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Fixed Heading 1 Heading 2Normal_52402 Forces
Total`DocBeam StiffenersSBeam Stiffeners (Table) !
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>c>;cND52A257NXjUhXSnV[h_iyxxyyVXyX{3 @@ (W10x60W10x68W10x77W10x88W6x9W6x12W6x15W30x235W30x261W14x370W30x132W30x148W30x173W30x191W33x130W33x141W33x152GFa=(1(K*L/r)^2/(2*Cc^2))*Fys/(5/3+3*(K*L/r)/(8*Cc)(K*L/r)^3/(8*Cc^3))tf =YesSelect:S15x50S18x54.7S18x70W40x277W40x297W40x298W40x324W40x328W40x362W40x397W40x436S6x17.25!Per AISC 9th Edition Manual (ASD)W18x55W18x60W18x65W18x71W18x76HP10x57HP12x53HP12x63HP12x74HP12x84HP13x60W12x136W12x152W12x170W12x190W12x210W12x230W12x252W10x15W10x17W36x230W10x19W10x22W12x279W12x305W12x336W40x192W40x199W40x215Beam Web Stiffener Design:# Stiffener Welding to Beam Flange: Stiffener Welding to Beam Web:W18x86ft.fa =Fa =M14x18HP8x36fw =S24x90S24x100S24x106W36x485
Stress Ratio:Cc =K =
Stiff. Req'd?NoP or R =Bearing Length, N =dtwbftfkW24x84W24x94W24x103W24x104W24x117W24x131W24x146W24x162W24x176W24x192W21x50W21x57W21x62W21x68W21x73W40x480
CALCULATIONS:5If KL/r > Cc then Fa = 12*p^2*29000/(23*(K*L/r)^2)W24x370W24x408W24x450W24x492W30x124W27x194W27x217W27x235W27x258W6x25W8x10W8x13W8x15W8x18W8x21W8x24W4x13 Stiffener Width: bs(min) =W40x531W40x593W40x655W44x198W44X224W44x248If KL/r <= Cc:S20x66S20x75S20x86S20x96S24x80W27x336W27x368W27x448W14x426W14x455W14x500W14x550W14x605W14x193HP14x89HP14x102W40x221W14x398W27x84W27x94W27x102W27x114W27x129W27x146W33x169W40x327W21x55W21x48W6x8.5M8x6.2M6x3.7M4x8W18x258W18x283W5x16W5x19Rwb = (NS & FS)W12x53W40x244W30x326W30x357W30x391W44x335W44x290b/t(max) = 95/SQRT(Fys)
fw = Ps/LwW12x30W12x35W36x328W36x359W30x477W30x526W30x581W33x118W30x292W36x439Design Parameters:W18x143W18x158W18x175W30x211W14x665W14x730W16x26W16x31W18x106W18x119W18x130(effective slenderness ratio for compression)bs =S5x14.75S6x12.5
in. (size)S10x35S12x31.8S12x35S12x40.8S12x50 Stiffener Thickness: ts(min) =!Gross Shear Capacity of Beam Web:W14x808Job Number:Input Data:Results:kipsShapeLocal Web Yielding:Web Crippling:Sidesway Web Buckling:
h = d2*tf
dc = d2*k(dc/tw)/(Lb/bf) =S7x15.3S7x20S8x18.4S8x23S10x25.4 Job Name:W6x16W10x100W10x112W12x14W12x16W12x19W12x22W12x26Cc = SQRT(2*p^2*29000/Fys)
