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Home My WebLink AboutPermit D10-296 - SEGMENT 2 - I-FLY SEATTLEDI 0-296 -FLY SEATTLE 349 Tukwila Parkway Due to the file size, this record has been broken down into 3 segments for easier download. Click on the following links to review the permit segments: Segment 1 Segment 2 Segment 3 - I -FLY Seattle D10-296 - I -FLY Seattle D10-296 - Plans - I -FLY Seattle D10-296 •ice U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B40 Flexure Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions 4)b := .90 Cb := 1 Compression Flange has small unbraced length LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. B4. Classification of Sections for Local Buckling bf := 2 b = 3.8411Flange width for Case 1 in Table B4.1 b = 6 6 Width to thickness ratio used in Case 1 for flange 1 •tf 1 local buckling in uniform compression FEs �1 .38 FY P1 = 9.2 lFc:= 1.0. Y Case 1_Check = "Flange Compact" )I.1 = 24.1 h := d — (2•kdes) h = 16.1•in A9:= h X9=45.2 tom, Es xp9 := 3.76. F �9 = 90.6 Y := rE 5.70• s = 137.3 FY Case9_Check = "Web Compact" Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 2 of 5 218 of 571 ISO Oo • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B40 Flexure Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp := Fy'Zx M}x := MP Myx = 5050•kip•in 2. Lateral Torsional Buckling LP := 1.76•ry• Y ho := d — (tf) c1 := 1 .— /JICw its Sx L = 5.83 -ft ho = 17.4•in its = 2.O•in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Jt'0I Lr:= 1.95•rts ji +ji + 6.76. .7•Fy Sx'ho Lr= 16.96.ft Lbx — Iv)] Mnl := Cb• Mp — CMP — �.7•FY.Sx)� Lr— LP MnI := if (Mn 1 5 Mir Mn 1, Mp) Mn1 = 5050•kip•in Fcrx :_ Cb'7C2 Es Lbx 2 its [JtciL1 + .078 S.ho ibx Mn2 := Fcrx'Sx MnE := if(Mn2 5 Mp,Mn2'Mp) MnE = 5050•kip•in Limit State = "Yielding" 2 .7•Fy E Sx.ho ji Jt' cI If unbraced ength is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Fcrx = 259.19 ksiLb > Lr RIO Mix" 4545•kip•in ab - i Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 3 of 5 219 of 571 40P Oo • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B40 Flexure Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions (1)v yd := 1.0 4)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Ate, := d•t`,`, A`„ = 6.4•in2 (a) Yielding Cv.yd := 1.0 (b) Buckling kv := 5 LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24- tom, Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases h k•E (i) For -h 5 1.10 Web shear coefficients for buckling tw Fy Cv.b.i := 1.0 kv•E h kv•E (ii) For 1.10iI < — < 1.37 Fy tv, FY Cv.b.ii := 1.10 h kv•E (iii) For — > 1.37 tw FY kv'Es kv' Es FY h tw (c) Governing Resistance (1)v.y = 1.0 Cvy= 1.000 Vny:= 0.6•Fy•Av,Cvy Cv.b.iii 1.51 2 h •Fy tw V 19,17,4ip Limit State Shear = "Yielding" Yey Vn y 191°�7akip Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 4 of 5 220 of 571 +4$ .40 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B40 Flexure Member Approved By: Approval Date: Summary of Resistance versus Demand and Required Number of Bolts Moment Resistance Demand Unity Check ckb•Mnx = 4545.0•kip•in Mxmax = 1568.0 -kip -in Mxmax – 0.34 fib' Mnx Shear Y Vn y = 191.7 -kip Vymax = 22.4 kip Snow Load Deflection Ls OS = 0.250 -in — = 1.308 -in 240 Bolt Strength db := .875in Ab := 7r db2 Nominal Bolt size 4 Ns := 1 (ORn.b (.75)•Fnb'Ab'Ns Vymax Nb (1)Rn.b clRn.b = 21.6 -kip Number of shear planes Vymax – 0.12 4)v.y Vn.y As - 240 – 0.19 Ls Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Nb -0 1,,l11 bolts Minimum required bolts for shear Page 5 of 5 221 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B41 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: B41 Design for Wide Flange Beam -Column Member Cross-section Inputs: W10 X49 - Ag := 14.4•in2 Ix := 272in4 Iy := 93.4•in4 Material Inputs: F := 50•ksi FU := 65•ksi Analysis Inputs: Ls := 86in Lbx := 56in Lby := 86in Kx := 1 5•= 1 d := 10.0in Sx := 54.6•in3 Sy := 18.7•in3 Es •.= 29000•ksi Mxmax 74 kip•in Rm := 1 22kip•in Mymax Vymax := 2.9kip Vxmax 0.9kip PC := 4.2•kip 44)Rn.b := 11.1 kip tom,:= 0.34•in Zx := 60.4•in3 Zy := 28.3 • in3 Span length of member Based on AISC SCM 13th ed.(2005) bf:= 10.0•in rx := 4.35•in ry := 2.54 -in tf := 0.56•in Jt := 1.39in4 Com, := 2070in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force := 1.06in kdes Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 222 of 571 4114 • Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B41 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions cl)c := .90 E2. Slenderness Limitations := Kx'Lbx x r Y :- - Lby Y r x x = 22.0 "y = 19.8 if < 200 OK B4. Classification of Sections for Local Buckling bf b := 2— — = 8.9 tf Es Xr3 :_ .56. F Y LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 5.0•in Flange width for Case 3 in Table B4.1 >r3 = 13.5 Case3_Check = "Flange OK" h := d - (2•kdes) = 23.2 tom, Es xk10 1.49• — Fy Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 7.9.in Web height for Case 10 in Table B4.1 >`r10 = 35.9 Case10 Check = "Web OK" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements Wmax := max("x,'1'y) "max = 22.05 Fe .- 2 "max 7C2•Es Fe = 588.83•ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 223 of 571 ♦ice Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B41 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: F " Y Fe Fcl :_ x.658 •FY Per :_ if "max Pn . Fcr Ag E7. Members With Slender Elements 1. Slender Unstiffened Elements Qsi 1.0 4.71 • E FY c1,Fc2 Fc2 :_ .877Fe Critical stress equations Fcr 48.25•ksi Flexural Buckling Stress ri:1)c•Pn = 625ti4Y1ap Qs2 := 1.415 – .75 b FY (tf Es .69•Es Qs3 2 Fy•(-1 2. Slender Stiffened Elements he.t := 1.92•tw• Es • 1 – .34 Fcr heff := min(h,he) Aeff := heff•tw Aeff Qa := h•tom, Q Qa' Qs Q. Y F Fc3 := x.658 e •F •Q Fc.red = 48.25•ksi Pn.red'= Fc.red'Ag — ivy E s Fcr i heff = 7.9•in Aeff = 2.7•in2 Design Compressive Strength of Column Without Slender Elements > Pc Reduction factor used when Reduction factor used when Reduction factor used when Qs = 1.0 OK <_.56• tf FY .56. Es 0,he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Q = 1.0 Fc4 :_ .877Fe c'Pn' ed6r 625.4 k P Reduction factor for slender stiffened elements in the cross-section E Fc.red '= 44)=x S[4.71 F ,Fc3, Fc4 Q Y/ Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 224 of 571 • 4* • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B41 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (bb :_ .90 cb := 1 Cb := if(cb <_ 