Clip Conn

"CLIPCONN" --- BEAM END CONNECTION USING CLIP ANGLES

Program Description:

"CLIPCONN" 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 bolted 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

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

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

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

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

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

Bolted Clips(Girder) Clip angles bolted 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 9th Edition Allowable Stress (ASD) Manual

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

Database", Version 3.0 (2001) as well as the AISC 9th Edition (ASD) Manual (1989).

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".)

(1989) and the AISC 9th Edition Manual Vol. II - Connections (1992).

"CLIPCONN.xls" ProgramVersion 2.2

2 of 36 04/21/2023 04:15:58

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

Subjected to Shear and/or Axial LoadJob Name: Subject: ###

Job Number: Originator: Checker: ######

Input Data: ######

Beam and Column Data: tf=0.94 ###Beam Size = W36x160 d=14.5 ###

Column Size = W14x120 ###Beam Yield Stress, Fyb = 36 ksi ###

Column Yield Stress, Fyc = 36 ksi Face of Col. Flange ###Connection Loadings: g=5.5 ta=0.375 ###

Beam End Reaction (Shear), R = 65.00 kips ED=1.25Beam Axial Force, P = 30.00 kips D1=3.5

Nr=10 S ###Connection Data and Parameters: S P=30 k

Angle Leg (OSL) at Column, Lc = 4.000 in. R= 65 k ###Angle Leg at Beam Web, Lb = 3.500 in. Lc=4 A325

Angle Leg Thickness, ta = 0.3750 in. s=0.5 A490Yield Stress of Angles, Fya = 36 ksi Lb=3.5 N

Diameter of Bolts, db = 0.875 in. XASTM Bolt Desig. (A325 or A490) = A325 General Nomenclature

Bolt Type (N, X, or SC) = N StandardBolt Hole Type in Clip Angles = Standard tw=0.65 c=0 Oversized

Number of Bolts in Vert. Row, Nr = 10 tf=1.02 dc1=03.5000 in. ###

Bolt Vertical Spacing in Angles, S = 3.0000 in. ###Bolt Gage in Angle OSL's, g = 5.500 in. d=36 ###

Edge Distance for Angles, ED = 1.250 in. ###Beam Setback Distance, s = 0.5000 in. ###

Length of Flange Cope(s), c = 0.0000 in. bf=12 dc2=0Depth of Top Flange Cope, dc1 = 0.0000 in. c=0 ###

Depth of Bottom Flange Cope, dc2 = 0.0000 in. ### 1/4 in. Beam and Cope Nomenclature

Col. Web Doubler Plate Thk., td = 0.0000 in. ###Doubler Plate Yield Stress, Fyd = 36 in. ###

###Member Properties: ###

Beam: Column: ###A = 47.00 A = 35.30 in.^2 ###d = 36.000 d = 14.500 in. ###

tw = 0.650 tw = 0.590 in. ###bf = 12.000 bf = 14.700 in. ###tf = 1.020 tf = 0.940 in. ###k = 1.7700 k = 1.5400 in. Yes

NoRvg =

(continued)

w

Dist. from Top/Beam to Bolts, D1 =

Fillet Weld Size, w =


3 of 36 04/21/2023 04:15:58

Avn =Results: Rvn =

Block Shear ("L-shaped") Capacity of (2) Clip Angles at OSL's:General Parameters: Av = Bolt and Material Data: At =

dh = 0.9375 in. dh = db+1/16 (Standard hole for 0.875 in. bolts in angles) Rbs =dhc = 0.9375 in. dhc = db+1/16 (Standard hole for 0.875 in. bolts in col. flange) Clip Angles to Beam Web:Ab = 0.6013 in.^2 "C-shaped" Welding: (using AISC Table XXIII, page 4-79 and Alternate Method 2)

Fua = 58.0 ksi Fua = 58 for Fya = 36 (for angles) L =Fub = 58.0 ksi Fub = 58 for Fyb = 36 (for beam) kL =Fuc = 58.0 ksi Fuc = 58 for Fyc = 36 (for column) xL =

aL =Clip Angles to Support: a = Bolt Tension and Shear: (Note: eccentricity between C.L.'s of beam and connection is ignored) k =

Nb = 20 bolts Nb = 2*Nr (total number of bolts at support connection) C1 =Tb = 39.0 kips Tb = Pretension from AISC Table J3.7, page 5-77 (for A325 bolts) C =vb = 3.25 kips/bolt vb = R/Nb (actual shear/bolt) Pr =fv = 5.40 ksi fv = vb/Ab (actual bolt shear stress)

Fv = 21.00 ksi Fv = Allow. shear stress from AISC Table J3.2, page 5-73 (for N bolts)Co =Vb = 12.63 kips/bolt Vb = Fv*Ab (allowable shear/bolt) C(max) =

Rbv = 252.55 kips Rbv = Nb*Vb (allow. shear load) Rbv >= R, O.K. A =T = 1.50 kips/bolt T = P/Nb (actual tension/bolt) Ca/Co =ft = 2.49 ksi ft = T/Ab (actual bolt tension stress) Ca =

Ft = 42.52 ksi Ft = SQRT(44^2-4.39*fv^2) (allow. tension stress for N bolts)B = 25.57 kips/bolt B = Ft*Ab (allow. tension/bolt)

Rbt = 511.34 kips Rbt = Nb*B (allow. tension load) Rbt >= P, O.K.Rwr =

Prying Action and Clip Angle Bending at OSL's: Rwv =p = 2.7500 in. p = Min. of: S or S/2+ED (tributary angle length/bolt) Rwa =b = 2.0500 in. b = (g-tw)/2-ta Gross Shear Capacity of (2) Clip Angles at Beam Web:b' = 1.6125 in. b' = b-db/2 Avg =a = 1.5750 in. a = minimum of: (bfc-g)/2 , (2*Lc+twb-g)/2 , or 1.25*b Rvg =a' = 2.0125 in. a' = a+db/2 Gross Tension Capacity of (2) Clip Angles at Beam Web:

0.8012 Atg =d' = 0.9375 d' = dh Rtg =

0.6591 Eccentric Loads on Weld Groups - TABLE XXIII Coefficients, "C" (AISC Manual - page 4-79)

20.025 k

1.0000 a

ta(req'd) = 0.3432 in. ta >= ta(req'd), O.K. ###

tc = 1.8252 in. tc = SQRT(8*B*b'/(p*Fya)) ###

19.1126 ###

Ra = 35.81 kips ###

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

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

C1 = 0 in. C1 = Spacing increment from AISC Table J3.4, page 5-76 ###

C2 = 0 in. C2 = Edge distance increment from AISC Table J3.6, page 5-76 ###

Rpe = 27.19 kips Rpe = 2*(0.50*Fua*(ED-C2)*ta)*(1) ###

Rps = 411.08 kips Rps = 2*(1.2*Fua*db*ta)*(Nr-1) (C1 is not applicable for S >= 3*db) ###

Rp = 438.26 kips Rp = Rpe+Rps <= 2*(1.2*Fua*db*ta)*(Nr) Rp >= R, O.K. ###

(continued)

Ab = p*db^2/4 (nominal area/bolt)

q =

w(req'd) =w(min) =w(max) =

r = r = b'/a'

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

ta(req'd) = SQRT(8*T*b'/(p*Fya*(1+d*a')))

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

B56

Nominal Bolt Hole Dimensions (Table J3.1) Bolt Hole Dimensions (in.) Diameter Standard (Dia.) Oversized (Dia.) 3/4 13/16 15/16 7/8 15/16 1-1/16 1 1-1/16 1-1/4 >=1-1/8 d+1/16 d+5/16

B58

Connection Bolt Data Nominal Diameter, d (in.) Area, Ab (in.^2) 5/8 0.3068 3/4 0.4418 7/8 0.6013 1 0.7854 1-1/8 0.9940 1-1/4 1.2272 1-3/8 1.4850 1-1/2 1.7671

B66

TABLE J3.7 Minimum Pretension for Fully-tightened Bolts, kips* Bolt Size, in. A325 Bolts A490 Bolts 5/8 19 24 3/4 28 35 7/8 39 49 1 51 64 1-1/8 56 80 1-1/4 71 102 1-3/8 85 121 1-1/2 103 148 *Equal to 0.70 of minimum tensile strength of bolts, rounded off to nearest kip.

B69

TABLE J3.2 Allowable Stress on Fasteners, ksi Allowable Shear (Fv) Desription of Fasteners Slip-Critical Bearing-type Connections Connections A325 bolts, when threads are 17.0 21.0 not excluded from shear planes A325 bolts, when threads are 17.0 30.0 excluded from shear planes A490 bolts, when threads are 21.0 28.0 not excluded from shear planes A490 bolts, when threads are 21.0 40.0 excluded from shear planes Notes: 1. Allowable shear stress values, 'Fv', shown above are for shear alone. 2. For Slip-Critical connections with combined tension and shear, the above values of 'Fv' shall be multiplied by the reduction factor: (1-ft*Ab/Tb).

B70

Allowable Shear Load on Bolts (kips) ASTM Nominal Diameter, d (in.) Designation 5/8 3/4 7/8 1 1-1/8 1-1/4 1-3/8 1-1/2 A325-SC(STD) 5.22 7.51 10.2 13.4 16.9 20.9 25.2 30.0 A325-SC(OVS) 4.60 6.63 9.02 11.8 14.9 18.4 22.3 26.5 A325-N 6.4 9.3 12.6 16.5 20.9 25.8 31.2 37.1 A325-X 9.2 13.3 18.0 23.6 29.8 36.8 44.5 53.0 A490-SC(STD) 6.44 9.28 12.6 16.5 20.9 25.8 31.2 37.1 A490-SC(OVS) 5.52 7.95 10.8 14.1 17.9 22.1 26.7 31.8 A490-N 8.6 12.4 16.8 22.0 27.8 34.4 41.6 49.5 A490-X 12.3 17.7 24.1 31.4 39.8 49.1 59.4 70.7 Note: Values above are taken from AISC Table I-D, page 4-5, and are for bolts in single shear based on gross (nominal) area assuming NO tension. STD = Standard hole, and OVS = Oversized hole. For Double-Shear, multiply values above by 2.

I71

If Rbv < R, then either increase number of bolts (Nb), or increase bolt size/diameter (db).

B74

TABLE J3.2 Allowable Stress on Fasteners, ksi Desription of Fasteners Allowable Tension (Ft) A325 bolts, when threads are 44.0 not excluded from shear planes A325 bolts, when threads are 44.0 excluded from shear planes A490 bolts, when threads are 54.0 not excluded from shear planes A490 bolts, when threads are 54.0 excluded from shear planes Notes: 1. Allowable tension stress values shown above are for tension alone. 2. For Bearing-type connections with combined tension and shear, refer to Table J3.3 (below) for allowable tension stress values, 'Ft'. TABLE J3.3 Allowable Tension Stress, Ft, for Fasteners in Bearing-type Connections Description of Threads Included in Threads Excluded Fasteners Shear Plane from Shear Plane A325 bolts (44^2-4.39*fv^2)^1/2 (44^2-2.15*fv^2)^1/2 A490 bolts (54^2-3.75*fv^2)^1/2 (54^2-1.82*fv^2)^1/2 Note: above interaction equations are actually in the form of: Ft = (Ft^2-(Ft/Fv)^2*fv^2)^1/2

B75

Allowable Tension Load on Bolts (kips) ASTM Nominal Diameter, d (in.) Designation 5/8 3/4 7/8 1 1-1/8 1-1/4 1-3/8 1-1/2 A325 13.5 19.4 26.5 34.6 43.7 54.0 65.3 77.7 A490 16.5 23.9 32.5 42.4 53.7 66.3 80.2 95.4 Note: Values above are taken from AISC Table I-A, page 4-3, and are based on gross (nominal) area assuming NO shear.

I76

If Rbt < P, then either increase number of bolts (Nb), or increase bolt size/diameter (db).

I89

If ta < ta(req'd), then either increase angle leg thickness (ta), increase number of bolts (Nb), decrease bolt gage (g), increase bolt size/diameter (db), or increase tributary angle length/bolt (p) by increasing bolt vertical spacing (S) and/or edge distance (ED).

I93

If Ra < P, then either increase angle leg thickness (ta), increase number of bolts (Nb), decrease bolt gage (g), increase bolt size/diameter (db), or increase tributary angle length/bolt (p) by increasing bolt vertical spacing (S) and/or edge distance (ED).

I99

If Rp < R, then either increase clip angle thickness (ta), increase number of bolts (Nb), increase bolt spacing (S), or increase bolt size/diameter (db).


