Clipconn Bolt Weld 13

"CLIPCONN-BOLT-WELD-13" --- BEAM END CONNECTION USING CLIP ANGLES

Program Description:

"CLIPCONN-BOLT-WELD-13" is a spreadsheet program written in MS-Excel for the purpose of analysis of

steel beam end connections using double clip angles either welded or bolted to the beam web, and either bolted

or welded to either the column flange, column web, or girder web. The connections may be subjected to end

shear reaction and/or axial load. Specifically, all applicable "limit states" for the end connection analysis

pertaining to the clip angles, bolts, beam web, column flange or web, and girder web are checked.

This program is a workbook consisting of eight (8) worksheets, described as follows:

Worksheet Name DescriptionDoc This documentation sheet

Bolted-Welded Clips(Col Flg) Clip angles bolted to beam web and welded to column flange

Bolted-Welded Clips(Col Web) Clip angles bolted to beam web and welded to column web

Bolted-Welded Clips(Girder) Clip angles bolted to beam web and welded to girder web

Welded-Bolted Clips(Col Flg) Clip angles welded to beam web and bolted to column flange

Welded-Bolted Clips(Col Web) Clip angles welded to beam web and bolted to column web

Welded-Bolted Clips(Girder) Clip angles welded to beam web and bolted to girder web

Uncoped Beam Table End shear reaction capacities for uncoped beams using clip angles

Program Assumptions and Limitations:

1. This program follows the procedures and guidelines of the AISC 13th Edition Allowable Stress (ASD) Manual

(2005).

2. This program uses the database of member dimensions and section properties from the "AISC Shapes

Database", Version 13.0 (2005) as well as the AISC 13th Edition (ASD) Manual (2005).

3. This program assumes that the tension capacity for any "limit state" is reduced by the presence of shear.

For allowable bolt tension in the presence of shear, the "interaction" (combined stresses) is handled directly

by the AISC Code equations. For other "limit states" in combined stresses such as bolt bearing, gross and

net shear and tension, and block shear and tension tearout, the effect of "interaction" is handled by use of

the formula, P/Ra+(R/Rv)^2=1, as suggested from the following reference:

"Combined Shear and Tension Stress" - by Subhash C. Goel, AISC Journal, 3rd Qtr.-1986.

Thus, the reduction factor applied to the tension "limit state" capacity is = (1-R/Rv)^2.

where: R = actual shear end reaction

Rv = allowable shear capacity for the particular "limit state" considered

4. This program follows the procedure for "yield line" theory for the flexural analysis of either a column web or

a girder web subjected to an axial load, as outlined in "Connections" by Larry S. Muir and William A. Thornton

and published by Cives Steel Company.

(Note: This booklet is a reprint of Chapter 3, from the "Structural Steel Designer's Handbook, 4 th Edition.)

5. This program contains numerous “comment boxes” which contain a wide variety of information including

explanations of input or output items, equations used, data tables, etc. (Note: presence of a “comment box”

is denoted by a “red triangle” in the upper right-hand corner of a cell. Merely move the mouse pointer to the

desired cell to view the contents of that particular "comment box".)

"CLIPCONN-BOLT-WELD-13.xls" ProgramCreated By: Joel Berg, P.E.

Based on a Program By: Alex Tomanovich, P.E.Version 1.4

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file:///var/www/apps/conversion/tmp/scratch_6/258321282.xls258321282.xls

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AISC BEAM END CONNECTION (ASD)Using Clip Angles Field Bolted to Beam Web and Field Welded to Column Flange

Subjected to Shear and/or Axial LoadProject Name: Client: ###

Project No.: Prep. By: Date: ######

Input Data: ######

Beam and Support Data: tf=0.71 ###Beam Size = w16x26 d=14 ###

Column Size = w14x90 ###Beam Yield Stress, Fyb = 50 ksi ###

Column Yield Stress, Fyc = 50 ksi Face of Col. Flange ### ta=0.375 ###

Connection Loadings: ED=1.25 D2 =2.25 ###Beam End Reaction (Shear), R = 40.00 kips D1=3

Beam Axial Force, P = 0.00 kips Nr=4 S ###S P=0 k

Connection Data and Parameters: R= 40 k ###Angle Leg (OSL) at Column, Lc = 4 in. Lc=4 ###

Angle Leg at Beam Web, Lb = 3 1/ 2 in. s=0.5 ###Angle Leg Thickness, ta = 3/ 8 in. Lb=3.5 ###

Yield Stress of Angles, Fya = 36 ksi A325 5/16 in. General Nomenclature

Diameter of Bolts, db = 7/ 8 in. NASTM Bolt Desig. (A325 or A490) = A325 tw=0.25 c=0 X

Bolt Type (N, X, or SC) = N tf=0.345 dc1=0Faying Surface Class = N.A. N.A.

Bolt Hole Type in Clip Angles = Standard Class ANumber of Bolts in Vert. Row, Nr = 4 d=15.7 Class B

3.0000 in. StandardBolt Vertical Spacing in Angles, S = 3.0000 in. Oversized

Edge Distance for Angles, ED = 1.2500 in. bf=5.5 dc2=02.2500 in. c=0 ###

Beam Setback Distance, s = 0.5000 in. Beam and Cope NomenclatureLength of Flange Cope(s), c = 0.0000 in. ###

Depth of Top Flange Cope, dc1 = 0.0000 in. Max. Shear Capacity of Connection: ###Depth of Bottom Flange Cope, dc2 = 0.0000 in. R(max) = 66.60 kips ###

Col. Web Doubler Plate Thk., td = 0.0000 in. R = 40.00 kips ###Doubler Plate Yield Stress, Fyd = 36 in. S.R. = 0.60 S.R. <= 1.0, O.K.

###Member Properties: ###

Beam: Column: ###A = 7.68 A = 26.50 in.^2 ###d = 15.700 d = 14.000 in. ###

tw = 0.250 tw = 0.440 in. ###bf = 5.500 bf = 14.500 in. ###tf = 0.345 tf = 0.710 in. ###k = 0.747 k = 1.310 in. ###

(continued)

Fillet Weld Size, =

Dist. from Top/Beam to Bolts, D1 =

Dist. from Support to Bolts, D2 =



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###Results: ###General Parameters: Yes Bolt and Material Data: No

dh1 = 15/16 in. dh1 = Nominal hole dimensions from Table J3.3 (in angles) Atg =dh2 = 15/16 in. dh2 = Nominal hole dimensions from Table J3.3 (in beam web) Rtg =Ab = 0.6013 in.^2 Net Tension Capacity of (2) Clip Angles at Beam Web:

Fua = 58.0 ksi Fua = 58 for Fya = 36 (for angles) Atn =Fub = 65.0 ksi Fub = 65 for Fyb = 50 (for beam) Rtn =Fuc = 65.0 ksi Fuc = 65 for Fyc = 50 (for column) Block Shear ("L-shaped") Capacity of (2) Clip Angles at Beam Web:

Anv =Clip Angles to Support: Agv = Weld Tension and Shear: (Note: eccentricity between C.L.'s of beam and connection is included)Ant =

L = 11.5 in. L = (Nr-1)*S + 2*ED (overall clip angle length) Rbs =0.000 kips Tension Tear-Out ("L-shaped") Capacity of (2) Clip Angles at Beam Web:

Rwr = 66.60 kips/bolt Anv =Rwv = 66.60 kips Rwv >= R, O.K. Rwa = 0.00 kips

Rto = Clip Angle Bending (from axial load): Tension Tear-Out ("U-shaped") Capacity of (2) Clip Angles at Beam Web:

fb = 0.00 ksi fb = (P*(2*Lc+tw)/4) / (L*ta^2 / 6) Anv =Fb = 32.34 ksi Fb = (1.5/1.67)*Fya

Ant =Clip Angles to Beam Web: Rto = Bolt Shear (Double-Shear): (Note: eccentricity = D2 is neglected per AISC Manual pg. 10-8) Beam Checks for Uncoped Flanges:

Nb = 4 bolts Nb = Nr (total number of bolts at beam connection) Bolt Bearing Capacity of Beam Web (for Vertical):Pr = 40.00 kips Pr = SQRT(R^2+P^2) (resultant load) C2 =

0.00 deg. Lce =vb = 10.00 kips/bolt vb = Pr/Nb (actual shear/bolt) Lcs =

N.A. Rpe =Tb = N.A. kips Rps =Fv = 24.00 ksi Fv = Allow. shear stress from AISC Table 7-1, page 7-22 (for N bolts)Rpv =Vb = 28.86 kips/bolt Vb = 2*Fv*Ab (2 for Double Shear) Bolt Bearing Capacity of Beam Web (for Axial):

Rbr = 115.45 kips Rbr = Nb*Vb (allow. end shear) C2 =Rbv = 115.45 kips Rbv >= R, O.K. Rba = 0.00 kips

Rpe = Bolt Bearing Capacity of (2) Clip Angles at Beam Web (for Vertical): Rps =

C2 = N.A. in. Rpa =Lce = 0.781 in. Lce = Clear distance between edge bolt hole and edge Shear Yielding Capacity of Beam Web:Lcs = 2.063 in. Lcs = Clear distance between bolt holes ho =

Rpe = 10.20 kips Rpe = (1/2)*min{ (1.2*Lce*ta*Fua), (2.4*db*ta*Fua) } Avg =Rps = 22.84 kips Rps = (1/2)*min{ (1.2*Lcs*ta*Fua), (2.4*db*ta*Fua) } h/tw =Rpv = 157.42 kips Rpv = 2*{ Rpe+(Nr-1)*Rps } Rpv >= R, O.K.