S4x9.5S5x10Stiffener Thickness, ts =W16x50W16x57W16x67W16x77W16x89W8x31W8x35W24x207W24x229W14x34W14x38W14x43W14x48W14x53Ps =W40x249dc =b/t =
b/t(max) =W18x97r =bf =W18x311W21x44L =in.^4w(max) = W27x178HP13x87HP13x100HP14x73W44x262W44x230W33x201W33x221w(max) = w(max) =Cc = SQRT(2*p^2*29000/Fys)
Unbraced Length, Lb =Distance to P or R, x =W12x120W40x268M12x11.8 Comments::(assumed effective length factor per AISC Code, page 582)KL/r =W10x33W10x39W10x45W10x49W12x87W12x96W12x106W40x466W44x285in.Rwy =HP13x73W24x62W24x68W24x76S24x121W24x55W14x211W14x233W14x257W14x283W14x311W36x160W36x170W36x182W36x194W36x210S15x42.9d =W36x393HP14x117W27x307Rwc =W27x161W27x407W14x82W14x90W14x99W14x109W14x120W14x132W14x145W14x159W14x176W33x515W33x567W33x619W36x135W36x150M5x18.9M6x4.4M8x6.5W30x116W21x223W21x248W21x275W21x300W21x333W21x364W36x245W36x256W36x260(continued)W12x65W12x72W12x79S3x5.7S3x7.5S4x7.7Lw =w(max) =W30x433k =L = h = d2*tfb/t = bs/tsW27x281W14x61W14x68W14x74W6x20W8x40W21x166W21x182W21x201W40x321M12x10M12x10.8/If KL/r > Cc: Fa = 12*p^2*29000/(23*(K*L/r)^2)Stiffener Yield, Fys =W8x28W40x503W40x431W40x372W40x392W40x331W40x278W40x264W40x235W40x211W36x527W36x588W36x650W36x720W36x798W36x848W40x149W40x167W40x183W16x100W18x35W18x40W18x46W18x50SR =W10x54W14x342kips/in.tw =W21x111W21x122W21x132W21x147W36x280W36x300N+5*kW18x192W18x211W18x234HP10x42 StiffenerM10x7.5M10x8M10x9W10x26W10x30W14x22W14x26W14x30W33x241W33x263W24x250W24x279W24x306W24x335W40x174Row No.:SUMMARY OF CHECKS:W16x36W16x40W16x45W27x494W27x539W30x90W30x99W30x108W21x402W33x291in.^2ksiW36x232W12x40W12x45W12x50W12x58Rv =`If KL/r <= Cc then Fa = (1(K*L/r )^2/(2*Cc^2))*Fys/(5/3+3*(K*L/r)/(8*Cc)(K*L/r)^3/(8*Cc^3))W21x83W21x93W21x101h =bs(min) = 2/3*bf/2tw/2W8x48W8x58W8x67W10x12W33x318W33x354W33x387W33x424W33x468Subject:Originator:Checker:R(max) =Program Description:Worksheet NameDescriptionDocThis documentation sheet$Program Assumptions and Limitations:kto concentrated loads. Specifically, web yielding, web crippling, and web buckling criteria are checked toudetermine if web stiffeners are required to resist the concentrated load. If stiffeners are required, the stiffener *size and weld requirements are determined.Beam StiffenersPRLoad or Reaction? (P/R)[Web Yielding, Crippling, Buckling, and Stiffener Criteria for Concentrated Load or ReactionLoaded Flg. Restrained?