4 of 36 04/21/2023 04:15:58

###

###

Clip Angles to Support (continued): ###

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

Avg = 22.125 in.^2 Avg = 2*((Nr-1)*S+(2*ED))*ta ###

Rvg = 318.60 kips Rvg = 0.40*Fya*Avg Rvg >= R, O.K. ###

###

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

Avn = 15.094 in.^2 Avn = Avg-2*(Nr*dh*ta) ###

Rvn = 262.63 kips Rvn = 0.30*Fua*Avn Rvn >= R, O.K. ###

###

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

Av = 14.508 in.^2 Av = 2*((ED+(Nr-1)*S)-((Nr-1)*dh+dh/2))*ta k Index:

At = 0.830 in.^2 At = 2*((2*Lc+tw-g)/2-dh/2)*ta Beam Checks for Uncoped Flanges:Rbs = 276.50 kips Rbs = 0.30*Fua*Av+0.50*Fua*At Rbs >= R, O.K. Gross Shear Capacity of Beam Web:

Avg =Clip Angles to Beam Web: Rvg = "C-shaped" Welding: (using AISC Table XXIII, page 4-79 and Alternate Method 2) Gross Tension Capacity of Beam:

L = 29.500 in L = (Nr-1)*S+2*ED (vertical height of "C-shaped" weld) Atg =kL = 3.000 in. kL = Lb-s (horizontal width of "C-shaped" weld) Rtg =xL = 0.254 in xL = ((kL)^2/(2*(kL)+L)) (centroid of "C-shaped" weld) Block Shear ("L-shaped") Capacity of Beam Web:aL = 3.246 in. aL = Lb-(xL) (eccentricity of shear reaction, R, to C.G. of weld) Av =

a = 0.110 a = (aL)/L At =k = 0.102 k = (kL)/L Rbs =

C1 = 1.0 C1 = 1.0 for E70XX electrode Tension Tear-Out ("L-shaped") Capacity of Beam Web:C = 0.903 C = "C" coefficient interpolated from AISC Table XXIII, page 4-79) Av =Pr = 71.59 kips Pr = SQRT(R^2+P^2) (total resultant load taken by 2 welds) At =

24.78 deg. Rto =Co = 0.903 Co = "C" coefficient from AISC Table XXIII, page 4-79 Tension Tear-Out ("U-shaped") Capacity of Beam Web:

C(max) = 1.117 C(max) = 0.928*(1+2*k) Av =A = 1.236 A = C(max)/Co >= 1.0 At =

Ca/Co = 1.000 Rto =Ca = 0.903 Ca = (Ca/Co)*Co Beam Checks for Top Flange Coped Only:

0.0839 in. (size) ((Pr/2)/((C or Ca)*C1*L))/16 (per weld) Gross Shear Capacity of Beam Web for Top Flange Coped:0.2500 in. Avg =0.3152 in. 0.40*Fyb*tw/((SQRT(2)/2)*0.30*70*2) Rvg =

Rwr = 213.21 kips Gross Tension Capacity of Beam for Top Flange Coped:Rwv = 193.59 kips Rwv >= R, O.K. Atg =Rwa = 89.35 kips Rwa >= P, O.K. Rtg =

Weld(used) >= weld(req'd), O.K. Block Shear ("L-shaped") Capacity of Beam Web for Top Flange Coped: Gross Shear Capacity of (2) Clip Angles at Beam Web: Av =

Avg = 22.125 in.^2 Avg = 2*((Nr-1)*S+(2*ED))*ta At =Rvg = 318.60 kips Rvg = 0.40*Fya*Avg Rvg >= R, O.K. Rbs =

Tension Tear-Out ("L-shaped") Capacity of Beam Web for Top Flange Coped: Gross Tension Capacity of (2) Clip Angles at Beam Web: Av =

Atg = 22.125 in.^2 Atg = 2*((Nr-1)*S+(2*ED))*ta At =Rtg = 458.01 kips Rtg = (0.60*Fya*Atg)*(1-(R/Rvg)^2) Rtg >= P, O.K. Rto =

(Ref.: "Combined Shear and Tension Stress" Tension Tear-Out ("U-shaped") Capacity of Beam Web for Top Flange Coped: by: Subhash C. Goel, AISC Journal, 3rd Qtr.-1986) Av =

(continued)

q = q = 90-(ATAN((R/2)/(P/2))) (angle from vertical)

Ca/Co = A/(SINq+A*COSq) >= 1.0

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

Rwr = 2*w*16*(C or Ca)*C1*L (where: w = Min. of: w and w(max))Rwv = Rwr*COSq (vertical)Rwv = Rwr*SINq (axial)

I106

If Rvg < R, then either increase clip angle thickness (ta), increase number of bolts (Nb), increase bolt spacing (S), or increase bolt size/diameter (db).

I110

If Rvn < R, then either increase clip angle thickness (ta), increase number of bolts (Nb), increase bolt spacing (S), or increase bolt size/diameter (db).

I115

If Rbs < R, then either increase clip angle thickness (ta), increase number of bolts (Nb), increase bolt spacing (S), or increase bolt size/diameter (db).

B135

TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size of Thicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8 Over 1/4 to 1/2 3/16 Over 1/2 to 3/4 1/4 Over 3/4 5/16

B136

Note on Fillet Weld Size vs. Connected Material Thickness: The minimum connected material (base metal) thickness to develop a given fillet weld size is determined by equating the base metal shear strength to the fillet weld shear strength as follows: t(min) = (w *(SQRT(2)/2)*0.30*70*(N))/(0.40*Fy) where: t(min) = minimum thickness of connected material (in.) w = fillet weld leg size (in.) N = 1 for weld on only one side of material thickness N = 2 for weld on both sides of material thickness Fy = yield strength of base metal (ksi) E70XX weld electrode is assumed above (70 ksi yield) Case 1 - For fillet weld on one side of material thickness: t(min) = 1.031*w (for Fy = 36 ksi material) t(min) = 0.742*w (for Fy = 50 ksi material) Case 2 - For fillet weld on both sides of material thickness: t(min) = 2.062*w (for Fy = 36 ksi material) t(min) = 1.485*w (for Fy = 50 ksi material)

I138

If Rwv< R, then increase length of connection by either increasing the number of bolts (Nb) or increasing the bolt spacing (S).

I139

If Rwa < R, then increase length of connection by either increasing the number of bolts (Nb) or increasing the bolt spacing (S).

I140

If weld size > max. weld, then increase length of connection by either increasing the number of bolts (Nb) or increasing the bolt spacing (S).

I143


I147



5 of 36 04/21/2023 04:15:58

Rto = Web Buckling (Flexure) Capacity for Top Flange Coped:

Beam Checks for Uncoped Flanges: ho = Gross Shear Capacity of Beam Web: e =

Avg = 23.400 in.^2 Avg = d*tw yc =Rvg = 336.96 kips Rvg = 0.40*Fyb*Avg Rvg >= R, O.K. In =

Sn = Gross Tension Capacity of Beam: c/ho =

Atg = 47.000 in.^2 Atg = A k =Rtg = 977.42 kips Rtg = (0.60*Fyb*Atg)*(1-(R/Rvg)^2) Rtg >= P, O.K. c/d =

f = Block Shear ("L-shaped") Capacity of Beam Web: Fbc =

Av = N.A. in.^2 Av = not applicable for uncoped beam Rwb =At = N.A. in.^2 At = not applicable for uncoped beam Beam Checks for Both Flanges Coped:

Rbs = N.A. kips Rbs = not applicable for uncoped beam Gross Shear Capacity of Beam Web for Both Flanges Coped:Avg =

Tension Tear-Out ("L-shaped") Capacity of Beam Web: Rvg =Av = N.A. in.^2 Av = not applicable for uncoped beam Gross Tension Capacity of Beam for Both Flanges Coped:At = N.A. in.^2 At = not applicable for uncoped beam Atg =

Rto = N.A. kips Rto = not applicable for uncoped beam Rtg = Block Shear ("L-shaped") Capacity of Beam Web for Both Flanges Coped:

Tension Tear-Out ("U-shaped") Capacity of Beam Web: Av =Av = 3.900 in.^2 Av = 2*(Lb-s)*tw At =At = 19.175 in.^2 At = ((Nr-1)*S+2*ED)*tw Rbs =

Rto = 623.94 kips Rto = 0.30*Fub*Av+0.50*Fub*At Rto >= P, O.K. Tension Tear-Out ("L-shaped") Capacity of Beam Web for Both Flanges Coped:Av =

Web Buckling (Flexure) Capacity Not Applicable for Uncoped Beam At =ho = N.A. in. ho = d-dc1 Rto =

e = N.A. in. e = c+s Tension Tear-Out ("U-shaped") Capacity of Beam Web for Both Flanges Coped:yc = N.A. in. yc = (bf*tf^2/2+(ho-tf)*tw*(tf+(ho-tf)/2))/((ho-tf)*tw+bf*tf) Av =In = N.A. in.^4 In=bf*tf^3/12+bf*tf*(yc-tf/2)^2+tw*(ho-tf)^3/12+(ho-tf)*tw*(tf+(ho-tf)/2-yc)^2At =

Sn = N.A. in.^3 Sn = In/(ho-yc) Rto =c/ho = N.A. c/ho = ratio for evaluating plate buckling coefficient (k) Web Buckling (Flexure) Capacity for Both Flanges Coped:

k = N.A. If c/ho <= 1.0, then k = 2.2*(ho/c)^1.65, else k = 2.2*(ho/c) ho =c/d = N.A. c/d = ratio for evaluating adjustment factor (f) of plate buckling model e =

f = N.A. If c/d <= 1.0, then f = 2*(c/d), else f = 1+(c/d) yc =Fbc = N.A. ksi Fbc = Min. of: (15,700*f*k*(tw/ho)^2 or 0.60*Fy)*(1-P/(0.60*Fy*Atg)) In =

Rwb = N.A. kips Rwb = Fbc*Sn/e Sn =dc =fd =

Fbc =Rwb =

Column Checks: Prying Action and Column Flange Bending: (based on Standard sized holes in column flange)

twc =p =b =b' =a =

(continued)

I156

If Rvg < R, then either increase beam web thickness (tw) or add beam web doubler plate(s).

I160

If Rtg < R, then either increase beam web thickness (tw) or add beam web doubler plate(s).

I165

If Rbs < R, then either increase beam web thickness (tw) or add beam web doubler plate(s), increase number of bolts (Nb), increase bolt spacing (S), or increase bolt size/diameter (db).

I171

If Rto < P, then either increase beam web thickness (tw) or add beam web doubler plate(s), increase number of bolts (Nb), increase bolt spacing (S), or increase bolt size/diameter (db).

I175


I188

If Rwb < R, then either increase beam web thickness (tw) or add beam web doubler plate(s).


6 of 36 04/21/2023 04:15:58

d' =Column Checks:Prying Action and Column Flange Bending

twc = 0.5900 in. twc = twp = 3.0000 in. p = S (for bolts in column flange) tf(req'd) =b = 2.4550 in. b = (g-tw)/2 tc =b' = 2.0175 in. b' = b-db/2a = 1.5750 in. a = minimum of: (bfc-g)/2 , (2*Lc+twb-g)/2 , or 1.25*b Ra =a' = 2.0125 in. a' = a+db/2

1.0025 Bolt Bearing in Column Flange:d' = 0.9375 in. d' = dh = db+1/16 (for Standard sized holes in column flange) Rp =

0.6875 Column Web Yielding:16.005 twc =1.0000 N =

tf(req'd) = 0.3645 in. tf >= tf(req'd), O.K. fwy =tc = 1.9547 in. tc = SQRT(8*B*b'/(p*Fyc)) Fwy =

2.4146 Column Web Crippling:Ra = 199.55 kips twc =

Ra >= P, O.K. N =Ra =

Bolt Bearing in Column Flange: Web Doubler Plate to Column Flange Welding:Rp = 1144.92 kips Rp = 1.2*Fu*tfc*db*Nb Rp >= R, O.K. Ldw =

fw = Column Web Yielding:

twc = 0.5900 in. twc = twN = 27.000 in. Assume: N = (Nr-1)*S W14x283

fwy = 1.47 ksi fwy = P/(twc*(N+5*k)) (AISC Eqn. K1-2)

Fwy = 23.76 ksi Fwy = 0.66*Fyc Fwy >= fwy, O.K. W14x233

W14x211

Column Web Crippling: W14x193

twc = 0.5900 in. twc = tw W14x176

N = 27.000 in. Assume: N = (Nr-1)*S (AISC Eqn. K1-4)

Ra = 672.26 kips Ra = 67.5*twc^2*(1+3*(N/d)*(twc/tf)^1.5)*SQRT(Fyc*tf/twc) W14x145

Ra >= Rwc, O.K. W14x132

Web Doubler Plate to Column Flange Welding: W14x120

Ldw = N.A. in. Ldw = 2*((Nr-1)*S+2*ED) W14x109

fw = N.A. kips/in. fw = P/Ldw W14x99

N.A. in. (size) W14x90

N.A. in. (size) 0.40*Fyd*td/((SQRT(2)/2)*0.30*70) W14x82

W14x74

W14x68

W14x61

Comments: W14x53

W14x48

W14x43

W14x38

W14x34

W14x30

W14x26

r =

d =b = a' =

a' =

r = r = b'/a'


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

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

w =w(max) =

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

I216

If tf < tf(req'd), either increase number of bolts (Nb), decrease bolt gage (g), increase bolt size/diameter (db), or increase tributary column flange length/bolt (p) by increasing bolt vertical spacing (S).