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf >i := tf LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be Tess than 3.0. b = 5.0•in Flange width for Case 1 in Table B4.1 X1 = 8.9 FEs xp1:=.38• FY Xp1=9.2 Es Arl := 1.0• F X.1 = 24.1 Y Casel_Check = "Flange Compact" n'= d - (2 • kdes) h �9 :_ — tw FEs Xp9 := 3.76. — FY Es 1•,cj := 5.70. F Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 7.9•in Web height for Case 9 in Table B4.1 X9 = 23.2 Width to thickness ratio used in Case 9 for web local buckling in bending Xp9 = 90.6 Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Xr9 = 137.3 Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 225 of 571 4 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B41 Beam -Column Member Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp := Fy'Zx MYx MP Myx = 3020•kip•in 2. Lateral Torsional Buckling Es Lp := 1.76-rY. ho := d — (tf) c1 := 1 its Lr := 1.95.rts• Lr= 31.59.ft Lp=8.97ft FY ho = 9.4.in its = 2.8•in Es t' I Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration � E c 1+ 1+6.76• '7 FY Sxho/ ( Lbx — Lp l Mn1 := Cb Mp — CMP — (.7.FY.sx)] Lr — Lp i MnI := if(Mn1< Mp,Mn1 Mn1 = 3020•kip•in Fcrx :_ Cb•Tr2•Es Lbx 2 its Mp) 1+.078 Mn2 := Fcrx' Sx MnE if(Mn2 <Mp,Mn2,Mp) 3020•kip.in MnE = Limit .State = "Yielding" Jt.cI (Lbx 2 Sxho its _ 7Fyl Sxho 2 Es i Jt'0I If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Fcrx = 764.51 •ksi Mn =.3020::10p: i.n 4b; Mnxi,A : 271 &kip•i 1 Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 5 of 9 226 of 571 410 •1014 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B41 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy := min[(Fy•Zy), (1.6•Fy•Sy)] Plastic moment establishing the limit state of Myy := Mpy Myy = 1415•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 Mync [Mpy — [MPy — (.7 FY Sy)] X1 Xp1 (Xr1 Mync = 1426.4•kip•in (c) For section with slender flanges .69 -Es Fcry := Fcry = 251.0•ksi 2 H Mys Fcry •Sy yielding Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis L2C— 114;1+Rip"7 n1 Nominal flexural strength for weak axis bending Weak_Axis_Limit_State = "Flange Yielding" Design weak axis flexural strength for use with Cb Mny= Kip in loading Page 6 of 9 227 of 571 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B41 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pc := min(4c'Pn, 4c'Pn.red) Mrx := Mxmax Mry := Mymax Mcx :_ (I)b•Mnx Mcy := (1)b•Mny Pr X := P c Pr = 4.2•kip Pc = 625.4•kip Mrx = 74.0•kip•in Mry = 22.0•kip•in Mcx = 2718.0•kip•in Mcy = 1273.5•kip•in Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength x = 0.0 Parameter used to detemine proper force combination (a) Where Pr >_ ,2 H1 la := Pr + s Mrx +Mry Pc - Pc 9 Mcx Mcy (b) Where Pr < .2 Pr Mn( Mry Pc H1lb:=—+ —+— 2Pc `Mcx Mcy Unity_Check := if (x .2,Hl_la,Hl_lb) (Unity. Checkt=80p5' If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 228 of 571 .44 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B41 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions 4v yd := 1.0 (I)v.b 0.9 G2. Members with Unstiffened or Stiffened Webs LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling 1. Nominal Shear Strength Aw := d•tw Aw = 3.4.in2 Shear area of web (a) Yielding shear coefficient when h < 2.24FE– Web Cv yd := 1.0 tw Y (b) Buckling kv •.= 5 h kv•E (i) For — < 1.10 tw Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv' E h kv E jkv.Es (ii) For 1.10 < — < 1.37 F tw F F Y Cv.b.ii 1.10 hY h kv•E (iii) For —h > 1.37 tw FY chv y = 1.0 Cvy= 1.000 Vny:= 0.6•Fy•Aw•Cv.y tw kv' Es Cv.b.iii := 1.51 (h32 tw Y Vn�y1020 skip Limit_State_Shear = "Yielding" Nominal shear strength for strong axis bending Design strong axis shear strength for use with v._y, °° Vn°my ='111-2.0341 factored loading Page 8 of 9 229 of 571 tal U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B41 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however; only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slenderness limit. bf — = 17.9 tf must be less than tbv.x := (Ov.yd Cv.x := Cv.yd Af := bf.tf Vn.x 0.6•Fy•(2Af).Cv.x 2.24 s = 53.9 FY (K/.x = 1.0 Cv.x = 1.000 Af = 5.6in2 Vn x = 33:6:0.kip LRFD resistance factor used only for shear yielding shear coefficient when < 2.24FE- Webty Shear area of a single flange Nominal shear strength for weak axis bending I Design weak axis shear strength for use with V = 336.0.kip v.x n.x .1 factored loading Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Strong Axis cOv Y Vn y = 102.0 -kip Shear Vymax = 2.9 -kip Connection Vb := f (Vymax2 + PC2) Weak Axis �v.x Vn.x = 336.0 -kip Vxmax = 0.9•kip Reauired Bolts Vb - 0.5 (1)Rn.b Including Axial Load Vxmax - 0.1 (1)Rn.b Page 9 of 9 230 of 571 4' S4° U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B44 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: B44 Design for Wide Flange Beam -Column Member Cross-section Inputs: W10X49 Ag := 14.4•in2 Ix := 272in4 Iy := 93.4.in4 Material Inputs: F := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 390in := 164in Lbx Lby := 390in Kx := 1 Ky := 1 d := 10.0in Sx := 54.6•in3 Sy := 18.7 • in3 Es:= 29000•ksi Mxmax 488•kip•in Rm := 1 422kip•in Mymax Vymax 20.3kip Vxmax 6.5kip PC := 16.0.kip kRu.b := 11.1 kip tom, := 0.34 in Zx := 60.4•in3 Zy := 28.3•in3 Span length of member Based on AISC SCM 13th ed.(2005) bf := 10.0•in rx := 4.35 in ry := 2.54 -in tf := 0.56•in Jt := 1.39in4 Cw := 2070in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force kdes 1.06in Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 231 of 571 • Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B44 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions (I)c :_ .90 E2. Slenderness Limitations "x Kx' Lbx "x = 64.6 Kry .,•Lby • Y rx '1' = 89.7 if<200OK B4. Classification of Sections for Local Buckling bf b := — 2 — = 8.9 tf LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 5.0 in Flange width for Case 3 in Table B4.1 Es >`r3 :_ .56• F Xr3 = 13.5 Y Case3_Check = "Flange OK" h := d - (2•kdes) — = 23.2 tom, Es Xr 10 1.49 • —FY h = 7.9 in 'r10=35.9 CaselO_Check = "Web OK" Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression Web height for Case 10 in Table B4.1 Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements "max := max(`I'x, "y) "max = 89.66 Controlling column slenderness parameter Fe :- "max2 7r2•Es Fe = 35.61 ksi Elastic Critical Buckling Stress Page 2of9 232 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B44 Beam -Column Member Approved By: Approval