r = SQRT(I/A)A =I =! Stiffener (NS & FS)
Beam Size:Beam Load or End Reaction:Beam Properties:
w(req'd) =w(min) =>w(min) = Min. fillet weld size from AISC Table J2.4, page 567
w(req'd) =w(min) = >w(min) = Min. fillet weld size from AISC Table J2.4, page 567 %w(req'd) = fw/((SQRT(2)/2)*(0.30*70))%w(req'd) = fw/((SQRT(2)/2)*(0.30*70))H(Note: stiffeners are assumed to be full depth, from flange to flange.)k"STIFFNER" is a spreadsheet program written in MSExcel for the purpose of analysis of steel beams subject ;W, S, M, and HP Section Properties from AISC Version 3.0 CD2Database (2001) and AISC 9th Edition Manual (1989)Nomenclature N+2.5*k1PairNumber of Stiff. Pairs =2Pairs3Pairs1 2pairs or 3pairs spaced 3" o.c./ assumes full height stiffeners.< 2. Only 1pair of stiffeners depicted at either : reaction or load (if required) but may be h4. This program contains numerous comment boxes which contain a wide variety of information includingm1. This program follows the procedures and guidelines of the AISC 9th Edition Allowable Stress (ASD) Manual e2. This program uses the database of member dimensions and section properties from the "AISC Shapes / For interior condition (P or R > d/2):+ For end condition (P or R <= d/2): 1pair: 25*tw 2pairs: 25*tw+3" 3pairs: 25*tw+6" 1pair: 12*tw 2pairs: 12*tw+3" 3pairs: 12*tw+6"n3. For the purpose of determining the total composite section to be considered for resisting the compressive m load, the program assumes a spacing of 3" centertocenter between the stiffener pairs. Thus the total W Database", Version 3.0 (2001) as well as the AISC 9th Edition (ASD) Manual (1989).j for wide flange beams subjected to concentrated compressive loads per Chapter K, pages 580 to 583. n effective strips of web to be included in the composite section along with the stiffeners<c are as follows:r explanations of input or output items, equations used, data tables, etc. (Note: presence of a comment box t is denoted by a red triangle in the upper righthand corner of a cell. Merely move the mouse pointer to the I desired cell to view the contents of that particular "comment box".) NBeam Yield Stress, Fyb =x P k
dBeam R
NLoadLoad orUnbracedDistance Is Loaded StiffenerBearingNo. ofMax. P or RAreStiffener DesignorReactionLength,Flange Web ShearWeb Yielding
Web CripplingSidesway Web Bucklingwithout
StiffenersWidth Min. Thk.
Actual Stress
Allow. Stress Stiffener Welding to Beam FlangeStiffener Welding to Beam WebI.D.Size Reaction?P or RLbRestrained?tsNPairsRvRwyRwcRwbReq'd.?bsts(min)faFaDepthWeb Thk.
Flg. Width Flg. Thk.Beam Fillethdc(dc/tw)/(Lb/bf)bs(min)b/tb/t(max)KLIArKL/rCcPsLwfw (P or R)(kips)(ft.)
(Yes / No)(in.)(ksi)(in.^4)(in.^2)
(kips/in.)1200Length to P or RThk.w(req'd)w(min)w(max)Beam Propertiesw(req'd)w(min) w(max) 5 Check Stiffener Slenderness and Compressive Stress:(1, 2, or 3) k Assumptions: 1.
EWhen stiffeners are required, program assumes full height stiffeners./Notes: 1. When stiffeners are required, program2.Only 1pair of stiffeners is depicted at either reaction or load (if required) in sketch at left, but may be 2pairs or 3pairs spaced 3" o.c.3.4.Beam local web yielding:5.Beam web crippling:Beam sidesway web buckling:6. If loaded flange is restrained and if (dc/tw)/(Lb/bf) <=2.3, sidesway web buckling check is required, and capacity of beam is per AISC Eqn. K16:d If loaded flange is restrained and if (dc/tw)/(Lb/bf) > 2.3, sidesway web buckling will not occur. If loaded flange is not restrained and if (dc/tw)/(Lb/bf) <=1.7, sidesway web buckling check is required, and capacity of beam is per AISC Eqn. K17:h If loaded flange is not restrained and if (dc/tw)/(Lb/bf) > 1.7, sidesway web buckling will not occur.V Rwb = 6,800*tw^3/h*(1+0.4*((dc/tw)/(Lb/bf))^3) , where: h = d2*tf , dc = d2*kT Rwb = 6,800*tw^3/h*(0.4*((dc/tw)/(Lb/bf))^3) , where: h = d2*tf , dc = d2*k7.8.9.An effective length factor, K = 0.75, per AISC Code, page 582 is used in determining allowable compressive stress (Fa) of stiffener and applicable portion of