Cv = Bolt Bearing Capacity of (2) Clip Angles at Beam Web (for Axial): Rvg =

C2 = N.A. in. Shear Rupture Capacity of Beam Web:Lce = 0.781 in. Lce = Clear distance between edge bolt hole and edge Avn =Lcs = N.A. in. Lcs = not applicable since all are edge bolts for bearing due to axial loadRvn =

Rpe = 10.20 kips Rpe = (1/2)*min{ (1.2*Lce*ta*Fua), (2.4*db*ta*Fua) } Gross Tension Capacity of Beam:Rps = N.A. kips Rps = not applicable, since all are edge bolts for bearing due to axial load Atg =Rpa = 76.30 kips Rpa = 2*Nr*Rpe*(1-(R/Rpa)^2)

Ab = *db^2/4

= = 90-(ATAN(R/P)) (angle from vertical)Rwr = (2*0.928*16**L) / sqrt{ 1+(12.96*Lc^2 / L^2) } (allowable weld strength)Rwv = Rwr*COS (vertical)Rwa = Rwr*SIN (axial)

= = 90-(ATAN(R/P)) (angle from vertical)

=

Rbv = Rbr*COS (vertical)Rba = Rbr*SIN (axial)



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(continued)



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Atn =Clip Angles to Beam Web (continued): Rtn =

Block Shear ("L-shaped") Capacity of Beam Web: Shear Yielding Capacity of (2) Clip Angles at Beam Web: Anv =

Avg = 8.625 in.^2 Avg = 2*((Nr-1)*S+(2*ED))*ta Agv =Rvg = 124.20 kips Rvg = (1/1.5)*0.60*Fya*Avg Rvg >= R, O.K.

Ubs = Shear Rupture Capacity of (2) Clip Angles at Beam Web: Rbs =

Avn = 5.625 in.^2 Avn = Avg-2*(Nr*(dh1+1/16)*ta) Tension Tear-Out ("L-shaped") Capacity of Beam Web:Rvn = 97.88 kips Rvn = (1/2)*0.60*Fua*Avn Rvn >= R, O.K.

Agv = Gross Tension Capacity of (2) Clip Angles at Beam Web: Ant =

Atg = 8.625 in.^2 Atg = 2*((Nr-1)*S+(2*ED))*ta Rto =Rtg = 166.98 kips Rtg = (0.60*Fya*Atg)*(1-(R/Rvg)^2)

(Ref.: "Combined Shear & Tension Stress" by: S.C. Goel, AISC Journal, 3rd Qtr.-1986)Anv = Net Tension Capacity of (2) Clip Angles at Beam Web: Agv =

Atn = 5.625 in.^2 Atn = Atg-2*(Nb*(dh1+1/16))*ta Ant =Rtn = 135.88 kips Rtn = (0.50*Fua*Atn)*(1-(R/Rvn)^2) <= (0.60*Fya*Atg)*(1-(R/Rvn)^2)Rto =

Block Shear ("L-shaped") Capacity of (2) Clip Angles at Beam Web: Web Buckling (Flexural Local Buckling) Capacity for Uncoped Flanges:Anv = 5.063 in.^2 Anv = 2* { (ED+(Nr-1)*S)-[(Nr-1)*(dh1+1/16)+(dh1+1/16)/2] }*ta Beam Checks for Top Flange Coped Only:Agv = 7.688 in.^2 Agv = 2*(ED+(Nr-1)*S))*ta Bolt Bearing Capacity of Beam Web (for Vertical):Ant = 0.563 in.^2 Ant = 2*(ED-((dh1+1/16)/2))*ta C2 =

Rbs = 99.34 kips Rbs = min(0.30*Fua*Anv+0.50*Fua*Ant, 0.30*Fya*Agv+0.50*Fua*Ant)Lce =Rbs >= R, O.K.

Rpe = Tension Tear-Out ("L-shaped") Capacity of (2) Clip Angles at Beam Web: Rps =

Anv = 0.563 in.^2 Anv = 2*(ED-((dh1+1/16)/2))*ta Rpv =Agv = 0.938 in.^2 Agv = 2*ED2*ta Bolt Bearing Capacity of Beam Web (for Axial):

At = 5.063 in.^2 Ant = ((ED1+(Nr-1)*S)-((Nr-1)*(dh1+1/16)+(dh1+1/16)/2))*ta C2 =Rto = 131.21 kips Rto = {min(0.30*Fua*Anv+0.50*Fua*Ant, 0.30*Fya*Agv+0.50*Fua*Ant)}*(1-(R/Rbs)^2)Lce =

Rpe = Tension Tear-Out ("U-shaped") Capacity of (2) Clip Angles at Beam Web: Rps =

Anv = 1.125 in.^2 Anv = 2*(2*((Lb-D2)-(dh1+1/16)/2))*ta Rpa =Agv = 1.875 in.^3 Agv = 2*(2*(Lb-D2))*ta Shear Yielding Capacity of Beam Web for Top Flange Coped:

At = 4.500 in.^2 Ant = 2*((Nr-1)*S-(Nr-1)*(dh1+1/16))*ta ho =Rto = 150.08 kips Rto = min(0.30*Fua*Anv+0.50*Fua*Ant, 0.30*Fya*Agv+0.50*Fua*Ant)Avg =

Beam Checks for Uncoped Flanges: kv =Cv =

Bolt Bearing Capacity of Beam Web (for Vertical): Rvg =Lce = 2.531 in. Lce = Clear distance between edge bolt hole and edge Shear Rupture Capacity of Beam Web for Top Flange Coped:Lcs = 2.063 in. Lcs = Clear distance between bolt holes Avn =

Rpe = 17.06 kips Rpe = (1/2)*min{ (1.2*Lce*tw*Fub), (2.4*db*tw*Fub) } Rvn =Rps = 17.06 kips Rps = (1/2)*min{ (1.2*Lcs*tw*Fub), (2.4*db*tw*Fub) } Gross Tension Capacity of Beam for Top Flange Coped:Rpv = 68.25 kips Rpv = Rpe+(Nr-1)*Rps Rpv >= R, O.K.

Rtg = Net Tension Capacity of Beam for Top Flange Coped:

(continued)



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Rtn =Beam Checks for Uncoped Flanges (continued): Block Shear ("L-shaped") Capacity of Beam Web for Top Flange Coped:

Anv = Bolt Bearing Capacity of Beam Web (for Axial): Agv =

Lce = 1.281 in. Lce = Clear distance between edge bolt hole and edge Ant =Lcs = N.A. in. Lcs = not applicable since all are edge bolts for bearing due to axial loadW18X50

Rpe = 12.49 kips Rpe = (1/2)*min{ (1.2*Lce*tw*Fub), (2.4*db*tw*Fub) } Rbs =Rps = N.A. kips Rps = not applicable, since all are edge bolts for bearing due to axial load Tension Tear-Out ("L-shaped") Capacity of Beam Web for Top Flange Coped:Rpa = 49.97 kips Rpa = Nb*Rpe

Agv = Shear Yielding Capacity of Beam Web: Ant =

ho = N.A. in. ho = not applicable for uncoped beam Rto =Avg = 3.925 in.^2 Avg = d*tw Tension Tear-Out ("U-shaped") Capacity of Beam Web for Top Flange Coped:Rvg = 78.50 kips Rvg = (1/1.5)*0.60*Fyb*Cv*Avg Rvg >= R, O.K.

Agv = Shear Rupture Capacity of Beam Web: Ant =

Avn = N.A. in.^2 Avn = not applicable for uncoped beam Rto =Rvn = N.A. kips Rvn = not applicable for uncoped beam

ho = Gross Tension Capacity of Beam: e =

Atg = 7.680 in.^2 Atg = A yc =Rtg = 170.58 kips Rtg = (0.60*Fyb*Atg)*(1-(R/Rvg)^2)

(Ref.: "Combined Shear & Tension Stress" by: S.C. Goel, AISC Journal, 3rd Qtr.-1986) Sn = Net Tension Capacity of Beam: Fbc =

Atn = 6.680 in.^2 Atn = Atg-(Nr*(dh2+1/16))*tw Rwb =Rtn = 217.10 kips Rtn = (0.50*Fub*Atn) <= (0.60*Fyb*Atg) Web Buckling (Flexural Local Buckling) Capacity for Top Flange Coped:

Block Shear ("L-shaped") Capacity of Beam Web: f =D3 = N.A. in. c/ho =

Anv = N.A. in.^2 Anv = not applicable for uncoped beam k =Fbc =

Agv = N.A. in.^2 Agv = not applicable for uncoped beam Rwb =Ant = N.A. Ant = not applicable for uncoped beam W14X257

Rbs = N.A. kips Rbs = not applicable for uncoped beam Beam Checks for Both Flanges Coped:

C2 = Tension Tear-Out ("L-shaped") Capacity of Beam Web: Lce =

Anv = N.A. in.^2 Anv = not applicable for uncoped beam Lcs =Agv = 0.750 in.^2 Agv = not applicable for uncoped beam Rpe =Ant = N.A. in.^2 Ant = not applicable for uncoped beam Rps =

Rpv =Rto = N.A. kips Rto = not applicable for uncoped beam Bolt Bearing Capacity of Beam Web (for Axial):

Tension Tear-Out ("U-shaped") Capacity of Beam Web: Lce =Anv = 0.500 in.^2 Anv = 2*{(D2-s-1/4)-[0.5*(dh2+1/16)]}*tw, assuming -1/4" for underrun in beam length Lcs =Agv = 0.750 in.^3 Agv = 2*{(D2-s-1/4)}*tw, assuming -1/4" for underrun in beam length Rpe =Ant = 1.500 in.^2 Ant = ((Nr-1)*S-(Nr-1)*(dh2+1/16))*tw Rps =Rto = 58.50 kips Rto = min(0.30*Fub*Anv+0.50*Fub*Ant, 0.30*Fyb*Agv+0.50*Fub*Ant)Rpa =

(continued)



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Avg =Beam Checks for Uncoped Flanges (continued): h/tw =

kv = Web Buckling (Flexural Rupture) Capacity for Uncoped Flanges: Cv =

ho = N.A. in. ho = not applicable for uncoped beam Rvg =e = N.A. in. e = not applicable for uncoped beam Shear Rupture Capacity of Beam Web for Both Flanges Coped:

yc = N.A. in. yc = not applicable for uncoped beam Avn =In = N.A. in.^4 In = not applicable for uncoped beam Rvn =

Sn = N.A. in.^3 Sn = not applicable for uncoped beam Gross Tension Capacity of Beam for Both Flanges Coped:Fbc = N.A. ksi Fbc = not applicable for uncoped beam Atg =

Rwb = N.A. kips Rwb = not applicable for uncoped beam Net Tension Capacity of Beam for Both Flanges Coped:

Web Buckling (Flexural Local Buckling) Capacity for Uncoped Flanges: Atn =c/d = N.A. c/d = not applicable for uncoped beam Rtn =

f = N.A. f = not applicable for uncoped beam Block Shear ("L-shaped") Capacity of Beam Web for Both Flanges Coped:c/ho = N.A. c/ho = not applicable for uncoped beam D3=

k = N.A. k = not applicable for uncoped beam Anv =N.A. fd = not applicable for uncoped beam ((D3-dc2)+(Nr-1)*S-((Nr-1)*(dh2+1/16)+(dh2+1/16)/2))}N.A. lambda = not applicable for uncoped beam Agv =N.A. Q = not applicable for uncoped beam Ant =

Fbc = N.A. ksi Fbc = not applicable for uncoped beam W12X79

Rwb = N.A. kips Rwb = not applicable for uncoped beam Tension Tear-Out ("L-shaped") Capacity of Beam Web for Both Flanges Coped:

Column Checks: Anv =Agv =

Minimum Flange Thickness: Ant =0.000 deg. ((D3-dc2)+(Nb-1)*S-((Nb-1)*(dh2+1/16)+(dh2+1/16)/2)) }

Rwr = 66.60 kips Rto =tmin = 0.238 in. Tension Tear-Out ("U-shaped") Capacity of Beam Web for Both Flanges Coped:

tmin > tfc? = No Is tmin > tfc? If so, Rwr' = Rwr* tfc / tmin. If not, Rwr' = Rwr Anv =Rwr' = 66.60 kips Rwr' = Rwr, tmin < tfc, no reduction in strength is needed Agv =Rwv = 66.60 kips Rwv >= R, O.K. Rwa = 0.00 kips

Web Buckling (Flexural Rupture) Capacity for Both Flanges Coped: Column Web Yielding: (Criteria is assumed for beam near column end per AISC Eqn. J10-3) ho =

twc = N.A. in. twc = tw e =N = N.A. in. Assume: N = (Nr-1)*S yc =

Rwy = N.A. ksi Rwy = (1/1.5)*Fyc*twc*(N+2.5*kc)Sn =

Column Web Crippling: (Criteria is for beam near column end per AISC Eqn. J10-5a) Fbc =twc = N.A. in. twc = tw Rwb =

N = N.A. in. Assume: N = (Nr-1)*S Web Buckling (Flexural Local Buckling) Capacity for Both Flanges Coped:Rwc = N.A. kips Rwc = (1/2.0)*0.4*twc^2*(1+3*(N/d)*(twc/tfc)^1.5)*SQRT(E*Fyc*tfc/twc)

Web Doubler Plate to Column Flange Welding:Ldw = N.A. in. Ldw = 2*((Nr-1)*S+2*ED)

fw = N.A. kips/in. fw = P/Ldw Rwb =N.A. in. (size) Column Checks:N.A. in. (size) 0.40*Fyd*td/((SQRT(2)/2)*0.30*70) Minimum Flange Thickness:

fd =lambda=

Q =

= = 90-(ATAN(R/P)) (angle from vertical)Rwr = (2*0.928*16**L) / sqrt{ 1+(12.96*Lc^2 / L^2) } (allowable weld strength)tmin = 3.09*16* / Fuc

Rwv = Rwr' * COS (vertical)Rwa = Rwr' * SIN (axial)

fd =

Q =Fbc =

= = fw/((SQRT(2)/2)*0.30*70) (max) = (max) =



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AISC BEAM END CONNECTION (ASD)Using Clip Angles Field Bolted to Beam Web and Field Welded to Column Web



Input Data: ######

Beam and Column Data: tw=0.44Beam Size = w16x26 bf=14.5


Column Yield Stress, Fyc = 50 ksi Face of Col. Web ### ta=0.375 ###

Connection Loadings: ED=1.25 D2 =2.25 ###Beam End Reaction (Shear), R = 40.00 kips D1=3









Edge Distance for Angles, ED = 1.2500 in. bf=5.5 dc2=02.2500 in. c=0 ###



Col. Web Doubler Plate Thk., td = 0.0000 in. R = 40.00 kips ###Doubler Plate Yield Stress, Fyd = 36 in. S.R. = 0.60 S.R. <= 1.0, O.K.Check Col. Web Bending/Shear? No ###

Member Properties: ###Beam: Column: ###

A = 7.68 A = 26.50 in.^2 ###d = 15.700 d = 14.000 in. ###


(continued)

Fillet Weld Size, =





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Fua = 58.0 ksi Fua = 58 for Fya = 36 (for angles) Atn =Fub = 65.0 ksi Fub = 65 for Fyb = 50 (for beam) Rtn =Fuc = 65.0 ksi Fuc = 65 for Fyc = 50 (for column) Block Shear ("L-shaped") Capacity of (2) Clip Angles at Beam Web:



Rwr = 66.60 kips Anv =Rwv = 66.60 kips Rwv >= R, O.K. Rwa = 0.00 kips









C2 = N.A. in. Rpa =Lce = 0.781 in. Lce = Clear distance between edge bolt hole and edge Shear Yielding Capacity of Beam Web:Lcs = 2.063 in. Lcs = Clear distance between bolt holes ho =

Rpe = 10.20 kips Rpe = (1/2)*min{ (1.2*Lce*ta*Fua), (2.4*db*ta*Fua) } Avg =Rps = 22.84 kips Rps = (1/2)*min{ (1.2*Lcs*ta*Fua), (2.4*db*ta*Fua) } h/tw =Rpv = 157.42 kips Rpv = 2*{ Rpe+(Nr-1)*Rps } Rpv >= R, O.K.


C2 = N.A. in. Shear Rupture Capacity of Beam Web:Lce = 0.781 in. Lce = Clear distance between edge bolt hole and edge Avn =Lcs = N.A. in. Lcs = not applicable since all are edge bolts for bearing due to axial loadRvn =

Rpe = 10.20 kips Rpe = (1/2)*min{ (1.2*Lce*ta*Fua), (2.4*db*ta*Fua) } Gross Tension Capacity of Beam:Rps = N.A. kips Rps = not applicable, since all are edge bolts for bearing due to axial load Atg =Rpa = 76.30 kips Rpa = 2*Nr*Rpe*(1-(R/Rpa)^2)

(continued)

Ab = *db^2/4



=




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At = 5.063 in.^2 Ant = ((ED1+(Nr-1)*S)-((Nr-1)*(dh1+1/16)+(dh1+1/16)/2))*ta C2 =Rto = 131.21 kips Rto = {min(0.30*Fua*Anv+0.50*Fua*Ant, 0.30*Fya*Agv+0.50*Fua*Ant)}*(1-(R/Rbs)^2) Lce =


Anv = 1.125 in.^2 Anv = 2*(2*((Lb-D2)-(dh1+1/16)/2))*ta Rpa =Agv = 1.875 in.^3 Agv = 2*(2*(Lb-D2))*ta Shear Yielding Capacity of Beam Web for Top Flange Coped:



Bolt Bearing Capacity of Beam Web (for Vertical): Rvg =Lce = 2.531 in. Lce = Clear distance between edge bolt hole and edge Shear Rupture Capacity of Beam Web for Top Flange Coped:Lcs = 2.063 in. Lcs = Clear distance between bolt holes Avn =

Rpe = 17.06 kips Rpe = (1/2)*min{ (1.2*Lce*tw*Fub), (2.4*db*tw*Fub) } Rvn =Rps = 17.06 kips Rps = (1/2)*min{ (1.2*Lcs*tw*Fub), (2.4*db*tw*Fub) } Gross Tension Capacity of Beam for Top Flange Coped:Rpv = 68.25 kips Rpv = Rpe+(Nr-1)*Rps Rpv >= R, O.K.


(continued)



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(continued)



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Avg =Beam Checks for Uncoped Flanges (continued): h/tw = Web Buckling (Flexural Rupture) Capacity for Uncoped Flanges: kv =

ho = N.A. in. ho = not applicable for uncoped beam Cv =e = N.A. in. e = not applicable for uncoped beam Rvg =

yc = N.A. in. yc = not applicable for uncoped beam Shear Rupture Capacity of Beam Web for Both Flanges Coped:In = N.A. in.^4 In = not applicable for uncoped beam Avn =

Sn = N.A. in.^3 Sn = not applicable for uncoped beam Rvn =Fbc = N.A. ksi Fbc = not applicable for uncoped beam Gross Tension Capacity of Beam for Both Flanges Coped:

Rwb = N.A. kips Rwb = not applicable for uncoped beamRtg =

Web Buckling (Flexural Local Buckling) Capacity for Uncoped Flanges: Net Tension Capacity of Beam for Both Flanges Coped:c/d = N.A. c/d = not applicable for uncoped beam Atn =

f = N.A. f = not applicable for uncoped beam Rtn =c/ho = N.A. c/ho = not applicable for uncoped beam Block Shear ("L-shaped") Capacity of Beam Web for Both Flanges Coped:

k = N.A. k = not applicable for uncoped beam D3=N.A. fd = not applicable for uncoped beam Anv =N.A. lambda = not applicable for uncoped beam ((D3-dc2)+(Nr-1)*S-((Nr-1)*(dh2+1/16)+(dh2+1/16)/2))}N.A. Q = not applicable for uncoped beam Agv =

Fbc = N.A. ksi Fbc = not applicable for uncoped beam Ant =Rwb = N.A. kips Rwb = not applicable for uncoped beam

Rbs =Column Checks: Tension Tear-Out ("L-shaped") Capacity of Beam Web for Both Flanges Coped: Minimum Web Thickness: Anv =

0.000 deg. Agv =Rwr = 66.60 kips Ant =tmin = 0.238 in. ((D3-dc2)+(Nb-1)*S-((Nb-1)*(dh2+1/16)+(dh2+1/16)/2)) }

tmin > twc? = No Is tmin > twc? If so, Rwr' = Rwr* twc / tmin. If not, Rwr' = Rwr Rto =Rwr' = 66.60 kips Rwr' = Rwr, tmin < twc, no reduction in strength is needed Tension Tear-Out ("U-shaped") Capacity of Beam Web for Both Flanges Coped:Rwv = 66.60 kips Rwv >= R, O.K. Rwa = 0.00 kips