I220

If Ra < P, either increase number of bolts (Nb), decrease bolt gage (g), increase bolt size/diameter (db), or increase tributary column flange length/bolt (p) by increasing bolt vertical spacing (S).

I223

If Rp < R, either increase number of bolts (Nb) orincrease bolt size/diameter (db).

I229

If Fwy < fwy, then either increase number of bolts (Nb), increase bolt vertical spacing (S), or add/increase column web doubler plate thickness (td).

I235

If Ra < R, then either increase number of bolts (Nb), increase bolt vertical spacing (S), or add/increase column web doubler plate thickness (td).

I241

If weld size > maximum weld, then either add/increase column web doubler plate thickness (td), increase number of bolts (Nb), increase bolt vertical spacing (S), or use full penetration weld.


7 of 36 04/21/2023 04:15:58

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



Input Data: ######

Beam and Column Data: tw=0.44Beam Size = W14x43 bf=14.5


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

Beam End Reaction (Shear), R = 20.00 kips ED=1.25Beam Axial Force, P = 5.00 kips D1=3





Bolt Type (N, X, or SC) = SC StandardBolt Hole Type in Clip Angles = Standard tw=0.305 c=7 Oversized

Number of Bolts in Vert. Row, Nr = 3 tf=0.53 dc1=23.0000 in. ###

Bolt Vertical Spacing in Angles, S = 3.0000 in. ###Bolt Gage in Angle OSL's, g = 5.500 in. d=13.7 ###


Length of Flange Cope(s), c = 7.0000 in. bf=8 dc2=0Depth of Top Flange Cope, dc1 = 2.0000 in. c=0 ###

Depth of Bottom Flange Cope, dc2 = 0.0000 in. ### 3/16 in. Beam and Cope Nomenclature

Col. Web Doubler Plate Thk., td = 0.0000 in. ###Doubler Plate Yield Stress, Fyd = 36 in. ###Check Col. Web Bending/Shear? No ###


Beam: Column: ###A = 12.60 A = 26.50 in.^2 ###d = 13.700 d = 14.000 in. ###

tw = 0.305 tw = 0.440 in. ###bf = 8.000 bf = 14.500 in. ###tf = 0.530 tf = 0.710 in. Yesk = 1.1200 k = 1.3100 in. No

Rvg =(continued)

w




8 of 36 04/21/2023 04:15:58

Avn =Results: Rvn =


dh = 0.9375 in. dh = db+1/16 (Standard hole for 0.875 in. bolts in angles) Rbs =dhc = 0.9375 in. dhc = db+1/16 (Standard hole for 0.875 in. bolts in col. web) Clip Angles to Beam Web:Ab = 0.6013 in.^2 "C-shaped" Welding: (using AISC Table XXIII, page 4-79 and Alternate Method 2)

Fua = 58.0 ksi Fua = 58 for Fya = 36 (for angles) L =Fub = 65.0 ksi Fub = 65 for Fyb = 50 (for beam) kL =Fuc = 65.0 ksi Fuc = 65 for Fyc = 50 (for column) xL =



Fv = 16.64 ksi Fv = (Allow. shear stress from Table J3.2)*(1-ft*Ab/Tb) (for SC bolts)Co =Vb = 10.00 kips/bolt Vb = Fv*Ab (allowable shear/bolt) C(max) =


Ft = 44.00 ksi Ft = Allow. bolt tension stress from AISC Table J3.2 (for SC bolts)B = 26.46 kips/bolt B = Ft*Ab (allow. tension/bolt)


Prying Action and Clip Angle Bending at OSL's: Rwv =p = 2.7500 in. p = Min. of: S or S/2+ED (tributary angle length/bolt) Rwa =b = 2.2225 in. b = (g-tw)/2-ta Gross Shear Capacity of (2) Clip Angles at Beam Web:b' = 1.7850 in. b' = b-db/2 Avg =a = 1.4025 in. a = minimum of: (2*Lc+tw-g)/2 or 1.25*b Rvg =a' = 1.8400 in. a' = a+db/2 Gross Tension Capacity of (2) Clip Angles at Beam Web:

0.9701 Atg =d' = 0.9375 d' = dh Rtg =


31.697 k

1.0000 a



20.1302 ###

Ra = 9.70 kips ###

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







(continued)


q =


r = r = b'/a'




B56


B58


B66


B69


B70


I71


B74


B75


I76


I89


I93


I99



9 of 36 04/21/2023 04:15:58

###

###





###




###


















(continued)





I106


I110


I115


B135


B136


I138


I139


I140


I143


I147



10 of 36 04/21/2023 04:15:58


Beam Checks for Top Flange Coped Only: ho = Gross Shear Capacity of Beam Web for Top Flange Coped: e =

Avg = 3.569 in.^2 Avg = ho*tw yc =Rvg = 71.37 kips Rvg = 0.40*Fyb*Avg Rvg >= R, O.K. In =

Sn = Gross Tension Capacity of Beam for Top Flange Coped: c/ho =

Atg = 7.912 in.^2 Atg = A-(bf*tf+(dc1-tf)*tw) k =Rtg = 218.71 kips Rtg = (0.60*Fyb*Atg)*(1-(R/Rvg)^2) Rtg >= P, O.K. c/d =

f = Block Shear ("L-shaped") Capacity of Beam Web for Top Flange Coped: Fbc =

Av = 2.516 in.^2 Av = ((D1-dc1)+(Nr-1)*S+ED)*tw Rwb =At = 0.915 in.^2 At = (Lb-s)*tw Beam Checks for Both Flanges Coped:

Rbs = 78.80 kips Rbs = 0.30*Fub*Av+0.50*Fub*At Rbs >= R, O.K. Gross Shear Capacity of Beam Web for Both Flanges Coped:Avg =

Tension Tear-Out ("L-shaped") Capacity of Beam Web for Top Flange Coped: Rvg =Av = 0.915 in.^2 Av = (Lb-s)*tw Gross Tension Capacity of Beam for Both Flanges Coped:At = 2.516 in.^2 At = ((D1-dc1)+(Nr-1)*S+ED)*tw Atg =

Rto = 93.20 kips Rto = (0.30*Fub*Av+0.50*Fub*At)*(1-(R/Rbs)^2) Rtg =Rto >= P, O.K. Block Shear ("L-shaped") Capacity of Beam Web for Both Flanges Coped:

Tension Tear-Out ("U-shaped") Capacity of Beam Web for Top Flange Coped: Av =Av = 1.830 in.^2 Av = 2*(Lb-s)*tw At =At = 2.593 in.^2 At = ((Nr-1)*S+2*ED)*tw Rbs =

Rto = 119.94 kips Rto = (0.30*Fub*Av+0.50*Fub*At) Rto >= P, O.K. Tension Tear-Out ("L-shaped") Capacity of Beam Web for Both Flanges Coped:Av =

Web Buckling (Flexure) Capacity for Top Flange Coped: At =ho = 11.700 in. ho = d-dc1 Rto =

e = 7.500 in. e = c+s Tension Tear-Out ("U-shaped") Capacity of Beam Web for Both Flanges Coped:yc = 2.871 in. yc = (bf*tf^2/2+(ho-tf)*tw*(tf+(ho-tf)/2))/((ho-tf)*tw+bf*tf) Av =In = 100.17 in.^4 In=bf*tf^3/12+bf*tf*(yc-tf/2)^2+tw*(ho-tf)^3/12+(ho-tf)*tw*(tf+(ho-tf)/2-yc)^2At =

Sn = 11.35 in.^3 Sn = In/(ho-yc) Rto =c/ho = 0.598 c/ho = ratio for evaluating plate buckling coefficient (k) Web Buckling (Flexure) Capacity for Both Flanges Coped:

k = 5.135 If c/ho <= 1.0, then k = 2.2*(ho/c)^1.65, else k = 2.2*(ho/c) ho =c/d = 0.511 c/d = ratio for evaluating adjustment factor (f) of plate buckling model e =

f = 1.022 If c/d <= 1.0, then f = 2*(c/d), else f = 1+(c/d) yc =Fbc = 29.37 ksi Fbc = Min. of: (15,700*f*k*(tw/ho)^2 or 0.60*Fy)*(1-P/(0.60*Fy*Atg)) In =

Rwb = 44.43 kips Rwb = Fbc*Sn/e Rwb >= R, O.K. Sn =dc =

Column Checks: fd = Bolt Bearing in Column Web: Fbc =

twc = 0.440 in. twc = tw+td*(Fyd/Fyc) Rwb =Rp = 180.18 kips Rp = 1.2*Fu*twc*db*Nb Rp >= R, O.K. Column Checks:

Bolt Bearing in Column Web:twc =Rp =

Column Web Bending:twc =mp =

(continued)

I156


I160


I165


I171


I175


I188


I193

If Rp < R, either increase number of bolts (Nb), increase bolt size/diameter (db), or add/increase web doubler plate (td).


11 of 36 04/21/2023 04:15:58

a =b =

Column Checks (continued): c = Column Web Bending: (assume LRFD "yield line" theory and convert results back to ASD) L =

twc = N.A. in. twc = tw+td*(Fyd/Fyc)mp = N.A. kips mp = 0.25*Fyc*twc^2Tc = N.A. in. Tc = dc-2*kc Pa =a = N.A. in. a = (Tc-c)/2 Column Web Out of Plane Shear:b = N.A. in. b = a = (Tc-c)/2 twc =c = N.A. in. c = g fv =L = N.A. in. L = (Nr-1)*S Fv =

N.A. Web Doubler Plate to Column Flange Welding:N.A. kips Ldw =

Pa = N.A. kips fw =

Column Web Out of Plane Shear:twc = N.A. in. twc = tw+td*(Fyd/Fyc) W14x665

fv = N.A. ksi fv = (P/Nb)/(twc*(S-dhc)) W14x605

Fv = N.A. ksi Fv = 0.4*Fyc W14x550

W14x500






W14x311

W14x283

W14x257

Comments: W14x233

W14x211

W14x193

W14x176

W14x159

W14x145

W14x132

W14x120

W14x109

W14x99

W14x90

W14x82

W14x74

W14x68

W14x61

W14x53

W14x48

W14x43

W14x38

W14x34

W14x30

W14x26

f =fPn =

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

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

w(max) =


I215

If Pa < P, then either increase number of bolts (Nb), increase bolt vertical spacing (S), or add/increase column web doubler plate thickness (td).

I219

If Fv < fv, then either or add/increase column web doubler plate thickness (td), increase number of bolts (Nb), or increase bolt size/diameter (db).

I226



12 of 36 04/21/2023 04:15:58

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



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

Beam and Girder Data: g=5.5 ta=0.375 ###Beam Size = W24x76 ED=1.25Girder Size = W36x280 D1=3.25

Beam Yield Stress, Fyb = 36 ksi Nr=6 S ###Girder Yield Stress, Fyg = 36 ksi S P=10 k

Connection Loadings: R= 65 k ###Beam End Reaction (Shear), R = 65.00 kips Lc=4 ###

Beam Axial Force, P = 10.00 kips s=0.5 ### Lb=3.5 ###

Connection Data and Parameters: ###Angle Leg (OSL) at Girder, Lc = 4.000 in. General Nomenclature

Angle Leg at Beam Web, Lb = 3.500 in. A325Angle Leg Thickness, ta = 0.3750 in. tw=0.44 c=6.25 A490

Yield Stress of Angles, Fya = 36 ksi tf=0.68 dc1=2Diameter of Bolts, db = 0.875 in. X

ASTM Bolt Desig. (A325 or A490) = A325 SCBolt Type (N, X, or SC) = SC d=23.9 Standard

Bolt Hole Type in Clip Angles = Standard OversizedNumber of Bolts in Vert. Row, Nr = 6 ###

3.2500 in. bf=8.99 dc2=0Bolt Vertical Spacing in Angles, S = 3.0000 in. c=0 ###

Bolt Gage in Angle OSL's, g = 5.500 in. ###Edge Distance for Angles, ED = 1.250 in. Beam and Cope Nomenclature

Beam Setback Distance, s = 0.5000 in. ###Length of Flange Cope(s), c = 6.2500 in. ###

Depth of Top Flange Cope, dc1 = 2.0000 in. ###Depth of Bottom Flange Cope, dc2 = 0.0000 in. ###

3/16 in. ###Girder Web Doubler Plate Thk., td = 0.0000 in. ###

Doubler Plate Yield Stress, Fyd = 36 in. ###Check Girder Web Bending/Shear? No ###