Date: Fy Fe Fcl :_ .658 •Fy Fcr := if "max 4.71 • Pn := Fcr Ag Es Fy Fc1,Fc2 .877Fe Fc2 Critical stress equations Fcr = 27.78 ksi Flexural Buckling Stress E7. Members With Slender Elements 1. Slender Unstiffened Elements Qs1 1.0 Qs2 := 1.415 — .75(Fy f) Es Qs3 .69. Es •b2 Fy(tf) 2. Slender Stiffened Elements he.t := 1.92•tµ; Es 1 — .34 Es Fcr h Fcr tw heff := min(h,he) heff = 7.9 in 3360.0 k p Aeff heff'tw Aeff = 2.7 in 2 Aeff Qa—htµ, Q Qa'Qs / Q.FY Fe Fc3:= .658x -F -Q 27.78 ksi Fc.red = Pn.red := Fc.red'Ag Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when Reduction factor used when Qs = 1.0 TE- - <_ .56•stf y .56• Fs _1.03. tf. Fy Reduction factor for slender unstiffened elements he := if(he.t > 0 he.t"h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Reduction factor for slender stiffened elements in the cross-section Q = 1.0 Fc4 :_ .877Fe 'c �prred' E Fc.red := if `1'max <_ 4.71j__JFc3Fc4F, Q Y Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 233 of 571 00* 00 • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B44 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions fib:=.90 cb := 1 Cb := if(cb < 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf Xi •.-- X1=8.9 tf LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be Tess than 3.0. b = 5.0 in Flange width for Case 1 in Table B4.1 rFY >`pl := 38' Es Xri := 1.0• FY >`p l = 9.2 Xri = 24.1 Casel_Check = "Flange Compact" Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending bA:= d — (2•kdes) h = 7.9h Web height for Case 9 in Table B4.1 X9 := h kj = 23.2 Width to thickness ratio used in Case 9 for web local tw buckling in bending rFY Xp9 := 3.76•Xp9 = 90.6 Compact limiting width to thickness ratio used in Case 9 for web buckling in bending hr9 := 5.70• Fs Xr9 = 137.3 Case9_Check = "Web Compact" Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4of9 234 of 571 'rim • U n i-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B44 Beam -Column Member Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy'Zx Myx := Mp Myx = 3020kip•in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling Lp := 1.76.ry. ho := d - (tf) c1 := 1 its :- x Es Lp = 8.97 ft ho = 9.4 in Fy its = 2.8 in Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Jt'cI Lr ji+ 1+6.76• r 7.Fy Sx•ho Lr = 31.59 ft )1 MC • Mp - [Mp - (.7•Fy•Sx)]• Lbx - Lp Mn := b Lr - Lp MnI if(Mn1 <Mp,Mn1'Mp) Mn1 = 2789.8 kip•in Fcrx •: 4 • • 4 fr U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B44 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy:= min[(Fy•Zy),(1.6•Fy•Sy)] Myy := Mpy Myy = 1415 kip• in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 ( XpX 1 )1 Mync ' MPY — [MPY — l•7.FY.SY)] >`rl _ xpl Myne = 1426.4 kip -in (c) For section with slender flanges .69 -Es Fen, := Fen = 251.0 ksi Plastic moment establishing the limit state of yielding (bf 2 \2'tf Mys := Fe•n, SY Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis rlAny = 1415 kipµ iri Nominal flexural strength for weak axis bending Weak_kds_Limit_State = "Flange Yielding" r 1 Design weak axis flexural strength for use with Mpy.= 1273.5 ]cipoij factored loading Page 6 of 9 236 of 571 .16 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B44 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pr = 16.0 kip Pc := min((1)c•Pn,4c•Pn.red) Pc = 360.Okip MDC := Mxmax Mrx = 488.0 kip•in Mry = 422.0 kip•in Mry := Mymax Mcx := 4b•Mnx Mcx = 2510.8 kip in Mcy := (1)b•Mny Mcy = 1273.5 kip in Pr X := —Pc Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength X = 0.0 Parameter used to detemine proper force combination (a) Where Pr > .2 H1 la := Pr + 8 MIX + Mry Pc – Pc 9 Mcx Mcy (b) Where —Pr < .2 Pc c cx cy Unity_Check := if (x .2,H1_la,H1_1b) Uiuty Check ,j0.55? Pr M H1 lb:=—+ —+Mrx rY 2P M M If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 237 of 571 ii�� U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B44 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions 1:1)v.yd := 1.0 ti)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw:= d•tw Aw= 3.4in2 LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web (a) Yielding Web shear coefficient when h < 2.24 — E Cv yd := 1.0 tw FY (b) Buckling kv := 5 Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases h kv•E (i) For - < 1.10 F w y Cv.b.i := 1.0 Web shear coefficients for buckling kv•E h kv•E jk.Es (ii) For 1.10 < — < 1.37 F tw F F Y Y Cv.b.ii 1.10 FY h kv•E (iii) For —h > 1.37 tw FY ivy= 1.0 Cvy= 1.000 Vn.y := 0.6•Fy•Aw•Cv.y tw kv' Es Cv.b.iii •= 1.51 2 h Fy i V .y =10 Akip Limit_State_Shear = "Yielding" Nominal shear strength for strong axis bending Design strong axis shear strength for use with v.yCV = 102�Utkid factored loading Page 8 of 9 238 of 571 U n i -System s SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B44 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear.- See hear.-See G2.1 b if the flange exceeds the slendemess limit. bf — = 17.9 tf must be less than 2.24 = 53.9 FY 4)v.x (Ov.yd tbv.x = 1.0 Cv.x := Cv.yd Cv.x = 1.000 Af := bf•tf Af = 5.6in2 Vn.x := 0.6•Fy•(2Af).Cv.x 4- 36a0,kip xr LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 tw Fy Shear area of a single flange Nominal shear strength for weak axis bending (kv:x n z - 33,64:0 kip Design ctored loading weak axis shear strength for use with Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Required Bolts Strong Axis tbv Y Vn y = 102.0•kip Shear Vymax = 20.3•kip Connection Vb := 11(Vymax2 + FC Vb - 2.3 (I)Rn.b Including Axial Load Weak Axis �v.x•Vn.x = 336.0•kip Vxmax = 6.5•kip Vxmax - 0.6 (1)Rn.b Page 9 of 9 239 of 571 4**114 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B45 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: B45 Design for Wide Flange Beam -Column Member Cross-section Inputs: W16 X';77. Ag := 22.9•in2 Ix := 1120in4 138 • in4 Material Inputs: FY := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 391in Lbx := 391in Lby := 164in Kx := 1 Ky := 1 d := 16.5in Sx := 136•in3 Sy := 26.9•in3 Es := 29000•ksi 1230 kip•in Mxmax Rm := 1 Mymax := 822kip•in Vymax := 36.2kip Vxmax 9.2kip PC := 11.0•kip 4)12.n.b := 11.1 kip tom,:= 0.455•in Zx := 152•in3 Zy := 41.1•in3 Span length of member Based on AISC SCM 13th ed.