02 W W18X35 35 10.3 17.7 0 0 6 W W16X100 100 29.7 17 0 0 10.4 W W16X89 89 26.4 16.8 0 0 10.4 W W16X77 77 22.9 16.5 0 0 10.3 W W16X67 67 20 16.3 0 0 10.2 W W16X57 57 16.8 16.4 0 0 7.12 W W16X50 50 14.7 16.3 0 0 7.07 W W16X45 45 13.3 16.1 0 0 7.04 W W16X40 40 11.8 16 0 0 7 W W16X36 36 10.6 15.9 0 0 6.99 W W16X31 31 9.13 15.9 0 0 5.53 W W16X26 26 7.68 15.7 0 0 5.5 W W14X808 808 237 22.8 0 0 18.6 W W14X730 730 215 22.4 0 0 17.9 W W14X665 665 196 21.6 0 0 17.7 W W14X605 605 178 20.9 0 0 17.4 W W14X550 550 162 20.2 0 0 17.2 W W14X500 500 147 19.6 0 0 17 W W14X455 455 134 19 0 0 16.8 W W14X426 426 125 18.7 0 0 16.7 W W14X398 398 117 18.3 0 0 16.6 W W14X370 370 109 17.9 0 0 16.5 W W14X342 342 101 17.5 0 0 16.4 W W14X311 311 91.4 17.1 0 0 16.2 W W14X283 283 83.3 16.7 0 0 16.1 W W14X257 257 75.6 16.4 0 0 16 W W14X233 233 68.5 16 0 0 15.9

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W W14X211 211 62 15.7 0 0 15.8 W W14X193 193 56.8 15.5 0 0 15.7 W W14X176 176 51.8 15.2 0 0 15.7 W W14X159 159 46.7 15 0 0 15.6 W W14X145 145 42.7 14.8 0 0 15.5 W W14X132 132 38.8 14.7 0 0 14.7 W W14X120 120 35.3 14.5 0 0 14.7 W W14X109 109 32 14.3 0 0 14.6 W W14X99 99 29.1 14.2 0 0 14.6 W W14X90 90 26.5 14 0 0 14.5 W W14X82 82 24 14.3 0 0 10.1 W W14X74 74 21.8 14.2 0 0 10.1 W W14X68 68 20 14 0 0 10 W W14X61 61 17.9 13.9 0 0 9.99 W W14X53 53 15.6 13.9 0 0 8.06 W W14X48 48 14.1 13.8 0 0 8.03 W W14X43 43 12.6 13.7 0 0 8 W W14X38 38 11.2 14.1 0 0 6.77 W W14X34 34 10 14 0 0 6.75 W W14X30 30 8.85 13.8 0 0 6.73 W W14X26 26 7.69 13.9 0 0 5.03 W W14X22 22 6.49 13.7 0 0 5 W W12X336 336 98.8 16.8 0 0 13.4 W W12X305 305 89.6 16.3 0 0 13.2 W W12X279 279 81.9 15.9 0 0 13.1 W W12X252 252 74 15.4 0 0 13 W W12X230 230 67.7 15.1 0 0 12.9 W W12X210 210 61.8 14.7 0 0 12.8 W W12X190 190 55.8 14.4 0 0 12.7 W W12X170 170 50 14 0 0 12.6 W W12X152 152 44.7 13.7 0 0 12.5 W W12X136 136 39.9 13.4 0 0 12.4 W W12X120 120 35.3 13.1 0 0 12.3 W W12X106 106 31.2 12.9 0 0 12.2 W W12X96 96 28.2 12.7 0 0 12.2 W W12X87 87 25.6 12.5 0 0 12.1 W W12X79 79 23.2 12.4 0 0 12.1 W W12X72 72 21.1 12.3 0 0 12 W W12X65 65 19.1 12.1 0 0 12 W W12X58 58 17 12.2 0 0 10 W W12X53 53 15.6 12.1 0 0 9.99 W W12X50 50 14.6 12.2 0 0 8.08 W W12X45 45 13.1 12.1 0 0 8.05 W W12X40 40 11.7 11.9 0 0 8.01 W W12X35 35 10.3 12.5 0 0 6.56 W W12X30 30 8.79 12.3 0 0 6.52 W W12X26 26 7.65 12.2 0 0 6.49 W W12X22 22 6.48 12.3 0 0 4.03 W W12X19 19 5.57 12.2 0 0 4.01 W W12X16 16 4.71 12 0 0 3.99 W W12X14 14 4.16 11.9 0 0 3.97 W W10X112 112 32.9 11.4 0 0 10.4