Ant = Column Web Bending: (assume LRFD "yield line" theory and convert results back to ASD) Rto =

twc = N.A. in. twc = tw+td*(Fyd/Fyc) Web Buckling (Flexural Rupture) Capacity for Both Flanges Coped:mp = N.A. kips mp = 0.25*Fyc*twc^2 ho =Tc = N.A. in. Tc = dc-2*kc e =a = N.A. in. a = (Tc-c)/2 yc =b = N.A. in. b = a = (Tc-c)/2 In =c = N.A. in. c = g (assume 5.5" and use theory from bolted connections) Sn =L = N.A. in. L = (Nr-1)*S Fbc =

N.A. Rwb =N.A. kips Web Buckling (Flexural Local Buckling) Capacity for Both Flanges Coped:

Pa = N.A. kips

Column Web Out of Plane Shear:twc = N.A. in. twc = tw+td*(Fyd/Fyc) Rwb =

fv = N.A. ksi fv = (P/(2*Nr))/(twc*(S-dhc)) Column Checks:Fv = N.A. ksi Fv = (1/1.5)*0.6*Fyc

Web Doubler Plate to Column Flange Welding: Rwr =Ldw = N.A. in. Ldw = 2*((Nr-1)*S+2*ED) tmin =

fw = N.A. kips/in. fw = P/Ldw tmin > twc? =N.A. in. (size) Rwr' =N.A. in. (size) 0.40*Fyd*td/((SQRT(2)/2)*0.30*70) Rwv =

fd =lambda=

Q =

= = 90-(ATAN(R/P)) (angle from vertical)Rwr = (2*0.928*16**L) / sqrt{ 1+(12.96*Lc^2 / L^2) } (allowable weld strength)tmin = 3.09*16* / Fuc


= = 0.90Pn = Pn = *8*mp*(SQRT(2*Tc/(Tc-g))+L/(2*(Tc-g)))

Pa = Pn/1.5 (converting LRFD value back to ASD value) fd =

Q =Fbc =

=

= = fw/((SQRT(2)/2)*0.30*70) (max) = (max) =



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AISC BEAM END CONNECTION (ASD)Using Clip Angles Field Bolted to Beam Web and Field Welded to Girder Web



Input Data: ###Face of Girder Web ###

Beam and Support Data: ta=0.375 ###Beam Size = w16x26 ED=1.25 D2 =2.25 ###Girder Size = w14x90 D1=3

Beam Yield Stress, Fyb = 50 ksi Nr=4 S ###Girder Yield Stress, Fyg = 50 ksi S P=0 k

R= 40 k ###Connection Loadings: Lc=4 ###

Beam End Reaction (Shear), R = 40.00 kips s=0.5 ###Beam Axial Force, P = 0.00 kips Lb=3.5 ###

###Connection Data and Parameters: General Nomenclature

Angle Leg (OSL) at Girder, Lc = 4 in. ###Angle Leg at Beam Web, Lb = 3 1/ 2 in. tw=0.25 c=0 ###

Angle Leg Thickness, ta = 3/ 8 in. tf=0.345 dc1=0

Yield Stress of Angles, Fya = 36 ksi A325 5/16 in. A490

Diameter of Bolts, db = 7/ 8 in. d=15.7 NASTM Bolt Desig. (A325 or A490) = A325 X

Bolt Type (N, X, or SC) = N SCFaying Surface Class = N.A. bf=5.5 dc2=0

Bolt Hole Type in Clip Angles = Standard c=0 Class ANumber of Bolts in Vert. Row, Nr = 4 Class B

3.0000 in. Beam and Cope NomenclatureBolt Vertical Spacing in Angles, S = 3.0000 in. Oversized

Edge Distance for Angles, ED = 1.2500 in. ###2.2500 in. ###

Beam Setback Distance, s = 0.5000 in. ###Length of Flange Cope(s), c = 0.0000 in. ###

Depth of Top Flange Cope, dc1 = 0.0000 in. Max. Shear Capacity of Connection: ###Depth of Bottom Flange Cope, dc2 = 0.0000 in. R(max) = 66.60 kips ###Girder Web Doubler Plate Thk., td = 0.0000 in. R = 40.00 kips ###

Doubler Plate Yield Stress, Fyd = 36 in. S.R. = 0.60 S.R. <= 1.0, O.K.Check Girder Web Bending/Shear? No ###


A = 7.68 A = 26.50 in.^2 ###d = 15.700 d = 14.000 in. ###


(continued)

Fillet Weld Size, =





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Fua = 58.0 ksi Fua = 58 for Fya = 36 (for angles) Atn =Fub = 65.0 ksi Fub = 65 for Fyb = 50 (for beam) Rtn =Fyg = 65.0 ksi Fug = 65 for Fyg = 50 (for girder) Block Shear ("L-shaped") Capacity of (2) Clip Angles at Beam Web:



Rwr = 66.60 kips/bolt Anv =Rwv = 66.60 kips Rwv >= R, O.K. Rwa = 0.00 kips









C2 = N.A. in. Rpa =Lce = 0.781 in. Lce = Clear distance between edge bolt hole and edge Shear Yielding Capacity of Beam Web:Lcs = 2.063 in. Lcs = Clear distance between bolt holes ho =Rpe = 10.20 kips Rpe = (1/2)*min{ (1.2*Lce*ta*Fua), (2.4*db*ta*Fua) } Avg =Rps = 22.84 kips Rps = (1/2)*min{ (1.2*Lcs*ta*Fua), (2.4*db*ta*Fua) } h/tw =Rpv = 157.42 kips Rpv = 2*{ Rpe+(Nr-1)*Rps } Rpv >= R, O.K.


C2 = N.A. in. Shear Rupture Capacity of Beam Web:Lce = 0.781 in. Lce = Clear distance between edge bolt hole and edge Avn =Lcs = N.A. in. Lcs = not applicable since all are edge bolts for bearing due to axial loadRvn =Rpe = 10.20 kips Rpe = (1/2)*min{ (1.2*Lce*ta*Fua), (2.4*db*ta*Fua) } Gross Tension Capacity of Beam:Rps = N.A. kips Rps = not applicable, since all are edge bolts for bearing due to axial load Atg =Rpa = 76.30 kips Rpa = 2*Nr*Rpe*(1-(R/Rpa)^2)

(continued)

Ab = *db^2/4



=




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At = 5.063 in.^2 Ant = ((ED1+(Nr-1)*S)-((Nr-1)*(dh1+1/16)+(dh1+1/16)/2))*ta C2 =Rto = 131.21 kips Rto = {min(0.30*Fua*Anv+0.50*Fua*Ant, 0.30*Fya*Agv+0.50*Fua*Ant)}*(1-(R/Rbs)^2)Lce =


Anv = 1.125 in.^2 Anv = 2*(2*((Lb-D2)-dh1/2))*ta Rpa =Agv = 1.875 in.^3 Agv = 2*(2*(Lb-D2))*ta Shear Yielding Capacity of Beam Web for Top Flange Coped:



Bolt Bearing Capacity of Beam Web (for Vertical): Rvg =Lce = 2.531 in. Lce = Clear distance between edge bolt hole and edge Shear Rupture Capacity of Beam Web for Top Flange Coped:Lcs = 2.063 in. Lcs = Clear distance between bolt holes Avn =Rpe = 17.06 kips Rpe = (1/2)*min{ (1.2*Lce*tw*Fub), (2.4*db*tw*Fub) } Rvn =Rps = 17.06 kips Rps = (1/2)*min{ (1.2*Lcs*tw*Fub), (2.4*db*tw*Fub) } Gross Tension Capacity of Beam for Top Flange Coped:Rpv = 68.25 kips Rpv = Rpe+(Nr-1)*Rps Rpv >= R, O.K.


(continued)



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(continued)



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Avg =Beam Checks for Uncoped Flanges (continued): h/tw = Web Buckling (Flexural Rupture) Capacity for Uncoped Flanges: kv =

ho = N.A. in. ho = not applicable for uncoped beam Cv =e = N.A. in. e = not applicable for uncoped beam Rvg =

yc = N.A. in. yc = not applicable for uncoped beam Shear Rupture Capacity of Beam Web for Both Flanges Coped:In = N.A. in.^4 In = not applicable for uncoped beam Avn =

Sn = N.A. in.^3 Sn = not applicable for uncoped beam Rvn =Fbc = N.A. ksi Fbc = not applicable for uncoped beam Gross Tension Capacity of Beam for Both Flanges Coped:

Rwb = N.A. kips Rwb = not applicable for uncoped beamRtg =

Web Buckling (Flexural Local Buckling) Capacity for Uncoped Flanges: Net Tension Capacity of Beam for Both Flanges Coped:c/d = N.A. c/d = not applicable for uncoped beam Atn =

f = N.A. f = not applicable for uncoped beam Rtn =c/ho = N.A. c/ho = not applicable for uncoped beam Block Shear ("L-shaped") Capacity of Beam Web for Both Flanges Coped:

k = N.A. k = not applicable for uncoped beam D3=N.A. fd = not applicable for uncoped beam Anv =N.A. lambda = not applicable for uncoped beam ((D3-dc2)+(Nr-1)*S-((Nr-1)*(dh2+1/16)+(dh2+1/16)/2))}N.A. Q = not applicable for uncoped beam Agv =

Fbc = N.A. ksi Fbc = not applicable for uncoped beam Ant =Rwb = N.A. kips Rwb = not applicable for uncoped beam

Rbs =Column Checks: Tension Tear-Out ("L-shaped") Capacity of Beam Web for Both Flanges Coped: Minimum Web Thickness: Anv =

0.000 deg. Agv =Rwr = 66.60 kips Ant =tmin = 0.238 in. tmin = 3.09*16*w / Fug ((D3-dc2)+(Nb-1)*S-((Nb-1)*(dh2+1/16)+(dh2+1/16)/2)) }

tmin > tfg? = No Is tmin > twg? If so, Rwr' = Rwr* twg / tmin. If not, Rwr' = Rwr Rto =Rwr' = 66.60 kips Rwr' = Rwr, tmin < twg, no reduction in strength is needed Tension Tear-Out ("U-shaped") Capacity of Beam Web for Both Flanges Coped:Rwv = 66.60 kips Rwv >= R, O.K. Rwa = 0.00 kips