Beam: Girder: ###A = 22.40 A = 82.40 in.^2 ###d = 23.900 d = 36.500 in. ###

tw = 0.440 tw = 0.885 in. ###bf = 8.990 bf = 16.600 in. ###tf = 0.680 tf = 1.570 in. Yesk = 1.1800 k = 2.5200 in. No

Rvg =(continued)

w




13 of 36 04/21/2023 04:15:58

Avn =Results: Rvn =


dh = 0.9375 in. dh = db+1/16 (Standard hole for 0.875 in. bolts in angles) Rbs =dhg = 0.9375 in. dhg = db+1/16 (Standard hole for 0.875 in. bolts in girder web) Clip Angles to Beam Web:Ab = 0.6013 in.^2 "C-shaped" Welding: (using AISC Table XXIII, page 4-79 and Alternate Method 2)

Fua = 58.0 ksi Fua = 58 for Fya = 36 (for angles) L =Fub = 58.0 ksi Fub = 58 for Fyb = 36 (for beam) kL =Fug = 58.0 ksi Fug = 58 for Fyg = 36 (for girder) xL =



Fv = 16.64 ksi Fv = (Allow. shear stress from Table J3.2)*(1-ft*Ab/Tb) (for SC bolts)Co =Vb = 10.00 kips/bolt Vb = Fv*Ab (allowable shear/bolt) C(max) =


Ft = 44.00 ksi Ft = Allow. bolt tension stress from AISC Table J3.2 (for SC bolts)B = 26.46 kips/bolt B = Ft*Ab (allow. tension/bolt)


Prying Action and Clip Angle Bending at OSL's: Rwv =p = 2.7500 in. p = Min. of: S or S/2+ED (tributary angle length/bolt) Rwa =b = 2.1550 in. b = (g-tw)/2-ta Gross Shear Capacity of (2) Clip Angles at Beam Web:b' = 1.7175 in. b' = b-db/2 Avg =a = 1.4700 in. a = minimum of: (2*Lc+tw-g)/2 or 1.25*b Rvg =a' = 1.9075 in. a' = a+db/2 Gross Tension Capacity of (2) Clip Angles at Beam Web:

0.9004 Atg =d' = 0.9375 d' = dh Rtg =


34.151 k

1.0000 a



20.0494 ###

Ra = 20.17 kips ###

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







(continued)


q =


r = r = b'/a'




B56


B58


B66


B69


B70


I71


B74


B75


I76


I89


I93


I99



14 of 36 04/21/2023 04:15:58

###

###





###




###


















(continued)





I106


I110


I115


B135


B136


I138


I139


I140


I143


I147



15 of 36 04/21/2023 04:15:58


Beam Checks for Top Flange Coped Only: ho = Gross Shear Capacity of Beam Web for Top Flange Coped: e =

Avg = 9.636 in.^2 Avg = ho*tw yc =Rvg = 138.76 kips Rvg = 0.40*Fyb*Avg Rvg >= R, O.K. In =

Sn = Gross Tension Capacity of Beam for Top Flange Coped: c/ho =

Atg = 15.706 in.^2 Atg = A-(bf*tf+(dc1-tf)*tw) k =Rtg = 264.81 kips Rtg = (0.60*Fyb*Atg)*(1-(R/Rvg)^2) Rtg >= P, O.K. c/d =

f = Block Shear ("L-shaped") Capacity of Beam Web for Top Flange Coped: Fbc =

Av = 7.700 in.^2 Av = ((D1-dc1)+(Nr-1)*S+ED)*tw Rwb =At = 1.320 in.^2 At = (Lb-s)*tw Beam Checks for Both Flanges Coped:

Rbs = 172.26 kips Rbs = 0.30*Fub*Av+0.50*Fub*At Rbs >= R, O.K. Gross Shear Capacity of Beam Web for Both Flanges Coped:Avg =

Tension Tear-Out ("L-shaped") Capacity of Beam Web for Top Flange Coped: Rvg =Av = 1.320 in.^2 Av = (Lb-s)*tw Gross Tension Capacity of Beam for Both Flanges Coped:At = 7.700 in.^2 At = ((D1-dc1)+(Nr-1)*S+ED)*tw Atg =

Rto = 211.20 kips Rto = (0.30*Fub*Av+0.50*Fub*At)*(1-(R/Rbs)^2) Rtg =Rto >= P, O.K. Block Shear ("L-shaped") Capacity of Beam Web for Both Flanges Coped:

Tension Tear-Out ("U-shaped") Capacity of Beam Web for Top Flange Coped: Av =Av = 2.640 in.^2 Av = 2*(Lb-s)*tw At =At = 7.700 in.^2 At = ((Nr-1)*S+2*ED)*tw Rbs =

Rto = 269.24 kips Rto = (0.30*Fub*Av+0.50*Fub*At) Rto >= P, O.K. Tension Tear-Out ("L-shaped") Capacity of Beam Web for Both Flanges Coped:Av =


e = 6.750 in. e = c+s Tension Tear-Out ("U-shaped") Capacity of Beam Web for Both Flanges Coped:yc = 6.957 in. yc = (bf*tf^2/2+(ho-tf)*tw*(tf+(ho-tf)/2))/((ho-tf)*tw+bf*tf) Av =In = 793.55 in.^4 In=bf*tf^3/12+bf*tf*(yc-tf/2)^2+tw*(ho-tf)^3/12+(ho-tf)*tw*(tf+(ho-tf)/2-yc)^2At =

Sn = 53.11 in.^3 Sn = In/(ho-yc) Rto =c/ho = 0.285 c/ho = ratio for evaluating plate buckling coefficient (k) Web Buckling (Flexure) Capacity for Both Flanges Coped:

k = 17.416 If c/ho <= 1.0, then k = 2.2*(ho/c)^1.65, else k = 2.2*(ho/c) ho =c/d = 0.262 c/d = ratio for evaluating adjustment factor (f) of plate buckling model e =

f = 0.523 If c/d <= 1.0, then f = 2*(c/d), else f = 1+(c/d) yc =Fbc = 20.96 ksi Fbc = Min. of: (15,700*f*k*(tw/ho)^2 or 0.60*Fy)*(1-P/(0.60*Fy*Atg)) In =

Rwb = 164.93 kips Rwb = Fbc*Sn/e Rwb >= R, O.K. Sn =dc =

Girder Checks: fd = Bolt Bearing in Girder Web: Fbc =

twg = 0.8850 in. twg = tw+td*(Fyd/Fyg) Rwb =Rp = 646.76 kips Rp = 1.2*Fu*twg*db*Nb Rp >= R, O.K. Girder Checks:

Bolt Bearing in Girder Web:twg =Rp =

Girder Web Bending:twg =mp =

(continued)

I156


I160


I165


I171


I175


I188


I193



16 of 36 04/21/2023 04:15:58

a =b =

Girder Checks (continued): c = Girder Web Bending: (assume LRFD "yield line" theory and convert results back to ASD) L =

twg = N.A. in. twg = tw+td*(Fyd/Fyg)mp = N.A. kips mp = 0.25*Fyg*twg^2Tc = N.A. in. Tg = dg-2*kg Pa =a = N.A. in. a = D1-kg Girder Web Out of Plane Shear:b = N.A. in. b = Tg-(a+c) twg =c = N.A. in. c = (Nr-1)*S Rw =L = N.A. in. L = g fv =

N.A. Fv =N.A. kips Web Doubler Plate to Girder Flange Welding:

Pa = N.A. kips Ldw =fw =

Girder Web Out of Plane Shear:twg = N.A. in. twg = tw+td*(Fyd/Fyg)Rw = N.A. kips VOIDED Calc's. in "Red":

fv = N.A. ksi fv = Rw/(twg*(g-dhg)) twg =Fv = N.A. ksi Fv = 0.4*Fyg Mw =

fb = Web Doubler Plate to Girder Flange Welding: Fb =

Ldw = N.A. in. Ldw = 2*((Nr-1)*S+2*ED)fw = N.A. kips/in. fw = P/Ldw a =

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

#########

Comments: ###############################################################

f =fPn =

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

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

w =w(max) =


I215

If Pa < P, then either increase number of bolts (Nb), increase bolt vertical spacing (S), or add/increase girder web doubler plate thickness (td).

I220


I227



17 of 36 04/21/2023 04:15:58

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



Input Data: ######

Beam and Support Data: tf=0.94 ###Beam Size = W36x160 d=14.5 ###


Column Yield Stress, Fyc = 36 ksi Face of Col. Flange ###Connection Loadings: g=5.5 ta=0.375 ###

Beam End Reaction (Shear), R = 65.00 kips ED=1.25 D2 =2 ###Beam Axial Force, P = 30.00 kips D1=3.5





Bolt Type (N, X, or SC) = SC StandardBolt Hole Type in Clip Angles = Standard tw=0.65 c=8.5 Oversized

Number of Bolts in Vert. Row, Nr = 10 tf=1.02 dc1=2.753.5000 in. ###2.0000 in. ###

Bolt Vertical Spacing in Angles, S = 3.0000 in. d=36 ###Bolt Gage in Angle OSL's, g = 5.500 in. ###

Edge Distance for Angles, ED = 1.250 in. ###Beam Setback Distance, s = 0.5000 in. bf=12 dc2=0

Length of Flange Cope(s), c = 8.5000 in. c=0 ###Depth of Top Flange Cope, dc1 = 2.7500 in. ###

Depth of Bottom Flange Cope, dc2 = 0.0000 in. Beam and Cope NomenclatureCol. Web Doubler Plate Thk., td = 0.0000 in. ###Doubler Plate Yield Stress, Fyd = 36 in. ###

YesMember Properties: No

Beam: Column: Bolt Bearing Capacity of (2) Clip Angles at OSL's:A = 47.00 A = 35.30 in.^2 C1 =d = 36.000 d = 14.500 in. C2 =

tw = 0.650 tw = 0.590 in. Rpe =bf = 12.000 bf = 14.700 in. Rps =tf = 1.020 tf = 0.940 in. Rp =k = 1.7700 k = 1.5400 in. Gross Shear Capacity of (2) Clip Angles at OSL's:

Avg =Rvg =

(continued)

Dist. from Top/Beam to Bolts, D1 =Dist. from Support to Bolts, D2 =


18 of 36 04/21/2023 04:15:58

Avn =Results: Rvn =


dh1 = 0.9375 in. dh1 = db+1/16 (Standard hole for 0.875 in. bolts in angles) Rbs =dh2 = 0.9375 in. dh2 = db+1/16 (Standard hole for 0.875 in. bolts in beam/col. webs) Clip Angles to Beam Web:Ab = 0.6013 in.^2 Bolt Shear (Double-Shear):

Fua = 58.0 ksi Fua = 58 for Fya = 36 (for angles) Nb =Fub = 58.0 ksi Fub = 58 for Fyb = 36 (for beam) Pr =Fuc = 58.0 ksi Fuc = 58 for Fyc = 36 (for column)

vb =Clip Angles to Support: Fv = Bolt Tension and Shear: (Note: eccentricity between C.L.'s of beam and connection is ignored)Vb =

Nb = 20 bolts Nb = 2*Nr (total number of bolts at support connection) Rbr =Tb = 39.0 kips Tb = Pretension from AISC Table J3.7, page 5-77 (for A325 bolts) Rbv =vb = 3.25 kips/bolt vb = R/Nb (actual shear/bolt) Rba =fv = 5.40 ksi fv = vb/Ab (actual bolt shear stress) Bolt Bearing Capacity of (2) Clip Angles at Beam Web (for Vertical):

Fv = 16.35 ksi Fv = (Allow. shear stress from Table J3.2)*(1-ft*Ab/Tb) (for SC bolts)C1 =Vb = 9.83 kips/bolt Vb = Fv*Ab (allowable shear/bolt) C2 =

Rbv = 196.59 kips Rbv = Nb*Vb (allow. shear load) Rbv >= R, O.K. Rpe =T = 1.50 kips/bolt T = P/Nb (actual tension/bolt) Rps =ft = 2.49 ksi ft = T/Ab (actual bolt tension stress) Rpv =

Ft = 44.00 ksi Ft = Allow. bolt tension stress from AISC Table J3.2 (for SC bolts) Bolt Bearing Capacity of (2) Clip Angles at Beam Web (for Axial):B = 26.46 kips/bolt B = Ft*Ab (allow. tension/bolt) C1 =

Rbt = 529.16 kips Rbt = Nb*B (allow. tension load) Rbt >= P, O.K. C2 =Rpe =

Prying Action and Clip Angle Bending at OSL's: Rps =p = 2.7500 in. p = Min. of: S or S/2+ED (tributary angle length/bolt) Rpa =b = 2.0500 in. b = (g-tw)/2-ta Gross Shear Capacity of (2) Clip Angles at Beam Web:b' = 1.6125 in. b' = b-db/2 Avg =a = 1.5750 in. a = minimum of: (bfc-g)/2 , (2*Lc+twb-g)/2 , or 1.25*b Rvg =a' = 2.0125 in. a' = a+db/2 Net Shear Capacity of (2) Clip Angles at Beam Web:

0.8012 Avn =d' = 0.9375 d' = dh1 Rvn =

0.6591 Gross Tension Capacity of (2) Clip Angles at Beam Web:20.766 Atg =1.0000 Rtg =

ta(req'd) = 0.343 in. ta >= ta(req'd), O.K. Net Tension Capacity of (2) Clip Angles at Beam Web:tc = 1.857 in. tc = SQRT(8*B*b'/(p*Fya)) Atn =

19.8083 Rtn =Ra = 35.81 kips Block Shear ("L-shaped") Capacity of (2) Clip Angles at Beam Web:

Ra >= P, O.K. Av = Bolt Bearing Capacity of (2) Clip Angles at OSL's: At =

C1 = 0 in. C1 = Spacing increment from AISC Table J3.4, page 5-76 Rbs =C2 = 0 in. C2 = Edge distance increment from AISC Table J3.6, page 5-76 Tension Tear-Out ("L-shaped") Capacity of (2) Clip Angles at Beam Web:

Rpe = 27.19 kips Rpe = 2*(0.50*Fua*(ED-C2)*ta)*(1) Av =Rps = 411.08 kips Rps = 2*(1.2*Fua*db*ta)*(Nr-1) (C1 is not applicable for S >= 3*db) At =Rp = 438.26 kips Rp = Rpe+Rps <= 2*(1.2*Fua*db*ta)*(Nr) Rp >= R, O.K. Rto =

(continued)

Ab = p*db^2/4

q =

r = r = b'/a'




B56


B58


B66


B69


B70


B71

Allowable Shear Load on Bolts (kips) ASTM Nominal Diameter, d (in.) Designation 5/8 3/4 7/8 1 1-1/8 1-1/4 1-3/8 1-1/2 A325-SC 5.22 7.51 10.2 13.4 16.9 20.9 25.2 30.0 A325-N 6.4 9.3 12.6 16.5 20.9 25.8 31.2 37.1 A325-X 9.2 13.3 18.0 23.6 29.8 36.8 44.5 53.0 A490-SC 6.44 9.28 12.6 16.5 20.9 25.8 31.2 37.1 A490-N 8.6 12.4 16.8 22.0 27.8 34.4 41.6 49.5 A490-X 12.3 17.7 24.1 31.4 39.8 49.1 59.4 70.7 Note: Values above are taken from AISC Table I-D, page 4-5, and are for bolts in single shear based on gross (nominal) area assuming NO tension.

I71


B74


B75


I76


I89


I93


I99



19 of 36 04/21/2023 04:15:58

Av =At =

Clip Angles to Support (continued): Rto = Gross Shear Capacity of (2) Clip Angles at OSL's: Beam Checks for Uncoped Flanges:

Avg = 22.125 in.^2 Avg = 2*((Nr-1)*S+(2*ED))*ta Bolt Bearing Capacity of Beam Web (for Vertical):Rvg = 318.60 kips Rvg = 0.40*Fya*Avg Rvg >= R, O.K. C1 =

C2 = Net Shear Capacity of (2) Clip Angles at OSL's: Rpe =

Avn = 15.094 in.^2 Avn = Avg-2*(Nr*dh1*ta) Rps =Rvn = 262.63 kips Rvn = 0.30*Fua*Avn <= 0.40*Fya*Avg Rvn >= R, O.K. Rpv =

Bolt Bearing Capacity of Beam Web (for Axial): Block Shear ("L-shaped") Capacity of (2) Clip Angles at OSL's: C1 =

Av = 14.508 in.^2 Av = 2*((ED+(Nr-1)*S)-((Nr-1)*dh1+dh1/2))*ta C2 =At = 0.830 in.^2 At = 2*((2*Lc+tw-g)/2-dh1/2)*ta Rpe =

Rbs = 276.50 kips Rbs = 0.30*Fua*Av+0.50*Fua*At Rbs >= R, O.K. Rps =Rpa =

Clip Angles to Beam Web: Gross Shear Capacity of Beam Web: Bolt Shear (Double-Shear): (Note: eccentricity = D2 is neglected per AISC, Vol. II: "Connections")Avg =

Nb = 10 bolts Nb = Nr (total number of bolts at beam connection) Rvg =Pr = 71.59 kips Pr = SQRT(R^2+P^2) (resultant load) Net Shear Capacity of Beam Web:

24.78 deg. Avn =vb = 6.50 kips/bolt vb = R/Nb (actual shear/bolt) Rvn =Fv = 17.00 ksi Fv = Allow. shear stress from AISC Table J3.2, page 5-73 (for SC bolts) Gross Tension Capacity of Beam:Vb = 20.44 kips/bolt Vb = (2)*Fv*Ab (allow. shear/bolt, where 2 is for Double-Shear) Atg =

Rbr = 204.45 kips Rbr = Nb*Vb (allow. end shear) Rtg =Rbv = 185.63 kips Rbv >= R, O.K. Net Tension Capacity of Beam:Rba = 85.68 kips Rba >= P, O.K. Atn =

Rtn = Bolt Bearing Capacity of (2) Clip Angles at Beam Web (for Vertical): Block Shear ("L-shaped") Capacity of Beam Web:

C1 = 0 in. C1 = Spacing increment from AISC Table J3.4, page 5-76 Av =C2 = 0 in. C2 = Edge distance increment from AISC Table J3.6, page 5-76 At =

Rpe = 27.19 kips Rpe = 2*(0.50*Fua*(ED-C2)*ta)*(1) Rbs =Rps = 411.08 kips Rps = 2*(1.2*Fua*db*ta)*(Nr-1) (C1 is not applicable for S >= 3*db) Tension Tear-Out ("L-shaped") Capacity of Beam Web:Rpv = 438.26 kips Rpv = Rpe+Rps <= 2*(1.2*Fua*db*ta)*(Nr) Rpv >= R, O.K. Av =

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

C1 = N.A. in. C1 = Spacing increment (not applicable for all edge bolts) Tension Tear-Out ("U-shaped") Capacity of Beam Web:C2 = 0 in. C2 = Edge distance increment from AISC Table J3.6, page 5-76 Av =

Rpe = 456.75 kips Rpe = 2*(1.2*Fua*db*ta)*(Nr) (C2 not applicable for (Lb-D2) >= 1.5*db)At =Rps = N.A. kips Rps = not applicable, since all edge bolts for bearing due to axial loadRto =Rpa = 446.70 kips Rpa = (Rpe+Rps)*(1-(R/Rpv)^2) <= 2*(1.2*Fua*db*ta)*(Nr)*(1-(R/Rpv)^2) Beam Checks for Top Flange Coped Only:

Rpa >= P, O.K. Bolt Bearing Capacity of Beam Web (for Vertical): Gross Shear Capacity of (2) Clip Angles at Beam Web: C1 =

Avg = 22.125 in.^2 Avg = 2*((Nr-1)*S+(2*ED))*ta C2 =Rvg = 318.60 kips Rvg = 0.40*Fya*Avg Rvg >= R, O.K. Rpe =

Rps = Net Shear Capacity of (2) Clip Angles at Beam Web: Rpv =

Avn = 15.094 in.^2 Avn = Avg-2*(Nr*dh1*ta) Bolt Bearing Capacity of Beam Web (for Axial):Rvn = 262.63 kips Rvn = 0.30*Fua*Avn <= 0.40*Fya*Avg Rvn >= R, O.K. C1 =

(continued)

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

Rbv = Rbr*COSq (vertical)Rba = Rbr*SINq (axial)

I106


I110


I115


B123


B124


I126

If Rbv < R, then either increase clip angle thickness (ta), increase number of bolts (Nb), increase bolt spacing (S), or increase bolt size/diameter (db).

I127

If Rba < P, then either increase clip angle thickness (ta), increase number of bolts (Nb), increase bolt spacing (S), or increase bolt size/diameter (db).

I134

If Rpv < R, then either increase clip angle thickness (ta), increase number of bolts (Nb), increase bolt spacing (S), or increase bolt size/diameter (db).

I142

If Rpa < P, then either increase clip angle thickness (ta), increase number of bolts (Nb), increase bolt spacing (S), or increase bolt size/diameter (db).

I145


I149



20 of 36 04/21/2023 04:15:58

Rpe =Rps =

Clip Angles to Beam Web (continued): Rpa = Gross Tension Capacity of (2) Clip Angles at Beam Web: Gross Shear Capacity of Beam Web for Top Flange Coped:

Atg = 22.125 in.^2 Atg = 2*((Nr-1)*S+(2*ED))*ta ho =Rtg = 458.01 kips Rtg = (0.60*Fya*Atg)*(1-(R/Rvg)^2) Rtg >= P, O.K. Avg =

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

Atn = 14.625 in.^2 Atn = Atg-2*(Nr*(dh1+1/16)*ta) <= 0.85*Atg Avn =Rtn = 398.15 kips Rtn = (0.50*Fua*Atn)*(1-(R/Rvn)^2) <= (0.60*Fya*Atg)*(1-(R/Rvn)^2)Rvn =

Rtn >= P, O.K. Gross Tension Capacity of Beam for Top Flange Coped: Block Shear ("L-shaped") Capacity of (2) Clip Angles at Beam Web: Atg =

Av = 14.508 in.^2 Av = 2*((ED+(Nr-1)*S)-((Nr-1)*dh1+dh1/2))*ta Rtg =At = 0.773 in.^2 At = 2*((Lb-D2)-dh/2)*ta Net Tension Capacity of Beam for Top Flange Coped:

Rbs = 274.87 kips Rbs = 0.30*Fua*Av+0.50*Fua*At Rbs >= R, O.K. Atn =Rtn =

Tension Tear-Out ("L-shaped") Capacity of (2) Clip Angles at Beam Web: Block Shear ("L-shaped") Capacity of Beam Web for Top Flange Coped:Av = 0.773 in.^2 Av = 2*((Lb-D2)-dh1/2)*ta Av =At = 14.508 in.^2 At = 2*((ED+(Nr-1)*S)-((Nr-1)*dh1+dh1/2))*ta At =

Rto = 409.90 kips Rto = (0.30*Fua*Av+0.50*Fua*At)*(1-(R/Rbs)^2) Rbs =Rto >= P, O.K. Tension Tear-Out ("L-shaped") Capacity of Beam Web for Top Flange Coped:

Tension Tear-Out ("U-shaped") Capacity of (2) Clip Angles at Beam Web: Av =Av = 1.547 in.^2 Av = 2*(2*((Lb-D2)-dh1/2))*ta At =At = 13.922 in.^2 At = 2*((Nr-1)*S-(Nr-1)*dh1)*ta Rto =

Rto = 430.65 kips Rto = (0.30*Fua*Av+0.50*Fua*At) Rto >= P, O.K. Tension Tear-Out ("U-shaped") Capacity of Beam Web for Top Flange Coped:Av =

Beam Checks for Top Flange Coped Only: At = Bolt Bearing Capacity of Beam Web (for Vertical): Rto =

C1 = 0 in. C1 = Spacing increment from AISC Table J3.4, page 5-76 Web Buckling (Flexure) Capacity for Top Flange Coped:C2 = 0 in. C2 = Edge distance increment from AISC Table J3.6, page 5-76 ho =

Rpe = 14.14 kips Rpe = 0.50*Fub*((D1-dc1)-C2)*tw*(1) e =Rps = 356.26 kips Rps = 1.2*Fub*db*tw*(Nr-1) (C1 is not applicable for S >= 3*db) yc =Rpv = 370.40 kips Rpv = Rpe+Rps <= 1.2*Fub*db*tw*(Nr) Rpv >= R, O.K. In =

Sn = Bolt Bearing Capacity of Beam Web (for Axial): c/ho =

C1 = N.A. in. C1 = Spacing increment (not applicable for all edge bolts) k =C2 = 0 in. C2 = Edge distance increment from AISC Table J3.6, page 5-76 c/d =

Rpe = 395.85 kips Rpe = 1.2*Fub*db*tw*(Nr) (C2 is not applicable for (D2-s) >= 1.5*db) f =Rps = N.A. kips Rps = not applicable, since all are edge bolts for bearing due to axial loadFbc =Rpa = 383.66 kips Rpa = (Rpe+Rps)*(1-(R/Rpv)^2) <= 1.2*Fub*db*tw*(Nr)*(1-(R/Rpv)^2)Rwb =

Rpa >= P, O.K. Beam Checks for Both Flanges Coped: Gross Shear Capacity of Beam Web for Top Flange Coped: Bolt Bearing Capacity of Beam Web (for Vertical):

ho = 33.250 in. ho = d-dc1 C1 =Avg = 21.613 in.^2 Avg = ho*tw C2 =Rvg = 311.22 kips Rvg = 0.40*Fyb*Avg Rvg >= R, O.K. Rpe =

Rps = Net Shear Capacity of Beam Web for Top Flange Coped: Rpv =

Avn = 15.519 in.^2 Avn = (ho-Nr*dh2)*tw Bolt Bearing Capacity of Beam Web (for Axial):Rvn = 270.03 kips Rvn = 0.3*Fub*Avn <= 0.40*Fyb*Avg Rvn >= R, O.K. C1 =

(continued)

I156

If Rtg < P, then either increase clip angle thickness (ta), increase number of bolts (Nb), increase bolt spacing (S), or increase bolt size/diameter (db).