(2005) bf := 10.3•in rx := 7.00•in ry := 2.46•in tf := 0.760•in Jt := 3.86in4 Cµ, := 8570in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force 1.47in kdes Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 240 of 571 .401 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B45 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions (I)c := .90 E2. Slenderness Limitations �Px = 158.9 tPy = 23.4 if < 200 0K B4. Classification of Sections for Local Buckling bf b := — 2 b —=6.8 tf LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 5.2 in Flange width for Case 3 in Table B4.1 Es Ar3 := .56• F NT3 = 13.5 Y Case3_Check = "Flange OK" h := d - (2•kdes) — = 29.8 tw Es >`r10:= 1.49• —FY Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 13.6 in Web height for Case 10 in Table B4.1 Xr10= 35.9 Case10 Check = "Web OK" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements ti`max := max(`Px, `I'y) "max = 158.94 Fe :_ 2 'Ifmax 7r2' Es Fe = 11.33 ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 241 of 571 4, 4 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B45 Beam -Column Member Approved By: Approval Date: / F Y F Fel := \.658 e)•FY / Per := i Amax <_ 4.71 • Es FY c1,Fc2 Fc2 :_ .877Fe Critical stress equations Fcr = 9.94ksi Flexural Buckling Stress Pn := Fcr Ag edP,Tr 204.8 kip E7. Members With Slender Elements 1. Slender Unstiffened Elements Qsi := 1.0 Qs2 := 1.415 - .75 b j—f-; tf Es Qs3 2 FY• (f) 2. Slender Stiffened Elements .69•Es he.t := 1.92•tv,•rFel. .34 Es . 1 — h Fcr heff := min(h,he) heff = 13.6 in Aeff hefftw Aeff = 6.2 in 2 Aeff Qa - htw Q Qa' Qs Q,Fy� Fe Fc3 := x.658 ) •Fy•Q Fc.red = 9.94 ksi Pn.red := Fc.red'Ag Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when b <_ .56. s tf FY Reduction factor used when .56• Es _ 1.03. s tf FY Qs = 1.0 Reduction factor for slender unstiffened elements he := if(he.t > 0, he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa= 1.0 Q= 1.0 Reduction factor for slender stiffened elements in the cross-section ff—Q•Fy),Fc3,Fc41 Fc4 :_ .877Fe Fc.red := if `Wax <_ 4.71 n.red.= 204:8�kip Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 242 of 571 40 .106 4‘. Uri i-Syste rns SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B45 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (1)b :_ .90 cb := 1 Cb := if (cb <_ 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf b Al := tf ET Apt := .38• F Y rFy Ari := 1.0• LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 5.2 in Flange width for Case 1 in Table B4.1 Al = 6.8 Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Apl = 9.2 Case 1 for flange buckling inbending Ari = 24.1 Casel_Check = "Flange Compact" k:= d - (2.kdes) h A9 w Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 13.6 in Web height for Case 9 in Table B4.1 X9 = 29.8 Width to thickness ratio used in Case 9 for web local buckling in bending rFYAp9 := 3.76.Ap9 = 90.6 Es Arg := 5.70• — FY Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Arg = 137.3 Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4of9 243 of 571 1110 4.0 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B45 Beam -Column Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strengthMn is taken to be the(ower:value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high.moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy•Zx MYx := Mp MYx = 7600kip. in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling Es := 1.76•ry• Lp = 8.69ft Lp y ho := d — (tf) 9 := 1 rts= Iy"Cw Sx ha = 15.7 in r = 2.8 in Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Jt cI Lr := 1'95.its ji +ji + 6.76• .7•F Sx•ho Lr = 28.04 ft Mn1 := Cb• Mp — [Mp — (.7•Fy•S4• MnI if(Mn1 < MI),Mn1,Mp) Mrd = 4092.5 kip •in Lbx — Lp Lr — Lp Cb n2"Es / Jt'cI / I-bx 2 Fcrx := 1 + .078• / 2 Sx•ho its Lbx Critical elastic lateral torsional buckling stress when Lb>Lr _ its _ Fcrx = 28.75 ksi Mn2 Fc" SX MnE := if((rxMn2 < Mp'Mn2,Mp) MnE = 3910.5 kip•in 1.7•Fy) Sx hod 2 Es Jt cI / If unbraced length is greater than Lp but Tess than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be Tess than or equal to the plasitc moment. Use when Lp < Lb < Lr. Limit State = "Elastic LTB" M:nx=739f' &kip.i `b4lb 3$:1:9'.4' kip• in • l Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 5 of 9 244 of 571 • 4 ••• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B45 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy := min[(Fy•Zy),(1.6•Fy•Sy)] Plastic moment establishing the limit state of yielding Myy := Mpy Myy = 2055 kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 Mync := [mPY - [MPY - (.7 FY SY)]. x1 - �`p l [xrl - xp Myna = 2232.1 kip•in (c) For section with slender flanges .69•Es For, :_ bf f 2•tf Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges FcIy = 435.8 ksi Critical buckling stress for slender flanges in weak axis bending Mys := Fcn,•Sy Local buckling moment for members with slender flanges bent about their weak axis itl D„c2055 ap•in Nominal flexural strength for weak axis bending Weak_Axis_Limit_State = "Flange Yielding" Design weak axis flexural strength for use with T6'.M.pyY i:1-9" 5kip•in factored loading Page 6 of 9 245 of 571 40fr•16 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B45 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion HI. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pr = 11.0 kip Pc := min(cc.Pn, 4c•Pn.red) Pc = 204.8 kip Mrx := Mxmax Mrx = 1230.0 kip • in Mry := Mymax Mry = 822.0 kip•in Mcx'= (01)'Mnx Mcx= 3519.4kip•in Mcy :=•Mny Mcy = 1849.5 kip•in Pr X —Pc Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength x = 0.1 Parameter used to detemine proper force combination Pr 81' (Mrx M (a) Where — >_ .2 H1_la := — + — — rY Pc Pc 9`Mcx McYi (b) Where —Pr < .2 Pc Pr MH11b:=—+(Mrx—+ ry 2Pc Mcx Mcy Unity_Check := if (x .2,H1_1a,H1_1b) rUnity_Check.= 0:82 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 246 of 571 1 1 1 1 1 1 11 1 i 1 0 1 1 1 1 1 11 e *1*# U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B45 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions 43.v.yd := 1.0 (1)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Ate, := d•tw Ate, = 7.5 int (a) Yielding Cv.yd := 1.0 (b) Buckling kv := 5 h kv•E (i) For Y < 1.10 w y LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24 E tv, Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv•E h kv•E kv•Es (ii) For 1.10 < — < 1.37 F t� F F Y Y Cv.b.ii := h 1.10 Y h kv•E (iii) For > 1.37tF w y ivy= 1.0 Cvy= 1.000 Vn y:= 0.6•Fy•'4w•Cv.y V..