Ant = Girder Web Bending: (assume LRFD "yield line" theory and convert results back to ASD) Rto =

twg = N.A. in. twg = tw+td*(Fyd/Fyg) Web Buckling (Flexural Rupture) Capacity for Both Flanges Coped:mp = N.A. kips mp = 0.25*Fyg*twg^2 ho =Tc = N.A. in. Tg = dg-2*kg e =a = N.A. in. a = D1-kg yc =b = N.A. in. b = Tg-(a+c) In =c = N.A. in. c = (Nr-1)*S Sn =L = N.A. in. L = g (assume 5.5" and use theory from bolted connections) Fbc =

N.A. Rwb =N.A. kips Web Buckling (Flexural Local Buckling) Capacity for Both Flanges Coped:

Pa = N.A. kips

Girder Web Out of Plane Shear:twg = N.A. in. twg = tw+td*(Fyd/Fyg) Rwb =Rw = N.A. kips Girder Checks:

fv = N.A. ksi fv = Rw/(twg*(g-dh2)), assume g = 5.5" Minimum Web Thickness:Fv = N.A. ksi Fv = (1/1.5)*0.6*Fyg

Rwr = Web Doubler Plate to Girder Flange Welding: tmin =

Ldw = N.A. in. Ldw = 2*((Nr-1)*S+2*ED) tmin > twg? =fw = N.A. kips/in. fw = P/Ldw Rwr' =

N.A. in. (size) Rwv =N.A. in. (size) 0.40*Fyd*td/((SQRT(2)/2)*0.30*70) Rwa =

fd =lambda=

Q =

= = 90-(ATAN(R/P)) (angle from vertical)Rwr = (2*0.928*16**L) / sqrt{ 1+(12.96*Lc^2 / L^2) } (allowable weld strength)


= = 0.90Pn = Pn = *2*mp*(((2*SQRT(2*Tg*a*b/(a+b))+g/2)*(a+b))/(a*b))

Pa = Pn/1.5 (converting LRFD value back to ASD value) fd =

Q =Fbc =

= = fw/((SQRT(2)/2)*0.30*70) (max) = (max) =



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AISC BEAM END CONNECTION (ASD)Using Clip Angles Field Bolted to Column Flange and Shop Welded to Beam Web



Input Data: ######

Beam and Column Data: tf=0.71 ###Beam Size = w16x26 d=14 ###


Column Yield Stress, Fyc = 50 ksi Face of Col. Flange ###g=5.5 ta=0.375 ###

Connection Loadings: ED=1.25Beam End Reaction (Shear), R = 40.00 kips D1=3









Edge Distance for Angles, ED = 1.2500 in. bf=5.5 dc2=0Bolt Gage in Angle OSL's, g = 5.500 in. c=0 ###



Col. Web Doubler Plate Thk., td = 0.0000 in. R = 40.00 kips ###Doubler Plate Yield Stress, Fyd = 36 in. S.R. = 0.64 S.R. <= 1.0, O.K.

###Member Properties: ###

Beam: Column: ###A = 7.68 A = 26.50 in.^2 ###d = 15.700 d = 14.000 in. Yes

tw = 0.250 tw = 0.440 in. Nobf = 5.500 bf = 14.500 in.

tf = 0.345 tf = 0.710 in. Bolt Bearing Capacity of (2) Clip Angles at OSL's:k = 0.747 k = 1.310 in. C2 =

(continued)

Fillet Weld Size, =




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Results: Lcs =Rpe =

General Parameters: Rps = Bolt and Material Data: Rpv =

dh1 = 15/16 in. dh1 = Nominal hole dimensions from Table J3.3 (in angles) Shear Yielding Capacity of (2) Clip Angles at OSL's:dh2 = 15/16 in. dh2 = Nominal hole dimensions from Table J3.3 (in col. web) Avg =Ab = 0.6013 in.^2 Rvg =

Fua = 58.0 ksi Fua = 58 for Fya = 36 (for angles) Shear Rupture Capacity of (2) Clip Angles at OSL's:Fub = 65.0 ksi Fub = 65 for Fyb = 50 (for beam) Avn =Fuc = 65.0 ksi Fuc = 65 for Fyc = 50 (for column) Rvn =

Block Shear ("L-shaped") Capacity of (2) Clip Angles at OSL's:Clip Angles to Support: Anv = Bolt Tension and Shear: (Note: eccentricity between C.L.'s of beam and connection is ignored)Agv =

Nb = 6 bolts Nb = 2*Nr (total number of bolts at support connection) Ant =vb = 6.67 kips/bolt vb = R/Nb (actual shear/bolt) Rbs =fv = 11.09 ksi fv = vb/Ab (actual bolt shear stress) Clip Angles to Beam Web:

N.A. "C-shaped" Welding: (using AISC Table 8-8, pages 8-90 through 8-95)Tb = N.A. kips L =

Fnv = 48.00 ksi Fnv = Nominal shear stress for A325-N from AISC Table J3.2, page 16.1-104kL =Fnv' = 48.00 ksi Fnv' = Fnv (no reduction needed for comb. effects) x =

Fv = 24.00 ksi Fv = Fnv' / 2 (allowable bolt shear stress) aL =ks = N.A. ks = not applicable for N or X bolts a =Vb = 14.43 kips/bolt Vb = Ab*Fv (allowable shear/bolt) k =

Rbv = 86.59 kips Rbv = Nb*Vb (allow. shear load) Rbv >= R, O.K. T = 1.67 kips/bolt T = P/Nb (actual tension/bolt) C =ft = 2.77 ksi ft = T/Ab (actual bolt tension stress) Pr =

At = 0.4617 in.^2

Fnt = 90.00 ksi Fnt = Nominal tension stress for A325 bolts from AISC Table J3.2, page 16.1-104

Fnt' = 90.00 ksi Fnt' = Fnt (no reduction needed for comb. effectsFt = 45.00 ksi Ft = Fnt' / 2 (allowable bolt tension stress)B = 27.06 kips/bolt B = Ft*Ab (allow. tension load) Rwr =

Rba = 162.36 kips Rba = Nb*B (allow. tension load) Rba >= P, O.K. tmin > twg? =

Prying Action and Clip Angle Bending at OSL's: Rwr' =p = 2.7500 in. p = Min. of: S or S/2+ED (tributary angle length/bolt) Rwv =b = 2.4375 in. b = (g-tw-ta)/2 Rwa =b' = 2.0000 in. b' = b-db/2 ###

a = 1.3750 in. a = minimum of: (bfc-g)/2 , (2*Lc+twb-g)/2 , or 1.25*b W27X281

a' = 1.8125 in. a' = a+db/2 For a

1.1034 Row

d' = 0.9375 d' = dh1 ###

0.6591 W27X194

13.807 TABLE 8-8 Coefficients, "C" (AISC Manual - page 8-90), Angle = 0°

1.0000 k

ta(req'd) = 0.290 in. ta >= ta(req'd), O.K. tc = 1.503 in. tc = SQRT(6.66*B*b'/(p*Fua)) ###

10.8697 ###

Ra = 16.76 kips ###

Ra >= P, O.K. (continued)

Ab = *db^2/4

=

At = *(db - 0.9743/n)^2, where n is the numbers of threads per inch = (for Charts) =

(req'd) =(min) =

= = b'/a'

= = 1-d'/p = = (1/)*(B/T-1) ' = If >= 1: ' = 1, If < 1: ' = lesser of 1.0 or (1/)*(/(1-))

ta(req'd) = SQRT(6.66*T*b'/(p*Fua*(1+*')))

' = ' = 1/(*(1+))*((tc/ta)^2-1)If ' >1: Ra = Nb*B*(ta/tc)^2*(1+) , If ' < 0: Ra = Nb*BIf 0 <= ' <= 1: Ra = Nb*B*(ta/tc)^2*(1+*')



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###

Clip Angles to Support (continued): ###

###

Bolt Bearing Capacity of (2) Clip Angles at OSL's: ###

C2 = N.A. in. ###

Lce = 0.781 in. Lce = Clear distance between edge bolt hole and edge ###

Lcs = 2.063 in. Lcs = Clear distance between bolt holes ###

Rpe = 10.20 kips Rpe = (1/2)*min{ (1.2*Lce*ta*Fua), (2.4*db*ta*Fua) } ###

Rps = 22.84 kips Rps = (1/2)*min{ (1.2*Lcs*ta*Fua), (2.4*db*ta*Fua) } ###

Rpv = 111.74 kips Rpv = 2*{ Rpe+(Nb-1)*Rps } Rp >= R, O.K. ###

Shear Yielding Capacity of (2) Clip Angles at OSL's: ###

Avg = 6.375 in.^2 Avg = 2*((Nr-1)*S+(2*ED))*ta ###

Rvg = 91.80 kips Rvg = (1/1.5)*0.60*Fya*Avg Rvg >= R, O.K. ###

Shear Rupture Capacity of (2) Clip Angles at OSL's: ###

Avn = 4.125 in.^2 Avn = Avg-2*(Nr*(dh1+1/16)*ta) ###

Rvn = 71.78 kips Rvn = (1/2)*0.60*Fua*Avn Rvn >= R, O.K. x

Block Shear ("L-shaped") Capacity of (2) Clip Angles at OSL's: W24X62

Anv = 3.563 in.^2 Anv = 2* { (ED+(Nr-1)*S)-[(Nr-1)*(dh1+1/16)+(dh1+1/16)/2] }*ta a

Agv = 5.438 in.^2 Agv = 2*(ED+(Nr-1)*S))*ta ###

Ant = 0.656 in.^2 Ant = 2*{ (2*Lc+tw-g)/2-(dh1+1/16)/2 }*ta W21X182

Rbs = 77.76 kips Rbs = min(0.30*Fua*Anv+0.50*Fua*Ant, 0.30*Fya*Agv+0.50*Fua*Ant)TABLE 8-8 Coefficients, "C" (AISC Manual - page 8-90), Angle = 0°

Rbs >= R, O.K. Clip Angles to Beam Web: a

"C-shaped" Welding: (using AISC Table 8-8, pages 8-90 through 8-95) ###

L = 8.50 in. L = (Nr-1)*S+2*ED (vertical height of "C-shaped" weld) ###

kL = 3.00 in. kL = Lb-s (horizontal width of "C-shaped" weld) ###

x = 0.073 x = "x" coefficient interpolated from AISC Table 8-8, pages 8-90 through 8-95) ###

aL = 2.88 in. aL = Lb-(x*L) (eccentricity of shear reaction, R, to C.G. of weld) ###

a = 0.34 a = (aL)/L ###

k = 0.35 k = (kL)/L ###

C1 = 1.00 C1 = 1.0 for E70XX electrode ###

C = 2.88 C = "C" coefficient interpolated from AISC Table 8-8, pages 8-90 through 8-95) ###

Pr = 41.23 kips Pr = SQRT(R^2+P^2) (total resultant load taken by 2 "C" welds) ###

14.04 deg. ###

0.00 ###

0.1052 in. (size) ((Pr/2)/((C or Ca)*C1*L))/16 (per weld) ###

1/ 8 in. ###

Rwr = 122.51 kips ###

tmin = 0.476 in. ###

tmin > twg? = Yes Is tmin > twb? If so, Rwr' = Rwr* twb / tmin. If not, Rwr' = Rwr ###

Rwr' = 64.32 kips Rwr' = Rwr*twb/tmin ###

Rwv = 62.40 kips Rwv >= R, O.K. Rwa = 15.60 kips Rwa >= P, O.K.