I161

If Rtn < P, then either increase clip angle thickness (ta), increase number of bolts (Nb), increase bolt spacing (S), or increase bolt size/diameter (db).

I165


I171

If Rto < R, then either increase clip angle thickness (ta), increase number of bolts (Nb), increase bolt spacing (S), or increase bolt size/diameter (db).

I175


I183


I191

If Rpa < R, then either increase clip angle thickness (ta), increase number of bolts (Nb), increase bolt spacing (S), or increase bolt size/diameter (db).

I195


I199



21 of 36 04/21/2023 04:15:58

Rpe =Rps =

Beam Checks for Top Flange Coped Only (continued): Rpa = Gross Tension Capacity of Beam for Top Flange Coped: Gross Shear Capacity of Beam Web for Both Flanges Coped:

Atg = 33.636 in.^2 Atg = A-(bf*tf+(dc1-tf)*tw) ho =Rtg = 694.84 kips Rtg = (0.60*Fyb*Atg)*(1-(R/Rvg)^2) Rtg >= P, O.K. Avg =

Rvg = Net Tension Capacity of Beam for Top Flange Coped: Net Shear Capacity of Beam Web for Both Flanges Coped:

Atn = 27.136 in.^2 Atn = Atg-(Nr*(dh2+1/16))*tw <= 0.85*Atg Avn =Rtn = 684.43 kips Rtn = (0.50*Fub*Atn)*(1-(R/Rvn)^2) <= (0.60*Fyb*Atg)*(1-(R/Rvn)^2)Rvn =

Rtn >= P, O.K. Gross Tension Capacity of Beam for Both Flanges Coped: Block Shear ("L-shaped") Capacity of Beam Web for Top Flange Coped: Atg =

Av = 12.248 in.^2 Av = ((D1-dc1)+(Nr-1)*S-((Nr-1)*dh2+dh2/2))*tw Rtg =At = 0.670 in.^2 At = ((D2-s)-dh2/2)*tw Net Tension Capacity of Beam for Both Flanges Coped:

Rbs = 232.56 kips Rbs = 0.30*Fub*Av+0.50*Fub*At Rbs >= R, O.K. Atn =Rtn =

Tension Tear-Out ("L-shaped") Capacity of Beam Web for Top Flange Coped: Block Shear ("L-shaped") Capacity of Beam Web for Both Flanges Coped:Av = 0.670 in.^2 Av = ((D2-s)-dh2/2)*tw Av =At = 12.248 in.^2 At = ((D1-dc1)+(Nr-1)*S-((Nr-1)*dh2+dh2/2))*tw At =

Rto = 338.21 kips Rto = (0.30*Fub*Av+0.50*Fub*At)*(1-(R/Rbs)^2) Rbs =Rto >= P, O.K. Tension Tear-Out ("L-shaped") Capacity of Beam Web for Both Flanges Coped:

Tension Tear-Out ("U-shaped") Capacity of Beam Web for Top Flange Coped: Av =Av = 1.341 in.^2 Av = 2*((D2-s)-dh2/2)*tw At =At = 12.066 in.^2 At = ((Nr-1)*S-(Nr-1)*dh2)*tw Rto =

Rto = 373.23 kips Rto = (0.30*Fub*Av+0.50*Fub*At) Rto >= P, O.K. Tension Tear-Out ("U-shaped") Capacity of Beam Web for Both Flanges Coped:Av =


e = 9.000 in. e = c+s Web Buckling (Flexure) Capacity for Both Flanges Coped:yc = 11.004 in. yc = (bf*tf^2/2+(ho-tf)*tw*(tf+(ho-tf)/2))/((ho-tf)*tw+bf*tf) ho =In = 3949.93 in.^4 In=bf*tf^3/12+bf*tf*(yc-tf/2)^2+tw*(ho-tf)^3/12+(ho-tf)*tw*(tf+(ho-tf)/2-yc)^2e =

Sn = 177.56 in.^3 Sn = In/(ho-yc) yc =c/ho = 0.256 c/ho = ratio for evaluating plate buckling coefficient (k) In =

k = 20.885 If c/ho <= 1.0, then k = 2.2*(ho/c)^1.65, else k = 2.2*(ho/c) Sn =c/d = 0.236 c/d = ratio for evaluating adjustment factor (f) of plate buckling model dc =

f = 0.472 If c/d <= 1.0, then f = 2*(c/d), else f = 1+(c/d) fd =Fbc = 20.71 ksi Fbc = Min. of: (15,700*f*k*(tw/ho)^2 or 0.60*Fy)*(1-P/(0.60*Fy*Atg))Fbc =

Rwb = 408.54 kips Rwb = Fbc*Sn/e Rwb >= R, O.K. Rwb =Column Checks: Prying Action and Column Flange Bending: (based on Standard sized holes in column flange)

twc =p =b =b' =a =a' =

d' =

(continued)

r =

d =

I206


I211

If Rtn < R, then either increase beam web thickness (tw) or add beam web doubler plate(s).

I215


I221


I225


I238



22 of 36 04/21/2023 04:15:58

tf(req'd) =Column Checks: tc =Prying Action and Column Flange Bending

twc = 0.5900 in. twc = tw Ra =p = 3.0000 in. p = S (for bolts in column flange)b = 2.4550 in. b = (g-tw)/2 Bolt Bearing in Column Flange:b' = 2.0175 in. b' = b-db/2 Rp =a = 1.5750 in. a = minimum of: (bfc-g)/2 , (2*Lc+twb-g)/2 , or 1.25*b Column Web Yielding:a' = 2.0125 in. a' = a+db/2 twc =

1.0025 N =d' = 0.9375 in. d' = dh = db+1/16 (for Standard sized holes in column flange) fwy =

0.6875 Fwy =16.597 Column Web Crippling:1.0000 twc =

tf(req'd) = 0.3645 in. tf >= tf(req'd), O.K. N =tc = 1.9885 in. tc = SQRT(8*B*b'/(p*Fyc)) Ra =

2.5241 Web Doubler Plate to Column Flange Welding:Ra = 199.55 kips Ldw =

Ra >= P, O.K. fw =

Bolt Bearing in Column Flange:Rp = 1144.92 kips Rp = 1.2*Fu*tfc*db*Nb Rp >= R, O.K. W12x40

W12x35

Column Web Yielding: W12x30

twc = 0.5900 in. twc = tw W12x26

N = 27.000 in. Assume: N = (Nr-1)*S W12x22

fwy = 1.47 ksi fwy = P/(twc*(N+5*k)) (AISC Eqn. K1-2)

Fwy = 23.76 ksi Fwy = 0.66*Fyc Fwy >= fwy, O.K. W12x16

W12x14

Column Web Crippling: W10x112

twc = 0.5900 in. twc = tw W10x100

N = 27.000 in. Assume: N = (Nr-1)*S (AISC Eqn. K1-4)

Ra = 672.26 kips Ra = 67.5*twc^2*(1+3*(N/d)*(twc/tf)^1.5)*SQRT(Fyc*tf/twc) W10x77

Ra >= Rwc, O.K. W10x68






W10x33

W10x30

W10x26

Comments: W10x22

W10x19

W10x17

W10x15

W10x12

W8x67

W8x58

a' =

a' =

r = r = b'/a'


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

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

w =w(max) =


I266

If tf < tf(req'd), either increase number of bolts (Nb), decrease bolt gage (g), increase bolt size/diameter (db), or increase tributary column flange length/bolt (p) by increasing bolt vertical spacing (S).

I270

If Ra < P, either increase number of bolts (Nb), decrease bolt gage (g), increase bolt size/diameter (db), or increase tributary column flange length/bolt (p) by increasing bolt vertical spacing (S).

I273

If Rp < R, either increase number of bolts (Nb) orincrease bolt size/diameter (db).

I279

If Fwy < fwy, then either increase number of bolts (Nb), increase bolt vertical spacing (S), or add/increase column web doubler plate thickness (td).

I285

If Ra < R, then either increase number of bolts (Nb), increase bolt vertical spacing (S), or add/increase column web doubler plate thickness (td).

I291



23 of 36 04/21/2023 04:15:58

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



Input Data: ######

Beam and Column Data: tw=0.44Beam Size = W14x43 bf=14.5


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

Beam End Reaction (Shear), R = 20.00 kips ED=1.25 D2 =2 ###Beam Axial Force, P = 5.00 kips D1=3





Bolt Type (N, X, or SC) = SC StandardBolt Hole Type in Clip Angles = Standard tw=0.305 c=0 Oversized

Number of Bolts in Vert. Row, Nr = 3 tf=0.53 dc1=03.0000 in. ###2.0000 in. ###

Bolt Vertical Spacing in Angles, S = 3.0000 in. d=13.7 ###Bolt Gage in Angle OSL's, g = 5.500 in. ###

Edge Distance for Angles, ED = 1.250 in. ###Beam Setback Distance, s = 0.5000 in. bf=8 dc2=0

Length of Flange Cope(s), c = 0.0000 in. c=0 ###Depth of Top Flange Cope, dc1 = 0.0000 in. ###

Depth of Bottom Flange Cope, dc2 = 0.0000 in. Beam and Cope NomenclatureCol. Web Doubler Plate Thk., td = 0.0000 in. ###Doubler Plate Yield Stress, Fyd = 36 in. ###Check Col. Web Bending/Shear? No Yes

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

Beam: Column: C1 =A = 12.60 A = 26.50 in.^2 C2 =d = 13.700 d = 14.000 in. Rpe =

tw = 0.305 tw = 0.440 in. Rps =bf = 8.000 bf = 14.500 in. Rp =tf = 0.530 tf = 0.710 in. Gross Shear Capacity of (2) Clip Angles at OSL's:k = 1.1200 k = 1.3100 in. Avg =

Rvg =(continued)



24 of 36 04/21/2023 04:15:58

Avn =Results: Rvn =


dh1 = 0.9375 in. dh1 = db+1/16 (Standard hole for 0.875 in. bolts in angles) Rbs =dh2 = 0.9375 in. dh2 = db+1/16 (Standard hole for 0.875 in. bolts in beam/col. webs) Clip Angles to Beam Web:Ab = 0.6013 in.^2 Bolt Shear (Double-Shear):

Fua = 58.0 ksi Fua = 58 for Fya = 36 (for angles) Nb =Fub = 65.0 ksi Fub = 65 for Fyb = 50 (for beam) Pr =Fub = 65.0 ksi Fuc = 65 for Fyc = 50 (for column)







Prying Action and Clip Angle Bending at OSL's: Rps =p = 2.7500 in. p = Min. of: S or S/2+ED (tributary angle length/bolt) Rpa =b = 2.2225 in. b = (g-tw)/2-ta Gross Shear Capacity of (2) Clip Angles at Beam Web:b' = 1.7850 in. b' = b-db/2 Avg =a = 1.4025 in. a = minimum of: (2*Lc+tw-g)/2 or 1.25*b Rvg =a' = 1.8400 in. a' = a+db/2 Net Shear Capacity of (2) Clip Angles at Beam Web:

0.9701 Avn =d' = 0.9375 d' = dh1 Rvn =







(continued)

Ab = p*db^2/4

q =

r = r = b'/a'




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25 of 36 04/21/2023 04:15:58

Av =At =






















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Rpe =Rps =












Beam Checks for Uncoped Flanges: At = Bolt Bearing Capacity of Beam Web (for Vertical): Rto =

C1 = 0 in. C1 = Spacing increment from AISC Table J3.4, page 5-76 Web Buckling (Flexure) Capacity for Top Flange Coped:C2 = N.A. in. C2 = Edge distance increment (not applicable for uncoped beam) ho =

Rpe = 20.82 kips Rpe = 1.2*Fub*db*tw*(1) (for 1 edge bolt, edge dist. and C2 are N.A.) e =Rps = 41.63 kips Rps = 1.2*Fub*db*tw*(Nr-1) (C1 is not applicable for S >= 3*db) yc =Rpv = 62.45 kips Rpv = Rpe+Rps <= 1.2*Fub*db*tw*(Nr) Rpv >= R, O.K. In =


C1 = N.A. in. C1 = Spacing increment (not applicable for all edge bolts) k =C2 = N.A. in. C2 = Edge distance increment (not applicable for uncoped beam) c/d =