}. -^1;y = 225 Limit_State_Shear = "Yielding" tw kv•Es Cv.b.iii := 1.51 •(hJ2 tw 2?kip 2y/VPn y = r04 -115.2.W1 Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 8 of 9 247 of 571 +416 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B45 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn'is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however; only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1b if the flange exceeds the slendemess limit. . bf — = 13.6 tf must be less than 2.24 s = 53.9 �v.x 4v.yd �v.x = 1.0 Cv.x := Cv.yd Cv.x = 1.000 Af:= bf•tf Af= 7.8in2 Vn.x := 0.6•Fy•(2Af).Cv.x un:z 469.7 ktlg� FY LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 E tv, Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with , v.x' Vn.x = 469:7 ki j factored loading Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Required Bolts Strong Axis v yVn y = 225.2 -kip Shear Vymax = 36.2 -kip Connection Vb := klymax2 + pc2) Vb – 3.4 (13Rn.b Including Axial Load Weak Axis �v.x'Vn.x = 469.7 -kip Vxmax = 9.2 -kip Vxmax – 0.8 (I)Rn.b Page 9 of 9 248 of 571 +44 .440 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B46 HSS Member Date of Creation: January 18, 2008 Approved By: Approval Date: B46 Design for HSS Beam -Column Based on AISC 13th Ed. LRFD Provisions (2005) List of Contents 1) General Parameters 2) HSS Axial Member Design 3) HSS Flexure Member Design 4) HSS Torsion Member Design 5) Summary of Individual Maximum Member Forces and Capacities 6) Interaction Member Design for Combined Forces 1) General Parameters Member Cross-section Inputs HSS, 12" X 6" X 0.3125" Ag := 9.92in2 Ix := 184in4 t := 0.291 in Sx := 30.7in3 B := 6in Zx := 38.1 in3 H := 12in rx := 4.31 in Material Inputs Fy 46 := 46•ksi Es .= 29000ksi Analysis Inputs Lb.x := 146in Lb.y := 146in Kx := 1.0 Ky := 1.0 Fu.46 58•ksi Iy := 62.8in4 Sy := 20.9in3 Zy := 23.6in3 ry := 2.52in j := 152in4 C := 38.8in3 b := B — 2(1.5•t) h := H — 2(1.54) b = 5.127•in h = 11.127•in Yield and ultimate strength of ASTM A5O0 Gr B steel Modulus of elasticity for steel Laterally unbraced length for strong axis buckling (distance between brace points) Laterally unbraced length for weak axis buckling (distance between brace points) Column effective length factor for buckling about the strong axis Column effective length factor for buckling about the weak axis Maximum Individual Forces on Member: Worst Load Combination on Member - LRFD #4: Mux := 104kip•in Vu.y := 1.8kip Mu.y := 71kip•in Vu.x := 2.4kip Factored strong axis moment Factored strong axis shear Factored weak axis moment Factored weak axis shear Mu x i := 36kip•in Vu.y.i := 0.2kip Mu y i := 69kip•in Vu.x.i 2.3kip Page 1 of 8 249 of 571 :moi 40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B46 HSS Member Approval Date: Tu := 24kip• in Peal 30kip O.Okip Pt.0 Factored torsion Factored axial compression Factored axial tension Tui := 13kip•in Pc.u.• 30kip Pt.u.i Okip The individual forces above are used to check each capacity (e.g., tension, strong axis moment, torsion, etc.) of the member, while the combined forces are used to check the interaction of various forces at cross sections along the length of the member to determine the most severe loading on the member. 2) HSS Axial Member Design Tension Member Design Opty:= .90 Ot.r :_ .75 Check Slenderness (AISC DI) Lb.x = 33.9 Lb.y — 57.9 Want less than 300 for tension members rx ry Effective Net Area of Tension Members (AISC D3) Resistance factor used for steel yielding in tension Resistance factor used for steel rupture in tension An := 1.0•Ag U:= 1.0 Ae := U•An An = 9.920•in2 Net area for continuously welded connections Shear lag factor for tension Toad transmitted to entire cross-section of member Ae = 9.920•in2 Effective net area Design Tensile Strength (AISC D2) Pn.t.y Ag Fy.46 Pn.t.r := Ae Fu.46 13t.y.Pn.t.y = 410.69 kip (t)t.r'Pn.t.r = 431.52. kip cPn.t min(4t.y'Pn.t.y'(1)t.r.Pn.t.r) Compression Member Design cpc := 0.90 Kx= 1.00 Ky = 1.00 Check Slenderness (AISC E2) Kx. Lb.x — 33.9 rx On. 5 Lb.y 57.9 ry 41017'• kip Equation 3.1-1 for limit state of yielding in tension Resistance for yielding in tension Equation 3.1-2 for limit state of rupture in tension Resistance for rupture in tension Design tensile strength of member Resistance factor used for steel in compression Column effective length factors defined previously Want less than 200 for compression members Page 2 of 8 250 of 571 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ti moi* Uni-Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame January 18, 2008 Design Evaluation for: Approved By: B46 HSS Member Approval Date: Check Local Buckling (AISC B4) b > col.x t h >col.y Es >`r.col 1.4• Xco1.x = 17.6 Fy.46 Xcol.y = 38.2 Xr.col = 35.2 Compression_Local_Buckling := if (max(Xcol.x Xr.col "SLENDER" , "NON SLENDER" ) Compression_Local_Buckling = "SLENDER" IMPORTANT NOTE: Since cross-section is slender, additional reductions from AISC E7 apply. Design Compressive Strength (AISC E3) Elastic Critical Buckling Stress: 2 2 rx Fe.x Es' K .Lb.x r Fey := 7T2.Es• y 7 •Lb•y Fe := min(Fe.x,Fe•y) 2 249.43 • ksi Pe.x = Fe.y = 85.27•ksi Fe = 85.27.ksi Slender Element Reduction (RISC E7): he.c 1.92•t• Es 1 — 0.38 Es Fy.46 >%col.y JFyA6J Qa• A g Ag — 2.(h — he.c).t Compressive Strength: i " a'Fy.46 F F1 := Qa•.658 e 'Fy.46 F2 := .877 -Fe Qa = 0.9649 F1 = 35.695-ksi F2 = 74.781•ksi Fcr.col if(Fe>_ 0.44•Qa•Fy.46,F1,F2) Fcr.col = 35.70•ksi Pn.c Ag•Fcr.col (I)Pn.c := ckc'Pn.c Pn.c = 354.09•kip 7"7", 5_,c.,': _rare Elastic buckling stress about strong axis Elastic buckling stress about weak axis Governing elastic critical buckling stress 10.5281 •in he.c = Reduction factor for slender stiffened elements Critical stress for inelastic column buckling Critical stress for elastic column buckling Critical column stress for member Nominal compression capacity Design compressive strength of member Page 3 of 8 251 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B46 HSS Member Date of Creation: January 18, 2008 Approved By: Approval Date: 3) HSS Flexure Member Design Strong Axis Bending := 0.90 Mp.x := Zx'Fy.46 Mr.x Sx'Fy.46 Mp.x = 1752.6.kip.in Mr.x = 1412.2.kip.in Local Buckling (AISC B4) Flange in Uniform Compression: b Xc.f.x t ES := 1.12 Fy.46 Resistance factor used for steel in bending Plastic moment of section Yield moment of section 17.6 Wall slenderness parameter Xc.f.x = Xp.c.f = 28.1 Maximum compact wall slenderness parameter FlangeX_Local_Buckling := if(Xc.f.x < Xp.c.f, "COMPACT" , "NOT COMPACT") Web in Flexure: h >`w.x'— t Xp w := 2.42• ES Fy.46 FlangeX_Local_Buckling = "COMPACT" Xw.x = 38.2 Xpw= 60.8 Wall slenderness parameter Maximum compact wall slenderness parameter