Weld(used) >= weld(req'd), O.K. ###

Shear Yielding Capacity of (2) Clip Angles at Beam Web: ###

Avg = 6.375 in.^2 Avg = 2*((Nr-1)*S+(2*ED))*ta x

Rvg = 91.80 kips Rvg = (1/1.5)*0.60*Fya*Avg Rvg >= R, O.K.

= = 90-(ATAN((R/2)/(P/2))) (angle from vertical) (for Charts) = (for Charts) = next lower angle increment to be used for AISC charts

(req'd) = (req'd) =(min) = (min) = Min. fillet weld size from AISC Table J2.4, page 5-67

Rwr = 2**16*(C or Ca)*C1*L (where: = Min. of: and (max))tmin = 6.19*16* / Fug




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(continued)



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k

Clip Angles to Beam Web (continued): a

Shear Rupture Capacity of (2) Clip Angles at Beam Web: ###

Avn = 6.375 in.^2 Avn = Avg = 2*((Nr-1)*S+(2*ED))*ta ###

Rvn = 124.31 kips Rvn = (1/2)*0.60*Fub*Avn Rvn >= R, O.K. ###

Gross Tension Capacity of (2) Clip Angles at Beam Web: ###

Atg = 6.375 in.^2 Atg = 2*((Nr-1)*S+(2*ED))*ta ###

Rtg = 111.56 kips Rtg = (0.60*Fya*Atg)*(1-(R/Rvg)^2) Rtg >= P, O.K. (Ref.: "Combined Shear and Tension Stress" ###

by: Subhash C. Goel, AISC Journal, 3rd Qtr.-1986) ###

###

Beam Checks for Uncoped Flanges: ###

###

Shear Yielding Capacity of Beam Web: ###

ho = N.A. in. ho = not applicable for uncoped beam ###

Avg = 3.925 in.^2 Avg = d*tw ###

Rvg = 78.50 kips Rvg = (1/1.5)*0.60*Fyb*Cv*Avg Rvg >= R, O.K. ###

Shear Rupture Capacity of Beam Web: ###

Avn = N.A. in.^2 Avn = not applicable for uncoped beam ###

Rvn = N.A. kips Rvn = not applicable for uncoped beam###

Gross Tension Capacity of Beam: ###

Atg = 7.680 Atg = A ###

Rtg = 170.58 Rtg = (0.60*Fyb*Atg)*(1-(R/Rvg)^2) Rtg >= P, O.K. W14X455

Block Shear ("L-shaped") Capacity of Beam Web: TABLE 8-8 Coefficients, "C" (AISC Manual - page 8-92), Angle = 30°

Agv = N.A. in.^2 Agv = not applicable for uncoped beam k

Ant = N.A. in.^2 Ant = not applicable for uncoped beam a

Rbs = N.A. kips Rbs = not applicable for uncoped beam###

Tension Tear-Out ("L-shaped") Capacity of Beam Web: ###

Agv = N.A. in.^2 Agv = not applicable for uncoped beam ###

Ant = N.A. in.^2 Ant = not applicable for uncoped beam ###

Rto = N.A. kips Rto = not applicable for uncoped beam ###

Tension Tear-Out ("U-shaped") Capacity of Beam Web: ###

Agv = 1.500 in.^2 Agv = 2*(Lb-s)*tw ###

Ant = 2.125 in.^2 Ant = ((Nr-1)*S+2*ED)*tw ###

Rto = 91.56 kips Rto = 0.30*Fyb*Agv+0.50*Fub*Ant Rto >= P, O.K. ###

Web Buckling (Flexural Rupture) Capacity for Uncoped Flanges: ###


e = N.A. in. ho = not applicable for uncoped beam ###

yc = N.A. in. ho = not applicable for uncoped beam ###

In = N.A. in.^4 ho = not applicable for uncoped beam ###

Sn = N.A. in.^3 ho = not applicable for uncoped beam ###

Fbc = N.A. ksi ho = not applicable for uncoped beam ###

Rwb = N.A. kips ho = not applicable for uncoped beam###



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(continued)



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###

Beam Checks for Uncoped Flanges (continued): x

Web Buckling (Flexural Local Buckling) Capacity for Uncoped Flanges: W14X30

c/d = N.A. c/d = not applicable for uncoped beam TABLE 8-8 Coefficients, "C" (AISC Manual - page 8-93), Angle = 45°

f = N.A. f = not applicable for uncoped beam k

c/ho = N.A. c/ho = not applicable for uncoped beam a

k = N.A. k = not applicable for uncoped beam ###

N.A. fd = not applicable for uncoped beam ###

N.A. lambda = not applicable for uncoped beam ###

N.A. Q = not applicable for uncoped beam ###

Fbc = N.A. ksi Fbc = not applicable for uncoped beam ###

Rwb = N.A. kips Rwb = not applicable for uncoped beam###

Column Checks: ###

Prying Action and Column Flange Bending ###

twc = 0.4400 in. twc = tw (web doubler plate is ignored for prying) ###

p = 3.0000 in. p = S (for bolts in column flange) ###

b = 2.5300 in. b = (g-tw)/2 ###

b' = 2.0925 in. b' = b-db/2 ###

a = 1.3750 in. a = minimum of: (bfc-g)/2 , (2*Lc+twb-g)/2 , or 1.25*b ###

a' = 1.8125 in. a' = a+db/2 ###

1.1545 ###

d' = 0.9375 in. d' = Nominal hole dimensions from Table J3.3 ###

0.6875 ###

13.197 ###

1.0000 ###

tf(req'd) = 0.2657 in. tf >= tf(req'd), O.K.tc = 1.3906 in. tc = SQRT(6.66*B*b'/(p*Fuc)) (to develop 'B' in bolts/no prying) ###

1.9148 ###

Ra = 71.42 kips x

Ra >= P, O.K. TABLE 8-8 Coefficients, "C" (AISC Manual - page 8-94), Angle = 60°

Bolt Bearing in Column Flange: k

Rpc = 290.75 kips Rpc = (1/2)*(2.4*db*tf*Fuc*Nb) Rpc >= R, O.K. ###

Column Web Yielding: (Criteria is assumed for beam near column end per AISC Eqn. J10-3) ###


N = 6.000 in. Assume: N = (Nr-1)*S ###

Rwy = 136.03 kips Rwy = (1/1.5)*Fyc*twc*(N+2.5*kc) Rwy >= P, O.K. ###

Column Web Crippling: (Criteria is for beam near column end per AISC Eqn. J10-5a) ###


N = 6.000 in. Assume: N = (Nr-1)*S ###

Rwc = 96.38 kips Rwc = (1/2.0)*0.4*twc^2*(1+3*(N/d)*(twc/tfc)^1.5)*SQRT(E*Fyc*tfc/twc) ###

Ra >= Rwc, O.K. ###

Web Doubler Plate to Column Flange Welding: ###

Ldw = N.A. in. Ldw = 2*((Nr-1)*S+2*ED) ###

fw = N.A. kips/in. fw = P/Ldw ###

N.A. in. (size) ###

N.A. in. (size) 0.40*Fyd*td/((SQRT(2)/2)*0.30*70) ###

fd =lambda=

Q =

= = b'/a'


tf(req'd) = SQRT(8*T*b'/(p*Fyc*(1+*')))

' = ' = 1/(*(1+))*((tc/tf)^2-1)If ' >1: Ra = Nb*B*(tf/tc)^2*(1+) , If ' < 0: Ra = Nb*BIf 0 <= ' <= 1: Ra = Nb*B*(tf/tc)^2*(1+*')

= = fw/((SQRT(2)/2)*0.30*70) (max) = (max) =



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AISC BEAM END CONNECTION (ASD)Using Clip Angles Field Bolted to Column Web and Shop Welded to Beam Web



Input Data: ######

Beam and Column Data: tw=0.44Beam Size = w16x26 bf=14.5


Column Yield Stress, Fyc = 50 ksi Face of Col. Web ###g=5.5 ta=0.375 ###

Connection Loadings: ED=1.25Beam End Reaction (Shear), R = 40.00 kips D1=3









Edge Distance for Angles, ED = 1.2500 in. bf=5.5 dc2=0Bolt Gage in Angle OSL's, g = 5.500 in. c=0 ###



Col. Web Doubler Plate Thk., td = 0.0000 in. R = 40.00 kips ###Doubler Plate Yield Stress, Fyd = 36 in. S.R. = 0.64 S.R. <= 1.0, O.K.Check Col. Web Bending/Shear? Yes ###


A = 7.68 A = 26.50 in.^2 ###d = 15.700 d = 14.000 in. Yes

tw = 0.250 tw = 0.440 in. Nobf = 5.500 bf = 14.500 in.