Rpe = 62.45 kips Rpe = 1.2*Fub*db*tw*(Nr) (C2 is not applicable for (D2-s) >= 1.5*db) f =Rps = N.A. kips Rps = not applicable, since all edge bolts for bearing due to axial loadFbc =Rpa = 56.04 kips Rpa = (Rpe+Rps)*(1-(R/Rpv)^2) <= 1.2*Fub*db*tw*(Nr)*(1-(R/Rpv)^2)Rwb =

Rpa >= P, O.K. Beam Checks for Both Flanges Coped: Gross Shear Capacity of Beam Web: Bolt Bearing Capacity of Beam Web (for Vertical):

ho = N.A in. ho = not applicable for uncoped beam C1 =Avg = 4.179 in.^2 Avg = d*tw C2 =Rvg = 83.57 kips Rvg = 0.40*Fyb*Avg Rvg >= R, O.K. Rpe =

Rps = Net Shear Capacity of Beam Web: Rpv =

Avn = 3.321 in.^2 Avn = (d-Nr*dh2)*tw Bolt Bearing Capacity of Beam Web (for Axial):Rvn = 64.75 kips Rvn = 0.30*Fub*Avn <= 0.40*Fyb*Avg Rvn >= R, O.K. C1 =

(continued)

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Rpe =Rps =

Beam Checks for Uncoped Flanges (continued): Rpa = Gross Tension Capacity of Beam: Gross Shear Capacity of Beam Web for Both Flanges Coped:

Atg = 12.600 in.^2 Atg = A ho =Rtg = 356.35 kips Rtg = (0.60*Fyb*Atg)*(1-(R/Rvg)^2) Rtg >= P, O.K. Avg =

Rvg = Net Tension Capacity of Beam: Net Shear Capacity of Beam Web for Both Flanges Coped:


Rtn >= P, O.K. Gross Tension Capacity of Beam for Both Flanges Coped: Block Shear ("L-shaped") Capacity of Beam Web: Atg =

Av = N.A. in.^2 Av = not applicable for uncoped beam Rtg =At = N.A. in.^2 At = not applicable for uncoped beam Net Tension Capacity of Beam for Both Flanges Coped:

Rbs = N.A. kips Rbs = not applicable for uncoped beam Atn =Rtn =

Tension Tear-Out ("L-shaped") Capacity of Beam Web: Block Shear ("L-shaped") Capacity of Beam Web for Both Flanges Coped:Av = N.A. in.^2 Av = not applicable for uncoped beam Av =At = N.A. in.^2 At = not applicable for uncoped beam At =

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

Tension Tear-Out ("U-shaped") Capacity of Beam Web: Av =Av = 0.629 in.^2 Av = 2*((D2-s)-dh2/2)*tw At =At = 1.258 in.^2 At = ((Nr-1)*S-(Nr-1)*dh2)*tw Rto =

Rto = 53.16 kips Rto = 0.30*Fub*Av+0.50*Fub*At Rto >= P, O.K. Tension Tear-Out ("U-shaped") Capacity of Beam Web for Both Flanges Coped:Av =

Web Buckling (Flexure) Capacity Not Applicable for Uncoped Beam At =ho = N.A. in. ho = d-dc1 Rto =

e = N.A. in. e = c+s Web Buckling (Flexure) Capacity for Both Flanges Coped:yc = N.A. in. yc = (bf*tf^2/2+(ho-tf)*tw*(tf+(ho-tf)/2))/((ho-tf)*tw+bf*tf) ho =In = N.A. in.^4 In=bf*tf^3/12+bf*tf*(yc-tf/2)^2+tw*(ho-tf)^3/12+(ho-tf)*tw*(tf+(ho-tf)/2-yc)^2e =

Sn = N.A. in.^3 Sn = In/(ho-yc) yc =c/ho = N.A. c/ho = ratio for evaluating plate buckling coefficient (k) In =

k = N.A. If c/ho <= 1.0, then k = 2.2*(ho/c)^1.65, else k = 2.2*(ho/c) Sn =c/d = N.A. c/d = ratio for evaluating adjustment factor (f) of plate buckling model dc =

f = N.A. If c/d <= 1.0, then f = 2*(c/d), else f = 1+(c/d) fd =Fbc = N.A. ksi Fbc = Min. of: (15,700*f*k*(tw/ho)^2 or 0.60*Fy)*(1-P/(0.60*Fy*Atg))Fbc =

Rwb = N.A. kips Rwb = Fbc*Sn/e Rwb =Column Checks:

Column Checks: Bolt Bearing in Column Web: Bolt Bearing in Column Web: twc =

twc = 0.4400 in. twc = tw+td*(Fyd/Fyc) Rp =Rp = 180.18 kips Rp = 1.2*Fu*twc*db*Nb Rp >= R, O.K. Column Web Bending:

twc =mp =Tc =a =b =c =

(continued)

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Column Checks (continued): Pa = Column Web Bending: (assume LRFD "yield line" theory and convert results back to ASD) Column Web Out of Plane Shear:

twc = N.A. in. twc = tw+td*(Fyd/Fyc) twc =mp = N.A. kips mp = 0.25*Fyc*twc^2 fv =Tc = N.A. in. Tc = dc-2*kc Fv =a = N.A. in. a = (Tc-c)/2 Web Doubler Plate to Column Flange Welding:b = N.A. in. b = a = (Tc-c)/2 Ldw =c = N.A. in. c = g fw =L = N.A. in. L = (Nr-1)*S

N.A.N.A. kips W12x106

Pa = N.A. kips W12x96

W12x87

Column Web Out of Plane Shear: W12x79

twc = N.A. in. twc = tw+td*(Fyd/Fyc) W12x72

fv = N.A. ksi fv = (P/Nb)/(twc*(S-dhc)) W12x65

Fv = N.A. ksi Fv = 0.4*Fyc W12x58

W12x53






W12x26

W12x22

W12x19

Comments: W12x16

W12x14

W10x112

W10x100

W10x88

W10x77

W10x68

W10x60

W10x54

W10x49

W10x45

W10x39

W10x33

W10x30

W10x26

W10x22

W10x19

W10x17

W10x15

W10x12

W8x67

W8x58

f =fPn =

w =f = f = 0.90 w(max) =

fPn = fPn = f*8*mp*(SQRT(2*Tc/(Tc-g))+L/(2*(Tc-g)))Pa = fPn/1.5 (converting LRFD value back to ASD value)


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If Pa < P, then either increase number of bolts (Nb), increase bolt vertical spacing (S), or add/increase column web doubler plate thickness (td).

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



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

Beam and Support Data: g=5.5 ta=0.375 ###Beam Size = W24x76 ED=1.25 D2 =2 ###Girder Size = W36x280 D1=3.25

Beam Yield Stress, Fyb = 36 ksi Nr=6 S ###Girder Yield Stress, Fyg = 36 ksi S P=10 k

Connection Loadings: R= 65 k ###Beam End Reaction (Shear), R = 65.00 kips Lc=4 ###

Beam Axial Force, P = 10.00 kips s=0.5 ### Lb=3.5 ###

Connection Data and Parameters: ###Angle Leg (OSL) at Girder, Lc = 4.000 in. General Nomenclature

Angle Leg at Beam Web, Lb = 3.500 in. A325Angle Leg Thickness, ta = 0.3750 in. tw=0.44 c=6.25 A490

Yield Stress of Angles, Fya = 36 ksi tf=0.68 dc1=2Diameter of Bolts, db = 0.875 in. X

ASTM Bolt Desig. (A325 or A490) = A325 SCBolt Type (N, X, or SC) = SC d=23.9 Standard

Bolt Hole Type in Clip Angles = Standard OversizedNumber of Bolts in Vert. Row, Nr = 6 ###

3.2500 in. bf=8.99 dc2=02.0000 in. c=0 ###

Bolt Vertical Spacing in Angles, S = 3.0000 in. ###Bolt Gage in Angle OSL's, g = 5.500 in. Beam and Cope Nomenclature


Length of Flange Cope(s), c = 6.2500 in. ###Depth of Top Flange Cope, dc1 = 2.0000 in. ###

Depth of Bottom Flange Cope, dc2 = 0.0000 in. ###Girder Web Doubler Plate Thk., td = 0.0000 in. ###

Doubler Plate Yield Stress, Fyd = 36 in. ###Check Girder Web Bending/Shear? No Yes

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

Beam: Girder: C1 =A = 22.40 A = 82.40 in.^2 C2 =d = 23.900 d = 36.500 in. Rpe =

tw = 0.440 tw = 0.885 in. Rps =bf = 8.990 bf = 16.600 in. Rp =tf = 0.680 tf = 1.570 in. Gross Shear Capacity of (2) Clip Angles at OSL's:k = 1.1800 k = 2.5200 in. Avg =

Rvg =(continued)



30 of 36 04/21/2023 04:15:58

Avn =Results: Rvn =


dh1 = 0.9375 in. dh1 = db+1/16 (Standard hole for 0.875 in. bolts in angles) Rbs =dh2 = 0.9375 in. dh2 = db+1/16 (Standard hole for 0.875 in. bolts in beam/girder webs) Clip Angles to Beam Web:Ab = 0.6013 in.^2 Bolt Shear (Double-Shear):

Fua = 58.0 ksi Fua = 58 for Fya = 36 (for angles) Nb =Fub = 58.0 ksi Fub = 58 for Fyb = 36 (for beam) Pr =Fuc = 58.0 ksi Fug = 58 for Fyg = 36 (for girder)







Prying Action and Clip Angle Bending at OSL's: Rps =p = 2.7500 in. p = Min. of: S or S/2+ED (tributary angle length/bolt) Rpa =b = 2.1550 in. b = (g-tw)/2-ta Gross Shear Capacity of (2) Clip Angles at Beam Web:b' = 1.7175 in. b' = b-db/2 Avg =a = 1.4700 in. a = minimum of: (2*Lc+tw-g)/2 or 1.25*b Rvg =a' = 1.9075 in. a' = a+db/2 Net Shear Capacity of (2) Clip Angles at Beam Web:

0.9004 Avn =d' = 0.9375 d' = dh1 Rvn =







(continued)

Ab = p*db^2/4

q =

r = r = b'/a'




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Av =At =






















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Rpe =Rps =












Beam Checks for Top Flange Coped Only: At = Bolt Bearing Capacity of Beam Web (for Vertical): Rto =

C1 = 0 in. C1 = Spacing increment from AISC Table J3.4, page 5-76 Web Buckling (Flexure) Capacity for Top Flange Coped:C2 = 0 in. C2 = Edge distance increment from AISC Table J3.6, page 5-76 ho =

Rpe = 15.95 kips Rpe = 0.50*Fub*((D1-dc1)-C2)*tw*(1) e =Rps = 133.98 kips Rps = 1.2*Fub*db*tw*(Nr-1) (C1 is not applicable for S >= 3*db) yc =Rpv = 149.93 kips Rpv = Rpe+Rps <= 1.2*Fub*db*tw*(Nr) Rpv >= R, O.K. In =


C1 = N.A. in. C1 = Spacing increment (not applicable for all edge bolts) k =C2 = 0 in. C2 = Edge distance increment from AISC Table J3.6, page 5-76 c/d =

Rpe = 160.78 kips Rpe = 1.2*Fub*db*tw*(Nr) (C2 is not applicable for (D2-s) >= 1.5*db) f =Rps = N.A. kips Rps = not applicable, since all edge bolts for bearing due to axial loadFbc =Rpa = 130.56 kips Rpa = (Rpe+Rps)*(1-(R/Rpv)^2) <= 1.2*Fub*db*tw*(Nr)*(1-(R/Rpv)^2)Rwb =

Rpa >= P, O.K. Beam Checks for Both Flanges Coped: Gross Shear Capacity of Beam Web for Top Flange Coped: Bolt Bearing Capacity of Beam Web (for Vertical):

ho = 21.900 in. ho = d-dc1 C1 =Avg = 9.636 in.^2 Avg = ho*tw C2 =Rvg = 138.76 kips Rvg = 0.40*Fyb*Avg Rvg >= R, O.K. Rpe =

Rps = Net Shear Capacity of Beam Web for Top Flange Coped: Rpv =

Avn = 7.161 in.^2 Avn = (ho-Nr*dh2)*tw Bolt Bearing Capacity of Beam Web (for Axial):Rvn = 124.60 kips Rvn = 0.3*Fub*Avn <= 0.40*Fyb*Avg Rvn >= R, O.K. C1 =

(continued)

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Rpe =Rps =

Beam Checks for Top Flange Coped Only (continued): Rpa = Gross Tension Capacity of Beam for Top Flange Coped: Gross Shear Capacity of Beam Web for Both Flanges Coped:

Atg = 15.706 in.^2 Atg = A-(bf*tf+(dc1-tf)*tw) ho =Rtg = 264.81 kips Rtg = (0.60*Fyb*Atg)*(1-(R/Rvg)^2) Rtg >= P, O.K. Avg =