WebX_Local_Buckling := if(Xw, x < Xp w„ "COMPACT" ,"NOT COMPACT") WebX_Local_Buckling = "COMPACT" IMPORTANT NOTE: If flanges or webs are not compact, additional reductions from AISC F7 may apply. Bending Strength (AISC F7) Mn.x:= Mp.x (I)Mn.x := kb'Mn.x Mn.x = 1752.6•kip•in ��Mn:ic�=�1>Ss?7:3 •kip�"in Strong Axis Shear (in y direction) (1),:= 0.90 Aw,,y:= 2•h1 Aw y = 6.476•in2 Nominal strong axis bending strength of member Design strong axis bending strength of member Resistance factor used for steel in shear Shear area for strong axis flexure Page 4 of 8 252 of 571 ♦ice• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B46 HSS Member Approval Date: Wall Slenderness Parameters _ . t kv := 5 71 := 1.10 y.46 kv•Es F 7y = 38.2 Wall shear slenderness parameter Web plate buckling coefficient -yl = 61.8 Limit 1 wall shear slenderness parameter WebY_Shear_Buckling := if(y <_ ry1, "COMPACT" , "NOT COMPACT" ) WebY_Shear Buckling = "COMPACT" IMPORTANT NOTE: If webs are not compact, additional reductions from AISC G2 may apply. Shear Strength (AISC G2 and G5) Cv y := 1.0 Vn y := 0.6•Fy.46-Aw.yCv.y Vn.y = 178.7•kip (1)un.y := cOv•un.y lup:y = 1:60 9�kip1 Web shear coefficient for compact section Nominal shear strength for strong axis flexure Design strong axis shear strength of member Weak Axis Bending (kb = 0.90 Resistance factor used for steel in bending Mp y := Zy•Fy 46 Mp = 1085.6•kip•in Plastic moment of section Mr.y := Sy•Fy 46 Mr.y = 961.4•kip•in Yield moment of section Local Buckling (AISC B4) Flange in Uniform Compression: h Xc.f.y >`p.c.f = 28.1 >`r.c.f 1.40. y.46 FlangeY_Local_Buckling := if (Xc.f.y Xp.c.f , "COMPACT" , if (Xc.f y < Xr.c.f , "NONCOMPACT" ,"SLENDER" )) Es F >`c.f.y = 38.2 Xr.c.f = Wall slenderness parameter Maximum compact wall slenderness parameter 35.2 Maximum noncompact wall slenderness parameter Web in Flexure: b Aw.y t FlangeY_Local_Buckling = "SLENDER" ).may=17.6 Wall slenderness parameter Page 5 of 8 253 of 571 4 11�� U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B46 HSS Member Date of Creation: January 18, 2008 Approved By: Approval Date: Xp.w = 60.8 Maximum compact wall slenderness parameter WebY_Local_Buckling := if(Xw y <_ Xp w, "COMPACT" , "NOT COMPACT" ) WebY_Local_Buckling = "COMPACT" IMPORTANT NOTE: If webs are not compact, additional reductions from AISC F7 may apply. Bending Strength (AISC F7) Es 0.38 Es he.c.fy 1.92•t• 1 — Fy.46Xc.fy Fy.46 leffY:= Y — 2.[(h — he.c.f.y)•t•[0.5•(B Seffy := lefty. X21 BJ Mn.y := Fy.46. Seff y (OM n.y 4b'Mn.y Weak Axis Shear (in x direction 4)v = 0.90 Aw.x := 2•b•t `4wx = Wall Slenderness Parameters b t 'Y1 = 61.8 10.5281 in he.c.fy = lefty = 59.9598 • in4 Seff.y = 19.987•in3 Mn.y = 919.4•kip•in Nominal weak axis bending strength of member l":1v1n y a• 827.4.'•'kip•in Design weak axis bending strength of member 2.984 • in2 -yx = 17.6 Resistance factor used for steel in shear Shear area for weak axis flexure Wall shear slenderness parameter Limit 1 wall shear slenderness parameter WebX_Shear_Buckling := if(^ix 5 ^i 1, "COMPACT" , "NOT COMPACT" ) WebX_Shear_Buckling = "COMPACT" IMPORTANT NOTE: If webs are not compact, additional reductions from AISC G2 may apply. Shear Strength (AISC G2 and G5) Cv.x := 1.0 un.x := 0.6•Fy.46•Aw.x Cv.y un.x = 82.4. kip ct)un.x �v•un.x 11„; Web shear coefficient for compact section Nominal shear strength for weak axis flexure 741fkip Design weak axis shear strength of member Page 6 of 8 254 of 571 1 1 it it 1 t 040 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B46 HSS Member Date of Creation: January 18, 2008 Approved By: Approval Date: 4) HSS Torsion Member Design (Nn := 0.90 Wall Slenderness Parameters ht := max(b,h) ht T := — t 1FyE7 T1 := 2.45 .46 ht = 11.127•in Resistance factor for steel tubes in torsion Controlling dimension of tube for torsion T = 38.2 Wall shear slenderness parameter T1 = 61.5 Limit 1 wall shear slenderness parameter Web_Torsion_Buckling := if (T <_ T1, "COMPACT" ,"NOT COMPACT") Web_Torsion_Buckling = "COMPACT" IMPORTANT NOTE: If webs are not compact, additional reductions from AISC H3 may apply. Torsion Strength (AISC H31 Fcr.t := 0.6 Fy.46 Tn := Fcr.t•C gan := 4 Tn Fcr.t = 27.6•ksi Critical torsion stress for compact section Tn = 1070.9•kip•in Nominal torsion capacity Tn. v, 9_63`;844kip Design torsion strength of member Paae7of8 255 of 571 +00 U n i -System s SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B46 HSS Member Date of Creation: January 18, 2008 Approved By: Approval Date: 5) Summary of Individual Maximum Member Forces and Capacities Axial Capacities Applied Axial Forces Unity Checks (pm t= 410.7•kip raPn.c = 318.7•kip Flexure Capacities cl)Mn.x = 1577.3•kip•in �Vn y = 160.9•kip �Mn.y = 827.4•kip•in 4:1V/Lx = 74.1 •kip Torsion Capacity 4Tn = 963.8•kip•in Pt.0 = 0.0•kip Pc.0 = 30.0•kip Applied Flexure Forces Mux = 104.0•kip•in Vu.y = 1.8•kip Muy = 71.0•kip•in Vu.x = 2.4kip Applied Torsion Force Tu = 24.0•kip•in 6) Interaction Design for Combined Forces HSS Subject to Combined Bending and Axial Forces (AISC H1) RP.1:_ Pc.u.i Pt.u.i (I)Pn.c , (I)Pn.ti 8 [(u.x.1 Mu.y.i I1 :•= RP i + + 9 (I)Mn.x 4)Mn.y 1 I RP.i 2 .— 2 �Mn.x� �Mn.y RP. i = 0.094 if(Rp i z 0.2,I1,I2) = 0.1533 Pt.0 — 0.000 cPn.t Pc.0 4)Pn.c On.y Muy (1)Mn.y Vu.x — 0.094 = 0.066 = 0.011 — 0.086 — 0.032 (I)Vn.x Tu = 0.025 Maximum axial force usage ratio Okay if < 1.0 IMPORTANT NOTE: If the torsion usage ratio is greater than 0.20, additional checks from AISC H3 may apply. Page 8 of 8 256 of 571 1 1 1 1 11 1 1 •i0ce U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B50 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: B50 Design for Wide Flange Beam -Column Member Cross-section Inputs: W16.X 36 Ag := 10.6•in2 Ix := 448in4 Iy := 24.514 Material Inputs: F := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 390in Lbx := 128in Lby := 390in Kx := 1 1 d := 15.9in tw, := 0.295 • in Sx := 56.5•in3 Zx := 64.0•in3 Sy := 7.0• in3 Zy := 10.8 • in3 Es := 29000•ksi Mxmax := 415•kip•in Rm := 1 Mymax 61kip•in Vymax 9.3kip 1.7kip Vxmax PC := 30.3.kip 4Rn.b := 11.1 kip Span length of member Based on AISC SCM 13th ed.