(continued)

Fillet Weld Size, =




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Results: Lcs =Rpe =


dh1 = 15/16 in. dh1 = Nominal hole dimensions from Table J3.3 (in angles) Shear Yielding Capacity of (2) Clip Angles at OSL's:dh2 = 15/16 in. dh2 = Nominal hole dimensions from Table J3.3 (in col. web) Avg =Ab = 0.6013 in.^2 Rvg =

Fua = 58.0 ksi Fua = 58 for Fya = 36 (for angles) Shear Rupture Capacity of (2) Clip Angles at OSL's:Fub = 65.0 ksi Fub = 65 for Fyb = 50 (for beam) Avn =Fuc = 65.0 ksi Fuc = 65 for Fyc = 50 (for column) Rvn =







At = 0.4617 in.^2






a' = 1.8125 in. a' = a+db/2 For a

1.1034 Row

d' = 0.9375 d' = dh1 ###

0.6591 W27X194


1.0000 k


10.8697 ###

Ra = 16.76 kips ###


Ab = *db^2/4

=


(req'd) =(min) =

= = b'/a'






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###


###


C2 = N.A. in. ###























a = 0.34 a = (aL)/L ###

k = 0.35 k = (kL)/L ###




14.04 deg. ###

0.00 ###


1/ 8 in. ###

Rwr = 122.51 kips ###

tmin = 0.476 in. ###














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(continued)



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k









###


###



Avg = 3.925 in.^2 Avg = d*tw ###

Rvg = 78.50 kips Rvg = (1/1.5)*0.60*Fyb*Cv*Avg###





Atg = 7.680 Atg = A ###











Agv = 1.500 in.^2 Agv = 2*(Lb-s)*tw ###













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###












Column Checks: ###

Bolt Bearing in Column Web: ###

twc = 0.440 in. twc = tw+td*(Fyd/Fyc) ###

Rpc = 180.18 kips Rpc = (1/2)*(2.4*Fuc*twc*db*Nb) Rpc >= R, O.K. ###

Column Web Bending: (assume LRFD "yield line" theory and convert results back to ASD) ###

twc = 0.4400 in. twc = tw+td*(Fyd/Fyc) ###

mp = 2.42 kips mp = 0.25*Fyc*twc^2 ###

Tc = 11.3800 in. Tc = dc-2*kc ###

a = 2.9400 in. a = (Tc-c)/2 ###

b = 2.9400 in. b = a = (Tc-c)/2 ###

c = 5.5000 in. c = g ###

L = 6.0000 in. L = (Nr-1)*S ###

0.90 ###

43.17 kips ###

Pa = 28.78 kips ###

Pa >= P, O.K. W12X22

Column Web Out of Plane Shear: TABLE 8-8 Coefficients, "C" (AISC Manual - page 8-94), Angle = 60°

twc = 0.440 in. twc = tw+td*(Fyd/Fyc) k

fv = 1.84 ksi fv = (P/Nb)/(twc*(S-dhc)) a

Fv = 20.00 ksi Fv = (1/1.5)*0.6*Fyc Fv >= fv, O.K. ###

Web Doubler Plate to Column Flange Welding: ###



N.A. in. (size) ###


###

###

###

###

###

###

###

###

fd =lambda=

Q =

= = 0.90Pn = Pn = *8*mp*(SQRT(2*Tc/(Tc-g))+L/(2*(Tc-g)))

Pa = Pn/1.5 (converting LRFD value back to ASD value)

= = fw/((SQRT(2)/2)*0.30*70) (max) = (max) =


Based on a Program by: Alex Tomanovich, P.E.Version 1.4

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AISC BEAM END CONNECTION (ASD)Using Clip Angles Field Bolted to Girder Web and Shop Welded to Beam Web



Input Data: ###Face of Girder Web ###

Beam and Girder Data: g=5.5 ta=0.375 ###Beam Size = w16x26 ED=1.25Girder Size = w14x90 D1=3

Beam Yield Stress, Fyb = 50 ksi Nr=3 S ###Girder Yield Stress, Fyg = 50 ksi S P=10 k

R= 40 k ###Connection Loadings: Lc=4 ###

Beam End Reaction (Shear), R = 40.00 kips s=0.5 ###Beam Axial Force, P = 10.00 kips Lb=3.5 ###

###Connection Data and Parameters: General Nomenclature

Angle Leg (OSL) at Girder, Lc = 4 in. ###Angle Leg at Beam Web, Lb = 3 1/ 2 in. tw=0.25 c=0 ###

Angle Leg Thickness, ta = 3/ 8 in. tf=0.345 dc1=0Yield Stress of Angles, Fya = 36 ksi A325

5/16 in. A490Diameter of Bolts, db = 7/ 8 in. d=15.7 N

ASTM Bolt Desig. (A325 or A490) = A325 XBolt Type (N, X, or SC) = N SC

Faying Surface Class = N.A. bf=5.5 dc2=0Bolt Hole Type in Clip Angles = Standard c=0 Class A

Number of Bolts in Vert. Row, Nr = 3 Class B3.0000 in. Beam and Cope Nomenclature

Bolt Vertical Spacing in Angles, S = 3.0000 in. OversizedEdge Distance for Angles, ED = 1.2500 in. ###

Bolt Gage in Angle OSL's, g = 5.500 in. ###Beam Setback Distance, s = 0.5000 in. ###

Length of Flange Cope(s), c = 0.0000 in. ###Depth of Top Flange Cope, dc1 = 0.0000 in. Max. Shear Capacity of Connection: ###

Depth of Bottom Flange Cope, dc2 = 0.0000 in. R(max) = 62.40 kips ###Girder Web Doubler Plate Thk., td = 0.0000 in. R = 40.00 kips ###

Doubler Plate Yield Stress, Fyd = 36 in. S.R. = 0.64 S.R. <= 1.0, O.K.Check Girder Web Bending/Shear? Yes ###

Member Properties: ###Beam: Girder: ###

A = 7.68 A = 26.50 in.^2 ###d = 15.700 d = 14.000 in. Yes

tw = 0.250 tw = 0.440 in. Nobf = 5.500 bf = 14.500 in.


(continued)

Fillet Weld Size, =




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Results: Lcs =Rpe =


dh1 = 15/16 in. dh1 = Nominal hole dimensions from Table J3.3 (in angles) Shear Yielding Capacity of (2) Clip Angles at OSL's:dh2 = 15/16 in. dh2 = Nominal hole dimensions from Table J3.3 (in girder web) Avg =Ab = 0.6013 in.^2 Rvg =

Fua = 58.0 ksi Fua = 58 for Fya = 36 (for angles) Shear Rupture Capacity of (2) Clip Angles at OSL's:Fub = 65.0 ksi Fub = 65 for Fyb = 50 (for beam) Avn =Fug = 65.0 ksi Fug = 65 for Fyg = 50 (for column) Rvn =







At = 0.4617 in.^2






a' = 1.8125 in. a' = a+db/2 For a

1.1034 Row

d' = 0.9375 d' = dh1 ###

0.6591 W27X194


1.0000 k


10.8697 ###

Ra = 16.76 kips ###


Ab = *db^2/4

=


(req'd) =(min) =

= = b'/a'






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###


###


C2 = N.A. in. ###























a = 0.34 a = (aL)/L ###

k = 0.35 k = (kL)/L ###




14.04 deg. ###

0.00 ###


1/ 8 in. ###

Rwr = 122.51 kips ###

tmin = 0.476 in. ###














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(continued)



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k









###


###



Avg = 3.925 in.^2 Avg = d*tw ###

Rvg = 78.50 kips Rvg = (1/1.5)*0.60*Fyb*Cv*Avg Rvg >= R, O.K. ###





Atg = 7.680 Atg = A ###











Agv = 1.500 in.^2 Agv = 2*(Lb-s)*tw ###













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###












Girder Checks: ###

Bolt Bearing in Girder Web: ###

twg = 0.4400 in. twg = tw+td*(Fyd/Fyg) ###

Rpg = 180.18 kips Rpg = (1/2)*(2.4*Fug*twg*db*Nb) Rpg >= R, O.K. ###

Girder Web Bending: (assume LRFD "yield line" theory and convert results back to ASD) ###

twg = 0.4400 in. twg = tw+td*(Fyd/Fyg) ###

mp = 2.4200 kips mp = 0.25*Fyg*twg^2 ###

Tc = 11.3800 in. Tg = dg-2*kg ###

a = 1.6900 in. a = D1-kg ###

b = 3.6900 in. b = Tg-(a+c) ###

c = 6.0000 in. c = (Nr-1)*S ###

L = 5.5000 in. L = g ###

0.90 ###

48.94 kips ###

Pa = 32.63 kips ###

Pa >= P, O.K. Girder Web Out of Plane Shear: W12X22

twg = 0.4400 in. twg = tw+td*(Fyd/Fyg) TABLE 8-8 Coefficients, "C" (AISC Manual - page 8-94), Angle = 60°

Rw = 2.94 kips #N/A k

fv = 1.46 ksi fv = Rw/(twg*(g-dhg)) a

Fv = 20.00 ksi Fv = (1/1.5)*0.6*Fyg Fv >= fv, O.K. ###

Web Doubler Plate to Girder Flange Welding: ###



N.A. in. (size) ###


###

###

###

###

fd =lambda=

Q =

= = 0.90Pn = Pn = *2*mp*(((2*SQRT(2*Tg*a*b/(a+b))+g/2)*(a+b))/(a*b))

Pa = Pn/1.5 (converting LRFD value back to ASD value)

= = fw/((SQRT(2)/2)*0.30*70) (max) = (max) =



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AISC BEAM END CONNECTIONS (ASD)Allowable Shear Reaction at Uncoped Beam End Connection - Using Clip Angles Either Shop Welded or

Field Bolted to Beam Web and Either Field Bolted or Field Welded to Supporting MemberProject Name: Client: ###Project No.: Prep. By: Date: ###

###Input Data: ###

g=5.5 ta=0.375 ###Beam Yield Stress, Fyb = 50 ksi L ###

Angle Leg at Support, Lc = 4 in. D1=3 ###Angle Leg at Beam Web, Lb = 3 1/ 2 in. Nr S ###

Angle Leg Thickness, ta = 3/ 8 in. S R Welded Clip AnglesYield Stress of Angles, Fya = 36 ksi ###

Diameter of Bolts, db = 7/ 8 in. Lc=4 ###ASTM Bolt Desig. = A325 tw s=0.5 ###

Bolt Type (N, X, or SC) = N Lb=3.5 A325Faying Surface Class = N.A. A490

Bolt Hole Type = Standard ta=0.375 NVert. Dist. to Bolts, D1 = 3.000 in. L D2 X

Bolt Spacing in Angles, S = 3.000 in. D1=3 SCBolt Gage in Angle OSL's, g = 5.500 in. Nr S N.A.