Rvg = Net Tension Capacity of Beam for Top Flange Coped: Net Shear Capacity of Beam Web for Both Flanges Coped:


Rtn >= P, O.K. Gross Tension Capacity of Beam for Both Flanges Coped: Block Shear ("L-shaped") Capacity of Beam Web for Top Flange Coped: Atg =

Av = 4.881 in.^2 Av = ((D1-dc1)+(Nr-1)*S-((Nr-1)*dh2+dh2/2))*tw Rtg =At = 0.454 in.^2 At = ((D2-s)-dh2/2)*tw Net Tension Capacity of Beam for Both Flanges Coped:

Rbs = 98.09 kips Rbs = 0.30*Fub*Av+0.50*Fub*At Rbs >= R, O.K. Atn =Rtn =

Tension Tear-Out ("L-shaped") Capacity of Beam Web for Top Flange Coped: Block Shear ("L-shaped") Capacity of Beam Web for Both Flanges Coped:Av = 0.454 in.^2 Av = ((D2-s)-dh2/2)*tw Av =At = 4.881 in.^2 At = ((D1-dc1)+(Nr-1)*S-((Nr-1)*dh2+dh2/2))*tw At =

Rto = 83.83 kips Rto = (0.30*Fub*Av+0.50*Fub*At)*(1-(R/Rbs)^2) Rbs =Rto >= P, O.K. Tension Tear-Out ("L-shaped") Capacity of Beam Web for Both Flanges Coped:

Tension Tear-Out ("U-shaped") Capacity of Beam Web for Top Flange Coped: Av =Av = 0.908 in.^2 Av = 2*((D2-s)-dh2/2)*tw At =At = 4.538 in.^2 At = ((Nr-1)*S-(Nr-1)*dh2)*tw Rto =

Rto = 147.38 kips Rto = (0.30*Fub*Av+0.50*Fub*At) Rto >= P, O.K. Tension Tear-Out ("U-shaped") Capacity of Beam Web for Both Flanges Coped:Av =


e = 6.750 in. e = c+s Web Buckling (Flexure) Capacity for Both Flanges Coped:yc = 6.957 in. yc = (bf*tf^2/2+(ho-tf)*tw*(tf+(ho-tf)/2))/((ho-tf)*tw+bf*tf) ho =In = 793.55 in.^4 In=bf*tf^3/12+bf*tf*(yc-tf/2)^2+tw*(ho-tf)^3/12+(ho-tf)*tw*(tf+(ho-tf)/2-yc)^2e =

Sn = 53.11 in.^3 Sn = In/(ho-yc) yc =c/ho = 0.285 c/ho = ratio for evaluating plate buckling coefficient (k) In =

k = 17.416 If c/ho <= 1.0, then k = 2.2*(ho/c)^1.65, else k = 2.2*(ho/c) Sn =c/d = 0.262 c/d = ratio for evaluating adjustment factor (f) of plate buckling model dc =

f = 0.523 If c/d <= 1.0, then f = 2*(c/d), else f = 1+(c/d) fd =Fbc = 20.96 ksi Fbc = Min. of: (15,700*f*k*(tw/ho)^2 or 0.60*Fy)*(1-P/(0.60*Fy*Atg))Fbc =

Rwb = 164.93 kips Rwb = Fbc*Sn/e Rwb >= R, O.K. Rwb =Girder Checks:

Girder Checks: Bolt Bearing in Girder Web: Bolt Bearing in Girder Web: twg =

twg = 0.8850 in. twg = tw+td*(Fyd/Fyg) Rp =Rp = 646.76 kips Rp = 1.2*Fu*twg*db*Nb Rp >= R, O.K. Girder Web Bending:

twg =mp =Tg =

a =b =c =

(continued)

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Girder Checks (continued): Pa = Girder Web Bending: (assume LRFD "yield line" theory and convert results back to ASD) Girder Web Out of Plane Shear:

twg = N.A. in. twg = tw+td*(Fyd/Fyg) twg =mp = N.A. kips mp = 0.25*Fyg*twg^2 Rw =Tc = N.A. in. Tg = dg-2*kg fv =a = N.A. in. a = D1-kg Fv =b = N.A. in. b = Tg-(a+c) Web Doubler Plate to Girder Flange Welding:c = N.A. in. c = (Nr-1)*S Ldw =L = N.A. in. L = g fw =

N.A.N.A. kips

Pa = N.A kips VOIDED Calc's. in "Red":twg =

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

fv = N.A. ksi fv = Rw/(twg*(g-dhg))Fv = N.A. ksi Fv = 0.4*Fyg a =

T = Web Doubler Plate to Girder Flange Welding: Pb =

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) ###

#########

Comments: ###################################################W10x15

W10x12

W8x67

W8x58

f =fPn =

f = f = 0.90 w =fPn = fPn = f*2*mp*(((2*SQRT(2*Tg*a*b/(a+b))+g/2)*(a+b))/(a*b)) w(max) =

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


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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 WebJob Name: Subject: ###


Input Data: ###g=5.5 ta=0.375 ###

Beam Yield Stress, Fyb = 36 ksi ###Angle Leg at Support, Lc = 4.00 in. D1=3 ###

Angle Leg at Beam Web, Lb = 3.50 in. Nr=3 S ###Angle Leg Thickness, ta = 0.3750 in. S R Welded Clip Angles

Yield Stress of Angles, Fya = 36 ksi A490Diameter of Bolts, db = 0.750 in. Lc=4 N

ASTM Bolt Desig. = A325 tw s=0.5 XBolt Type (N, X, or SC) = N Lb=3.5 SC

Bolt Hole Type = Standard StandardVert. Dist. to Bolts, D1 = 3.000 in. g=5.5 ta=0.375 Oversized

Bolt Spacing in Angles, S = 3.000 in. D2 ###Bolt Gage in Angle OSL's, g = 5.500 in. D1=3 ###

Edge Dist. for Angles, ED = 1.250 in. Nr=3 S ###Beam Setback Distance, s = 0.5000 in. S R Bolted Clip Angles

1/4 in. ### Lc=4 ###

tw s=0.5 ### Lb=3.5 ###

###ALLOWABLE SHEAR REACTION AT BEAM END CONNECTION (kips) ###Beam Beam # Bolt Uncoped Flanges Uncoped Flanges ###Size Web, tw Rows with Welded with Bolted ###

(Depth) (in.) (Nr) Clip Angles Clip Angles ###W6 0.170 1 8.6 8.9 ###W8 0.170 2 16.3 17.7 ###

W10 0.190 2 18.2 19.8 ###

W12 0.2002 19.2 20.9 ###3 28.7 31.3 ###

W14 0.230 3 33.0 36.0 a =

W16 0.2503 35.9 39.2 k =4 46.9 52.2 C1 =

W18 0.3003 43.0 47.0 C =4 56.3 62.65 68.9 78.3 Rw =

W21 0.3504 65.6 73.1 Bolted Clip Angles to Beam:5 80.3 91.3 Bolt Shear (Double-Shear):6 94.3 109.6 Ab =

W24 0.3955 90.7 92.8 Fv =6 106.4 111.3 Fv =7 121.7 129.9 Vb =

W27 0.460

5 92.8 92.8 Rb =6 111.3 111.3 Bolt Bearing Capacity of Beam Web:7 129.9 129.9 Fu =8 148.4 148.4 C2 =

W30 0.470

6 111.3 111.3 Rpe =7 129.9 129.9 Rps =8 148.4 148.4 Rp =9 167.0 167.0 R(welded) =

W33 0.550

6 111.3 111.3 R(bolted) =7 129.9 129.9 W36x359

8 148.4 148.4Eccentric Loads on Weld Groups - TABLE XXIII Coefficients, "C" (AISC Manual - page 4-79)

9 167.0 167.0 k

10 185.6 185.6 a

W36 0.600

6 111.3 111.3 ###

7 129.9 129.9 ###

8 148.4 148.4 ###

9 167.0 167.0 ###

10 185.6 185.6 ###

w


w(max) =

D29

Inputting the minimum value of a beam web thickness (tw) for a particular beam size (depth) will result in a conservative value calculated for the allowable shear reaction at beam end connection.

E29

Number of Rows of Bolts: W8 - 2 W10 - 2 W12 - 2, 3 W14 - 3 W16 - 3, 4 W18 - 3, 4, 5 W21 - 4, 5, 6 W24 - 5, 6, 7 W27 - 5, 6, 7 W30 - 6, 7, 8 W33 - 6, 7, 8, 9 W36 - 6, 7, 8, 9, 10


36 of 36 04/21/2023 04:15:58

###

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

###

###

###

Fv = Fv from AISC Table J3.2 (for A325N bolts) = 21 ksi ###

Vb = Fv*Ab ###

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

###

###

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

C2 = Edge distance increment from AISC Table J3.6, page 5-76 = 0 in. (for Standard holes) ###

If edge distance (ED) >= 1.5*db, then Rpe = 2*(1.2*Fu*db*ta)*(1) (for 1 edge bolt) ###

else, Rpe = 2*(0.50*Fu*(ED-C2)*ta)*(1) <= 2*(1.2*Fu*db*ta)*(1) (for 1 edge bolt) ###

C1 = Spacing increment from AISC Table J3.4, page 5-76 = 0 in. (for Standard holes) ###

If spacing (S) >= 3*db, then Rps = 2*(1.2*Fu*db*ta)*(Nr-1) (for remaining bolts) ###

else, Rps = 2*((S-db/2-C1)/2*Fu*ta)*(Nr-1) <= 2*(1.2*Fu*db*ta)*(Nr-1) (for remaining bolts) ###

Rp = Rpe+Rps <= 2*(1.2*Fu*db*ta)*Nr, If ED >= 1.5*db & S >= 3*db, Rp = 2*(1.2*Fu*db*ta)*Nr ###

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k Index:

Avg = 2*((Nr-1)*S+(2*ED))*ta k Index:

Rvg = 0.40*Fya*Avg Nr = 1Interpolate for "C" in Table XXIII

dh = db+1/16 (for Standard holes) = 0.8125 in. k(table)

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

Rvn = 0.30*Fu*Avn a Index:

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Av = 2*((ED+(Nr-1)*S)-((Nr-1)*dh+dh/2))*ta ###

At = 2*((2*Lc+tw-g)/2-dh/2)*ta ###

Rbs = 0.30*Fu*Av+0.50*Fu*At ###

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

kL = Lb-s ###

xL = ((kL)^2/(2*(kL)+L)) ###

aL = Lb-(xL) ###

a = (aL)/L ###

k = (kL)/L ###

C1 = 1.0 for E70XX electrode ###

C = Coefficient interpolated from AISC Table XXIII) ###

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Fv = Fv from AISC Table J3.2 (for A325N bolts) = 21 ksi ###

Vb = (2)*Fv*Ab (where 2 is for Double-Shear) ###

Rb = Nr*Vb ###

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a Index:

Fu = 58 ksi, for Fyb = 36 ksi ###

Rpe = 1.2*Fu*db*tw*(1) (for 1 edge bolt, where edge dist. and C2 not applicable in uncoped beam) aC1 = Spacing increment from AISC Table J3.4, page 5-76 = 0 in. (for Standard holes) ###

If spacing (S) >= 3*db, then Rps = 1.2*Fu*db*tw*(Nr-1) (for remaining bolts) W27x235

else, Rps = ((S-db/2-C1)/2*Fu*tw)*(Nr-1) <= 1.2*Fu*db*tw*(Nr-1) (for remaining bolts) Nr = 6Rp = Rpe+Rps <= 1.2*Fu*db*tw*Nr, If ED >= 1.5*db & S >= 3*db, Rp = 1.2*Fu*db*tw*NrInterpolate for "C" in Table XXIII

k(table)

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R(allow) = Minimum of items #1,#2, #3, #4, #5, and #6 from above a Index:

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R(allow) = Minimum of items #1,#2, #3, #4, #5, #7, and #8 from above ###

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1. Bolt Shear (Single-Shear) for (2) Clip Angles:Ab = p*db^2/4

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

3. Gross Shear Capacity of (2) Clip Angles:

4. Net Shear Capacity of (2) Clip Angles:

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

6. Clip Angle to Beam "C-Shaped" Weld (using AISC Table XXIII, page 4-79):

w(max) = Minimum of: 0.40*Fyb*tw/((SQRT(2)/2)*0.30*70*2) or: 0.40*Fya*ta/((SQRT(2)/2)*0.30*70)Rw = Minimum of: 2*(w*16*C*C1*L) or 2*(w(max)*16*C*C1*L)

7. Bolt Shear (Double-Shear), where eccentricity = D2 is neglected per AISC Code, Vol. II: "Connections":Ab = p*db^2/4

8. Bolt Bearing Capacity of Beam Web:

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

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

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