beam web.10.gWhen stiffeners are required, stiffener design force is: Ps = (P or R)  (Minimum of Rwy, Rwc, or Rwb)"Stiffener Width / Thickness Checks3Check Stiffener Slenderness and Compressive Stress:TThis program is a workbook consisting of three (3) worksheets, described as follows:Beam Stiffeners (Table)11.Beam Web Stiffner Design:For 2pairs of stiffeners, assumed effective width of beam web to be included in composite section is: for interior load (P): 25*tw+3" , for end load/reaction (R): 12*tw+3"For 3pairs of stiffeners, assumed effective width of beam web to be included in composite section is: for interior load (P): 25*tw+6" , for end load/reaction (R): 12*tw+6"For 1pair of stiffeners, assumed effective width of beam web to be included in composite section is: for interior load (P): 25*tw , for end load/reaction (R): 12*twBeam, Location,or Node33Beam Web Capacity Checks (without stiffeners)!STEEL BEAM WEB STIFFENER ANALYSIS0"STIFFNER"  STEEL BEAM WEB STIFFENER ANALYSIS8Steel beam web stiffener analysis for concentrated loadsHSteel beam web stiffener analysis for concentrated loads (table version)2bs = bf/2tw/2 (rounded down to nearest 1/2 inch)IStiffener width used: bs = bf/2tw/2 (rounded down to nearest 1/2 inch)Version 2.5Stiffener Yield Stress, Fys =?Beam gross web shear: Rv = 0.40*Fyb*d*tw (per AISC Eqn. F41)X For load away from beam end per AISC Eqn. K12 where x > d: Rwy = 0.66*Fyb*tw*(N+5*k)V For load near beam end per AISC Eqn. K13 where x <= d: Rwy = 0.66*Fyb*tw*(N+2.5*k)v For load away from beam end per AISC Eqn. K14 where x > d: Rwc = 67.5*tw^2*(1+3*(N/d)*(tw/tf)^1.5)*SQRT(Fyb*tf/tw)p For load near beam end per AISC Eqn. K15 where x <= d: Rwc = 34*tw^2*(1+3*(N/d)*(tw/tf)^1.5)*SQRT(Fyb*tf/tw)QMinimum thickness of stiffeners: ts(min) = larger of: tf/2 or bs*SQRT(Fys)/95Beam Yield, Fyb =Rv = 0.40*Fyb*d*tw/ts(min) = larger of: tf/2 or bs*SQRT(Fys)/95eeQ+ff)gyigg/hhhhV+itii2j}jjS2kkkK%lsll0mymmJ"nn o o o\
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Material Thickness of Minimum Size of
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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)
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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
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Fy = yield strength of base metal (ksi)
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For interior load (P): 25*tw
For end load/reaction (R): 12*tw
For 2pairs of stiffeners, assumed effective width of beam web to be included in composite section is as follows:
For interior load (P): 25*tw+3"
For end load/reaction (R): 12*tw+3"
For 3pairs of stiffeners, assumed effective width of beam web to be included in composite section is as follows:
For interior load (P): 25*tw+6"
For end load/reaction (R): 12*tw+6"<
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UlWarning!The distance (x) is the distance from the closest end (right or left) of the beam to either a concentrated load (P) or an end bearing reaction (R). For an end bearing reaction, the distance (x) > 0, and is typically = N/2 (expressed in feet). (The value input MUST BE > N/2 (in ft.) ! Dd LLWarning!The value input MUST BE > 0 !omclgThe value, 'Lb', is the largest laterally unbraced length along either flange at the point of the load.at lIf the program dictates that beam web stiffeners are required, then a value > 0 for the stiffener thickness (ts) MUST BE input.bein The user is asked load (P) or reaction (R) for the purpose of determining whether the gross shear capacity of the beam web is to be checked. The gross shear capacity of the beam web is only checked for a beam reaction.Must input either P or R ).%
uewUser may either select desired size from pick box or type in the size designation. Note: input is not case sensitive. t%{d. ^Warning!!Invalid reply (must input B or U) bo%
n ##$$##VWarning!!Invalid reply (must input S or R) bo%
n ##zWarning!9Is the loaded flange of beam restrained against rotation?