(2005) bf := 6.99•in rx := 6.51 • in ry := 1.52•in tf := 0.43•in Jt := 0.545in4 Cw, := 1460in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges 0.832in kdes Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 257 of 571 • 4 Urn -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B50 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions (1)c := .90 E2. Slenderness Limitations Lbx �x = 84.2 ry -7'KK •Lby rx �y = 59.9 if < 200 OK B4. Classification of Sections for Local Buckling bf b := — 2 b — = 8.1 tf Es Ar3 := .56. FY LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 3.5 -in Flange width for Case 3 in Table B4.1 N.r3 = 13.5 Case3_Check = "Flange OK" h := d – (2•kdes) — = 48.3 tom, T49*Ar10:= 1.y h = 14.2•in Ar10= 35.9 Case10 Check = "Web Slender" Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression Web height for Case 10 in Table B4.1 Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements `'max Fe := max2 7T2•Es x,`1/y) "max= 84.21 Fe = 40.361si Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 258 of 571 t t e 1 1 1 d r 1 a 4 • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B50 Beam -Column Member Approved By: Approval Date: FY Fe Fci := x.658 'FY Fcr := if Wax [4.71. Pn := Fcr Ag Es Fy Fc2 :_ .877Fe Critical stress equations c1,Fc21 Fcr= 29.77•ksi Flexural Buckling Stress c¢� Pn- 28;4!0`kip E7. Members With Slender Elements 1. Slender Unstiffened Elements Qsi :_ 1.0 Qs2 := 1.415 – .75(1tf f) Es .69• Es Qs3:– 2 Fy ( J t fJ 2. Slender Stiffened Elements Es .34j:: het := 1.92•t• 1 -- heff min(h,he) Aeff := heff•tw Aeff Qa htw, Q := Qa'Qs Q.FY\ Fe Fc3 := x.658 j•Fy•Q 29.31•ksi Fc.red = Pn.red := Fc.red'Ag tw heff = 13.8•in Aeff = 4.1 • in2 Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when Reduction factor used when Qs = 1.0 E b <_.56• tf Fy .56• F— s _1.03•tf Reduction factor for slender unstiffened elements he := if(he.t > 0,he.th) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Reduction factor for slender stiffened elements in the cross-section Q = 1.0 Fc4 :_ .877Fe i c Pn d00;7r9Y E Fc.red := if '1'max <_ 4.71 QF ,Fc3,Fc4 Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3of9 259 of 571 .406 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B50 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions 031) :_ .90 cb := 1 Cb := if (cb < 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf X1 := X1 = 8.1 LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 3.5•in Flange width for Case 1 in Table B4.1 tf Xp1 := .38. T— Y rF > r1 := 1.0. Xp1=9.2 > r1 = 24.1 Case l_Check = "Flange Compact" Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending 1:= d - (2'kdes) h = 14.2•in Web height for Case 9 in Table B4.1 Xg := h X9 = 48.3 Width to thickness ratio used in Case 9 for web local tw buckling in bending xp9:= 3.76•lc Xp9 = 90.6 Compact limiting width to thickness ratio used in FY Case 9 for web buckling in bending r--- Xj := 5.70. >r9 = 137.3 Case9_Check = "Web Compact" Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact .in bending, flexural strength is determined using section F3,or F4. Page 4 of 9 260 of 571 +44, U n i-Syste rns SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B50 Beam -Column Member Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy•Zx Myx := Mp M = 3200•kip•in 2. Lateral Torsional Buckling Es := 1.76.ry Lp = 5.37 ft Lp ho := d - (tf) c1:= 1 its :_ Iy x C; S ho = 15.5•in its = 1.8•in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Jt cI .7•Fy Sx•ho 2 L :- 1.95r • 1+ 1+6.76 Lr = is [.7.F Y/ Sx ho _ Es Jt cI Lr= 15.23•ft M C • Mp - �Mp - �.7•Fy•Sx)] Lbx - Lp n 1 �= b Lr - Lp MnI := if (Mn1 <Mp , Mn1 , Mp) Mrd = 2543.3•kip•in Cb•rr2•Es Lbx 2 its Jt•cI j [Lbx) 1 + .078 — Sx'ho its Mn2 Fcrx'Sx MnE := if(Mn2 5 Mp,Mn2,Mp) MnE = 3200•kip. in Limit State = "Inelastic LTB" 2 Fcrx = 65.07 • ksi FIvI'= 25 3.3kip;m inx bMn 2289 i„1n If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 5 of 9 261 of 571 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B50 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy:= min[(FY•Zy),(1.6•Fy•Sy)] Myy := Mpy Myy = 540•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 X1 — X131 )1 MYnc MPY — [MPY — ('7.FY.SY)].`�1 _1 Mync = 560.2•kip•in (c) For section with slender flanges .69• Es Fcry := FcD = 302.9•ksi 2 Plastic moment establishing the limit state of yielding (2-tf, bf Mys := Fcry Sy Mny = 540•kip•i Weak Axis Limit State = "Flange Yielding" 'fib Mny = 486•kip it Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Nominal flexural strength for weak axis bending Design weak axis flexural strength for use with factored loading Page 6 of 9 262 of 571 • ••• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B50 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion HI. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr .•= PC Pc := min()c.Pn,4c.Pn.red) MDC := Mxmax Mry := Mymax Mcx :_ (1)b•Mnx Mcy:= (1)b•Mny Pr X —Pc Pr= 30.3•kip Pc = 279.6.kip Mrx = 415.0•kip•in Mry = 61.0•kip•in Mex = 2289.0•kip•in Mcy = 486.0•kip•in Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength X = 0.1 Parameter used to detemine proper force combination (a) Where Pr >_ .2 H1 la := Pr + 8 Mrx +Mry Pc – Pc 9 Mcx Mcy (b) Where —Pr < .2 Pc Pr Mrx Mry H1_10 :—+ -+— 2PMcx M c cy Unity_Check := if (x .2,H1_1a,H1_lb) Unityti Check>=:0363 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 263 of 571 • 446 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B50 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions 4)v yd := 1.0 (I)v.b 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw := d•tw (a) Yielding Cvyd:= 1.0 (b) Buckling kv := 5 LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Aw = 4.7•in2 Shear area of web h kv•E (i) For — 1.10 tw FY Web shear coefficient when h < 2.24 tw Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv•E h kv•E jkv.Es (ii) For 1.10 < — < 1.37 F tw F F Y Y Cv.b.ii 1.10 y h tw h kv E (iii) For — > 1.37 k •E w t Y Cv.b.iii := 1.51 v s Ov y = 1.0 Cvy= 1.000 Vn.y := 0.6•Fy•Aw•Cv.y icU = 140.7•kip Limit_State_Shear = "Yielding" yVn.y a 140.7•kip h 12 •F tw) Y Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 8 of 9 264 of 571 1 1 1 1 1 1 11 1 1 1 1 0.41# • Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B50 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slenderness limit. bf = 16.3 tf must be less than (13v.x (I)v.yd Cv.x Cv.yd Af bf•tf Vn.x := 0.6•Fy•(2Af).Cv.x 2.24 = 53.9 FY (i)v.x = 1.0 Cv x = 1.000 Af = 3.0•in2 LRFD resistance factor used only for shear yielding Web shear coefficient when h <_ 2.24 E t Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with •v = 180.3 kip ?r factored loading .. n.x� Summary of Shear Resistance versus Demand and Required Number of Bolts Stong Axis Weak Axis Resistance ckv y Vn y = 140.7•kip �v.x• Vn.x = 180.3 • kip Demand Required Bolts Vymax = 9.3•kip Vxmax = 1.7•kip Vymax — 0.8 (I)Rn.b Vxmax — 0.2 cORn.b Page 9 of 9 265 of 571 moi* U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B51 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: B51 Design for Wide Flange Beam -Column Member Cross-section Inputs: W16:X'50 Ag := 14.7•in2 Ix := 659in4 d := 16.3 in Sx := 81.0•in3 in4 Sy := 10.5 in3 Iy := 37.2• Material Inputs: F := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 390in Lbx := 113 in Lby := 390in Kx := 1 Ky := 1 Es := 29000•ksi 3170•kip•in Mxmax Rm := 1 41.4kip• in Mymax := Vymax 28.3kip Vxmax 1.9kip PC := 4.6•kip tom, := 0.380•in Zx := 92.0•in3 Zy := 16.3•in3 Fnb := 48ksi Span length of member Based on AISC SCM 13th ed.