Edge Dist. for Angles, ED = 1.250 in. S R Bolted Clip AnglesBeam Setback Distance, s = 0.5000 in. Class B

5/16 in. Lc=4 StandardMin. Support Thickness, tmin = 0.476 in. tw s=0.5 Oversized

Min. Beam Web Thickness, tmin = 0.238 in. Lb=3.5 #########

ALLOWABLE SHEAR REACTION AT BEAM END CONNECTION (kips) ###Uncoped Flanges with Clip ###

Beam Beam # Bolt Uncoped Flanges Angle Bolted to Beam ###Size Web, tw Rows with Clip Angles Bolt and Angle Weld Min. Thk. ###

(Depth) (in.) (Nr) Welded to Beam Strength Strength of Spt (in.) ###W8 0.170 2 45.7 25.9 18.2

0.476

###W10 0.190 2 45.7 27.3 18.2 ###

W12 0.2002 71.8 41.0 40.1 Rbs =3 71.8 47.1 40.1 Welded Clip Angles to Beam:

W14 0.230 3 71.8 51.2 40.1 Clip Angle to Beam Welding:

W16 0.2503 97.9 68.3 66.6 L =4 71.8 61.4 40.1 kL =

W18 0.3003 97.9 81.9 66.6 x =4 124.0 102.4 95.5 aL =5 97.9 95.6 66.6 a =

W21 0.3504 124.0 119.4 95.5 k =5 150.1 143.3 125.4 C1 =6 124.0 123.6 95.5 C =

W24 0.3955 150.1 147.9 125.4 Rw =6 176.2 172.2 155.7 tmin > twg? =7 124.0 123.6 95.5 Rw' =

W27 0.460

5 150.1 147.9 125.4 W36x848

6 176.2 172.2 155.7 R(welded) =7 201.5 196.5 185.9 W36x720

8 150.1 147.9 125.4 W36x650

W30 0.470

6 176.2 172.2 155.7 W36x588

7 201.6 196.5 185.9 Nr8 225.9 220.8 216.1 ###9 150.1 147.9 125.4 ###

W33 0.550

6 176.2 172.2 155.7 ###7 202.3 196.5 185.9 ###8 226.8 220.8 216.1 ###9 251.1 245.1 246.0 ###

10 150.1 147.9 125.4 ###

W36 0.600

6 176.2 172.2 155.7 ###7 202.3 196.5 185.9 ###8 227.4 220.8 216.1 ###9 251.7 245.1 246.0 ###

10 45.7 23.2 18.2 W36x230

Fillet Weld Size, =



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TABLE 8-8 Coefficients, "C" (AISC Manual - page 8-90), Angle = 0°

Criteria for Calculation of Shear Reaction Capacity for Uncoped Beams: k

a

###

###

###

###

Tb = not applicable for A325-N Bolts ###

Fv = Fv from AISC Table J3.2 (for A325-N bolts) = 24 ksi ###

Vb = Fv*Ab ###

Rb = (2*Nr)*Vb ###

###

###

Fua = 58 ksi, for Fya = 36 ksi ###

C2 = not applicable for Standard holes ###

dh = db+1/16 (for Standard holes) = 0.9375 in. ###

Lce = ED-dh/2, Clear distance between edge bolt hole and edge ###

Lcs = S-dh, Clear distance between bolt holes ###

Rpe = (1/2)*min{ (1.2*Lce*ta*Fua), (2.4*db*ta*Fua) } ###

Rps = (1/2)*min{ (1.2*Lcs*ta*Fua), (2.4*db*ta*Fua) } ###

Rpv = Rpe+(Nr-1)*Rps ###

###

###

Avg = 2*((Nr-1)*S+(2*ED))*ta ###

Rvg = (1/1.5)*0.60*Fya*Avg ###

###

x

dh = db+1/16 (for Standard holes) = 0.9375 in. W30x477

Avn = Avg-2*(Nr*dh*ta) a

Rvn = (1/2)*0.60*Fua*Avn ###

W30x357

W30x326

Anv = 2* { (ED+(Nr-1)*S)-[(Nr-1)*(dh1+1/16)+(dh1+1/16)/2] }*ta Nr = 6Agv = 2*(ED+(Nr-1)*S))*ta For k

Ant = 2*{ (2*Lc+tw-g)/2-(dh1+1/16)/2 }*ta Col

Rbs = min(0.30*Fua*Anv+0.50*Fua*Ant, 0.30*Fya*Agv+0.50*Fua*Ant) ###

W30x191

For a

L = (Nr-1)*S+2*ED Row

kL = Lb-s ###

x = Coefficient interpolated from AISC Table 8-8 W30x124

aL = Lb-(x*L) W30x116

a = (aL)/L W30x108

k = (kL)/L a

C1 = 1.0 for E70XX electrode ###

C = Coefficient interpolated from AISC Table 8-8 ###

###

###

Rw' = Rw (if tmin <= tw) or Rw*tw/tmin (if tmin > tw) ###

###

###

###

R(allow) = Minimum of items #1 through #6 from above ###

###

###

###

###

###

###

###

###

###

###

###

###

###

For Clip Angles Welded to Beam Web:

1. Bolt Shear (Single-Shear) for (2) Clip Angles:Ab = *db^2/4 ﾵ = not applicable for A325-N Bolts

2. Bolt Bearing Capacity of (2) Clip Angles at OSL:

3. Shear Yielding Capacity of (2) Clip Angles at OSL:

4. Shear Rupture Capacity of (2) Clip Angles at OSL:

5. Block Shear (Tear-Out) of (2) Clip Angles at OSL:

6. Clip Angle to Beam "C-Shaped" Weld (using AISC Table 8-8, page 8-90):

Rw = 2*(*16*C*C1*L)/2tmin = 6.19**16 / Fu

7. Allowable Shear Reaction for Connection Using Clip Angles Welded to Beam Web:



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###

Criteria for Calculation of Shear Reaction Capacity for Uncoped Beams: x

W24x370

a

###

Fua = 58 ksi, for Fya = 36 ksi W24x279

C2 = not applicable for Standard holes W24x250

dh = db+1/16 (for Standard holes) = 0.9375 in. Bolted Connection:Lce = ED-dh/2 W24x207

Lcs = S-dh, Clear distance between bolt holes Bolted Clip Angles to Beam:Rpe = (1/2)*min{ (1.2*Lce*ta*Fua), (2.4*db*ta*Fua) } Bolt Bearing Capacity of (2) Clip Angles:Rps = (1/2)*min{ (1.2*Lcs*ta*Fua), (2.4*db*ta*Fua) } Fu =Rpv = Rpe+(Nr-1)*Rps C2 =

Lce =Lcs =

Avg = 2*((Nr-1)*S+(2*ED))*ta Rpe =Rvg = (1/1.5)*0.60*Fya*Avg Rps =

Rp = Shear Yielding Capacity of (2) Clip Angles:

dh = db+1/16 (for Standard holes) = 0.9375 in. Avg =Avn = Avg-2*(Nr*dh*ta) Rvg =Rvn = (1/2)*0.60*Fua*Avn Shear Rupture Capacity of (2) Clip Angles:

dh =Avn =

Anv = 2* { (ED+(Nr-1)*S)-[(Nr-1)*(dh1+1/16)+(dh1+1/16)/2] }*ta Rvn =Agv = 2*(ED+(Nr-1)*S))*ta Block Shear (Tear-Out) of (2) Clip Angles at Beam:Ant = 2*{ ED-(dh1+1/16)/2 }*ta Anv =Rbs = min(0.30*Fua*Anv+0.50*Fua*Ant, 0.30*Fya*Agv+0.50*Fua*Ant) Agv =

Ant =Rbs =

Bolt Shear (Double-Shear):Ab =

Tb = not applicable for A325-N BoltsFv = Fv from AISC Table J3.2 (for A325-N bolts) = 24 ksi Tb =Vb = (2)*Fv*Ab (where 2 is for Double-Shear) Fnv =Rb = Nr*Vb Fv =

Vb =Rb =

Fub = 65 ksi, for Fyb = 50 ksi Bolt Bearing Capacity of Beam Web:C2 = not applicable for Standard holes Fu =dh = db+1/16 (for Standard holes) = 0.9375 in. Lce =Lcs = S-dh, Clear distance between bolt holes Rpe =Rpe = (1/2)*(2.4*db*tw*Fub) Lcs =Rps = (1/2)*min{ (1.2*Lcs*tw*Fua), (2.4*db*tw*Fua) } Rps =Rpv = Rpe+(Nr-1)*Rps Rpv =

W21x50

R(bolt and angle) =L = (Nb-1)*S+2*ED W21x44

Weld Tension and Shear for (2) Clip Angles at OSL:L =

Rwr =R(allow) = Minimum of items #1 through #7 from above W18x234

W18x211

W18x192

W18x175

W18x158

W18x143

W18x130

W18x119

W18x106

W18x97

W18x86

W18x76

W18x71

W18x65

W18x60

For Clip Angles Bolted to Beam Web:

1. Bolt Bearing Capacity of (2) Clip Angles at Beam Web:

2. Shear Yielding Capacity of (2) Clip Angles at Beam Web:

3. Shear Rupture Capacity of (2) Clip Angles at Beam Web:

4. Block Shear (Tear-Out) of (2) Clip Angles at Beam Web:

5. Bolt Shear (Double-Shear), where eccentricity = D2 is neglected per AISC Manual pg. 10-8Ab = *db^2/4 ﾵ = not applicable for A325-N Bolts

=

6. Bolt Bearing Capacity of Beam Web:

7. "L-shaped" Welding:

Rwv = (2*0.928**16*L) / sqrt{ 1+(12.96*Lc^2 / L^2 }

8. Allowable Shear Reaction for Connection Using Clip Angles Bolted to Beam Web:

Clipconn Bolt Weld 13

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