Invalid reply %
t sFor 2Pairs and 3Pairs of stiffeners, the pairs of stiffeners are assumed to be spaced a minimum of 3" on centers. %
LWarning!BTypical values to be input for 'Fyb' would be either 36 or 50 ksi.Invalid steel yield strength cs.LWarning!BTypical values to be input for 'Fys' would be either 36 or 50 ksi.Invalid steel yield strength cs.ggD
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9<:Is the loaded flange of beam restrained against rotation?<59d9I<
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< If the program dictates that beam web stiffeners are required, then a value > 0 for the stiffener thickness (ts) MUST BE input.
Note: if web stiffeners are required and the user input value is less than the minimum required thickness, then the value input will turn "red" to alert user.< 55De B<
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<Input either 1,2, or 3 pairs of stiffeners.
For 2 pairs and 3 pairs of stiffeners, the pairs of stiffeners are assumed to be spaced a minimum of 3" on centers.
Note: even if web stiffeners are not required, a minimum value of 1 must be input by user.<5a3"<~~
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8< AISC TABLE J2.4
Minimum Size of Fillet Welds
Material Thickness of Minimum Size of Fillet
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<86&7_6a5850<~~
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<Maximum fillet weld size for welding of stiffeners to beam flanges:
w(max) = Minimum of: (0.4*Fys*ts/((SQRT(2)/2)*0.3*70*2) and 0.4*Fy*tf/((SQRT(2)/2)*0.3*70))
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)
<5NF:G57H5619 65v%:&5K6<5N:5:56G#5N3:45a:b5<~~
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8< AISC TABLE J2.4
Minimum Size of Fillet Welds
Material Thickness of Minimum Size of Fillet
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<86&7_6a5850<
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t<uBeam gross web shear:
Rv = 0.40*Fyb*d*tw (per AISC Eqn. F41)
(Only applicable and calculated for a reaction, 'R'.)<75t<
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<Beam local web yielding:
For load away from beam end per AISC Eqn. K12 where x > d:
Rwy = 0.66*Fyb*tw*(N+5*k)
For load near beam end per AISC Eqn. K13 where x <= d:
Rwy = 0.66*Fyb*tw*(N+2.5*k)<75<
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<Beam web crippling:
For load away from beam end per AISC Eqn. K14 where x > d:
Rwc = 67.5*tw^2*(1+3*(N/d)*(tw/tf)^1.5)*SQRT(Fyb*tf/tw)
For load near beam end per AISC Eqn. K15 where x <= d:
Rwc = 34*tw^2*(1+3*(N/d)*(tw/tf)^1.5)*SQRT(Fyb*tf/tw)<7p5<
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<Beam sidesway web buckling:
If loaded flange is restrained and if (dc/tw)/(Lb/bf) <=2.3, sidesway web buckling check is required, and capacity of beam is per AISC Eqn. K16:
Rwb = 6,800*tw^3/h*(1+0.4*((dc/tw)/(Lb/bf))^3) , where: h = d2*tf , dc = d2*k
If loaded flange is restrained and if (dc/tw)/(Lb/bf) > 2.3, sidesway web buckling will not occur.
If loaded flange is not restrained and if (dc/tw)/(Lb/bf) <=1.7, sidesway web buckling check is required, and capacity of beam is per AISC Eqn. K17:
Rwb = 6,800*tw^3/h*(0.4*((dc/tw)/(Lb/bf))^3) , where: h = d2*tf , dc = d2*k
If loaded flange is not restrained and if (dc/tw)/(Lb/bf) > 1.7, sidesway web buckling will not occur.<75tJ<~~
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DO NOT USE NEGATIVE NUMBERS!<5+>6Zm<
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M<NStiffeners, if required, are assumed to be full depth, from flange to flange.<5cMHK{<
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bs = bf/2tw/2 (rounded down to nearest 1/2 inch)<5eH<
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O<PMinimum thickness of stiffeners:
ts(min) = larger of: tf/2 or bs*SQRT(Fy)/95<5wO<
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J<KStiffener width used:
bs = bf/2tw/2 (rounded down to nearest 1/2 inch)<5kJ<
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R<SMinimum thickness of stiffeners:
ts(min) = larger of: tf/2 or bs*SQRT(Fys)/95<5R<
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6<7Minimum width of stiffeners:
bs(min) = 2/3*bf/2tw/2<56 "<
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.</Stiffener width/thickness ratio:
b/t = bs/ts<5.<
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b/t(max) = 95/SQRT(Fys)<5JB<
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L = h = d2*tf<5"H<
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<Total moment of inertia includes stiffeners plus tributary portion of web:
For load or reaction away from end of beam, x*12 > d/2:
I = 2*(ts*bs^3/12+(ts*bs)*(bs/2+tw/2)^2)+(25*tw)*tw^3/12 for 1pair of stiffeners
I = 4*(ts*bs^3/12+(ts*bs)*(bs/2+tw/2)^2)+(25*tw+3)*tw^3/12 for 2pairs of stiffeners
I = 6*(ts*bs^3/12+(ts*bs)*(bs/2+tw/2)^2)+(25*tw+6)*tw^3/12 for 3pairs of stiffeners
For load or reaction away from end of beam, x*12 <= d/2:
I = 2*(ts*bs^3/12+(ts*bs)*(bs/2+tw/2)^2)+(12*tw)*tw^3/12 for 1pair of stiffeners
I = 4*(ts*bs^3/12+(ts*bs)*(bs/2+tw/2)^2)+(12*tw+3)*tw^3/12 for 2pairs of stiffeners
I = 6*(ts*bs^3/12+(ts*bs)*(bs/2+tw/2)^2)+(12*tw+6)*tw^3/12 for 3pairs of stiffeners
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(dc/tw)/(Lb/bf)<5 `@<
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<Total area includes stiffeners plus tributary portion of web:
For load or reaction away from end of beam, x*12 > d/2
A = 2*(ts*bs)+(25*tw)*tw for 1pair of stiffeners
A = 4*(ts*bs)+(25*tw+3)*twfor 2pairs of stiffeners
A = 6*(ts*bs)+(25*tw+6)*twfor 3pairs of stiffeners
For load or reaction away from end of beam, x*12 <= d/2:
A = 2*(ts*bs)+(12*tw)*tw for 1pair of stiffeners
A = 4*(ts*bs)+(12*tw+3)*twfor 2pairs of stiffeners
A = 6*(ts*bs)+(12*tw+6)*twfor 3pairs of stiffeners
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d(<eRadius of gyration of composite section of stiffeners plus tributary length of web:
r = SQRT(I/A)
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? <@ "STIFFNER.xls"
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Ps = (P or R)  (Minimum of Rwy, Rwc, or Rwb)<5h(<
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<Total length of weld for welding of stiffeners to beam flanges:
Lw = (bf/2(tw/2+0.75))*4 (for 1pair of siffeners)
Lw = (bf/2(tw/2+0.75))*8 (for 2pairs of siffeners)
Lw = (bf/2(tw/2+0.75))*12 (for 3pairs of siffeners)<5R <
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<Total length of weld for welding of stiffeners to beam web:
Lw = (d2*(k+0.25))*4 (for 1pair of siffeners)
Lw = (d2*(k+0.25))*8 (for 2pairs of siffeners)
Lw = (d2*(k+0.25))*12 (for 3pairs of siffeners)<5 <
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fw = Ps/Lw<5Q <
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fw = Ps/Lw<5xM <
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Rv = 0.40*Fyb*d*tw (per AISC Eqn. F41)<75><
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<Beam local web yielding:
For load away from beam end per AISC Eqn. K12 where x > d:
Rwy = 0.66*Fyb*tw*(N+5*k)
For load near beam end per AISC Eqn. K13 where x <= d:
Rwy = 0.66*Fyb*tw*(N+2.5*k)<75<
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<Beam web crippling:
For load away from beam end per AISC Eqn. K14 where x > d:
Rwc = 67.5*tw^2*(1+3*(N/d)*(tw/tf)^1.5)*SQRT(Fyb*tf/tw)
For load near beam end per AISC Eqn. K15 where x <= d:
Rwc = 34*tw^2*(1+3*(N/d)*(tw/tf)^1.5)*SQRT(Fyb*tf/tw)<7p5<
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<Beam sidesway web buckling:
If loaded flange is restrained and if (dc/tw)/(Lb/bf) <=2.3, sidesway web buckling check is required, and capacity of beam is per AISC Eqn. K16:
Rwb = 6,800*tw^3/h*(1+0.4*((dc/tw)/(Lb/bf))^3) , where: h = d2*tf , dc = d2*k
If loaded flange is restrained and if (dc/tw)/(Lb/bf) > 2.3, sidesway web buckling will not occur.
If loaded flange is not restrained and if (dc/tw)/(Lb/bf) <=1.7, sidesway web buckling check is required, and capacity of beam is per AISC Eqn. K17:
Rwb = 6,800*tw^3/h*(0.4*((dc/tw)/(Lb/bf))^3) , where: h = d2*tf , dc = d2*k
If loaded flange is not restrained and if (dc/tw)/(Lb/bf) > 1.7, sidesway web buckling will not occur.<75tJ<
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R<SActual compressive stress in stiffeners plus tributary portion of web::
fa = P/A<5R:<
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4 <5Allowable compressive stress in stiffeners plus tributary portion of web:
If KL/r <= Cc then Fa = (1(K*L/r )^2/(2*Cc^2))*Fys/(5/3+3*(K*L/r)/(8*Cc)(K*L/r)^3/(8*Cc^3))
If KL/r > Cc then Fa = 12*p^2*29000/(23*(K*L/r)^2)
where: K = 0.75, per AISC Code, page 582
L = h = d2*tf< 5:54:<
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R<SActual compressive stress in stiffeners plus tributary portion of web::
fa = P/A<5R:<
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4 <5Allowable compressive stress in stiffeners plus tributary portion of web:
If KL/r <= Cc then Fa = (1(K*L/r )^2/(2*Cc^2))*Fys/(5/3+3*(K*L/r)/(8*Cc)(K*L/r)^3/(8*Cc^3))
If KL/r > Cc then Fa = 12*p^2*29000/(23*(K*L/r)^2)
where: K = 0.75, per AISC Code, page 582
L = h = d2*tf< 5:54:<
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l <mRequired fillet weld size for welding of stiffeners to beam flanges:
w(req'd) = fw/((SQRT(2)/2)*(0.30*70))< 5MG:H5l <
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w(req'd) = fw/((SQRT(2)/2)*(0.30*70))< 5?C:D5h <
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~<Maximum fillet weld size for welding of stiffeners to beam web:
w(max) = Minimum of: (0.4*Fys*ts/((SQRT(2)/2)*0.3*70*2) and 0.4*Fy*tw/((SQRT(2)/2)*0.3*70*2))
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)
<5@B:C57H5619 65v#:$5I6<5N:5:56G!5N1:25_:`5~{
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L(MlWarning!The value input MUST BE >= 0 !65zLLWarning!The value input MUST BE > 0 !6z/ % iz/ % iz,z LWarning!BTypical values to be input for 'Fyb' would be either 36 or 50 ksi.Invalid steel yield strengthLWarning!BTypical values to be input for 'Fys' would be either 36 or 50 ksi.Invalid steel yield strengthggD
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"STIFFNER" ProgrampAlex Tomanovich, P.E.  151 Shadow Lane, Lyman SC 29365  Home: 8649682699  Email: ATomanovich@bellsouth.net0Beam Stiffener Analysis per AISC 9th Ed. (ASD) Microsoft Excel@Q@Wr{dA@A)r՜.+,0`h
(Structural Engineering Analysis/Design
DocBeam StiffenersBeam Stiffeners (Table)'Beam Stiffeners'!Print_Area%'Beam Stiffeners (Table)'!Print_AreaDoc!Print_Area''Beam Stiffeners (Table)'!Print_TitlesWorksheets
Named Ranges
FMicrosoft Excel WorksheetBiff8Excel.Sheet.89q