(2005) bf:= 7.07•in rx := 6.68•in ry := 1.59•in tf := 0.63•in Jt := 1.52in4 C� := 2270in6 kdes:= 1.03in Nominal Shear strength of A-325 bolt, threads included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force Page 1 of 9 266 of 571 +46 U n -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B51 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions 1:1)c := .90 E2. Slenderness Limitations Kx' Lbx PYX = 71.1 ry Ky•LbY kijY ' rx '1' = 58.4 if < 200 OK 64. Classification of Sections for Local Buckling bf b := — 2 — = 5.6 tf Es Xr3 := .56. FY LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 3.5•in Flange width for Case 3 in Table B4.1 >r3 = 13.5 Case3_Check = "Flange OK" h := d - (2•kdes) — = 37.5 tw Es >`r10 1.49• —FY Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 14.2•in Web height for Case 10 in Table B4.1 Xr10 = 35.9 Case10 Check = "Web Slender" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements 'max := max(`I`x, Wy) `I'max = 71.07 Fe :_ '' max2 7r2.Es Fe = 56.67•ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 267 of 571 • 4 *** U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B51 Beam -Column Member Approved By: Approval Date: F Y Fe x.658 ,.FY Fcr := ift'max < 4.71 Pn . Fcr Ag Es FY Fc2:_ .877Fe Critical stress equations cl,Fc2Fcr= 34.56•ksi Flexural Buckling Stress bbPn = 457e2'•kip E7. Members With Slender Elements 1. Slender Unstiffened Elements Qs1 1.0 Qs2 := 1.415 – .75(FY f) Es .69• Es Qs3 2 Fy (f 2. Slender Stiffened Elements he.t := 1.92•tµ,• Es . 1 _ .34 Es Fcr h Fcr hell•:= min(h,he) Aeff := heff••tw Aeff Qa htµ Q Qa' Qs Q,F," heff = 14.2•in Aeff = 5.4.in2 Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when Reduction factor used when Qs = 1.0 b _< .56• tf FY .56. Es < 1)- < 1.03. Is NI— FY tf F E >_1.03. s tf Fy Reduction factor for slender unstiffened elements he := if (he.t > 0,he.t ,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Q = 1.0 Fe Fc3:= .658 Fy•Q Fc4:= .877Fe Fc.red = 34.56.ksi Pn.red Fc.red'Ag c'Pn.re 11 45�7..24•kip Reduction factor for slender stiffened elements in the cross-section Posed := if `I'max <_ / E 4.71 s , Fc3 , Fc4 Q FY Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 268 of 571 44V Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B51 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (i)b := .90 cb := 1 Cb := if(cb <_ 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf b := — 2 _ b 1 •- t f Es > i :_ .38• _FY rFY Arl := 1.0• LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be Tess than 3.0. b = 3.5.in Flange width for Case 1 in Table B4.1 Al = 5.6 Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Apt = 9.2 Case 1 for flange buckling inbending >`r1 = 24.1 Case 1_Check = "Flange Compact" h := d - (2.kdes) h A9 t w Es Ap9 := 3.76. — FY Es X1.9:= 5.70• F Y Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 14.2•in Web height for Case 9 in Table B4.1 A9 = 37.5 Ap9 = 90.6 Arg = 137.3 Case9_Check = "Web Compact" Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 269 of 571 110 4.44 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B51 Beam -Column Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy'Zx Myx := Mp Myx = 4600•kip•in 2. Lateral Torsional Buckling Es Lp := 1.76 ry• FL = 5.62 ft ho := d — (tf) c1:= 1 its —III:cw x Lr := 1.95•rts' Lr= 17.21 .ft Mnl := Cb' Mp — [Mp — (.7•Fy•Sx)] Mn1 if(Mn15Mp,Mn1,Mp) y ho = 15.7•in its = 1.9•in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es / Jt'cI `7Fy \ Sx•ho( ) 1+ 1+6.76 Mn1 = 4021.6•kip•in Fcrx : • ir %I U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B51 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy:= min[(Fy.Zy),(1.6•Fy.Sy)] MYY := M.py MYY = 815•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 (( (x1—pl MYnc := MPY — [M — l'PY 2.FY SY)] Arl — Api )] MYnc = 921.1 •kip•in (c) For section with slender flanges .69. Es Fcry := Fcn, = 635.5•ksi 2 Plastic moment establishing the limit state of yielding H Mys •= Fcry SY Weak Axis Limit State = "Flange Yielding" Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Nominal flexural strength for weak axis bending 1 Design weak axis flexural strength for use with Iv1n7335 • kip•- J factored loading Page 6 of 9 271 of 571 110 4frAi U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B51 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pr = 4.6•kip Pc := min(4c'Pn,(1)c'Pn.red) Pc = 457.2•kip Mrx Mxmax Mrx = 3170.0•kip•in Mry := Mymax Mry = 41.4•kip•in Mcx '_ (1)b'Mnx Mcx = 3619.5•kip•in Mcy:= 4b•Mny Mcy = 733.5•kip•in Pr X=Pc Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength X = 0.0 Parameter used to detemine proper force combination (a) Where Pr > .2 H1_la := Pr + — — 8 Mrx + Mry Pc Pc 9 \Mcx Mcy P (b) Where r < .2 Pc Pr MryH1]b:=—+[Mrx—+ 2Pc Mcx Mcy Unity_Check := if (x. .2,H1_la,H1_lb) [Unity_Chdek• =.0.94 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 272 of 571 .44 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B51 Beam -Column Member Approved By: Approval Date: Chapter G: Desiqn of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions (i)v yd := 1.0 (1)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Ate, := d•tw Ate, = 6.2•in2 (a) Yielding Cvyd:= 1.0 (b) Buckling kv:= 5 h kv•E (i) For —h < 1.10 tv, Fy LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24 tom, Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i = 1.0 kv•E h kv•E jkv.Es (ii) For 1.10 < — < 1.37 F tom, F F Y Y Cv.b.ii := 1.10 Y h tv h kv•E (iii) For —h > 1.37 kv•Es t w Y Cv.b.iii := 1.51 2 (1)v.y = 1.0 Cvy= 1.000 Vn.y := 0.6•Fy•Aw•Cv.y Limit State_Shear = "Yielding" 1785.8kip h (w1•F tY Nominal shear strength for strong axis bending Design strong axis shear strength for use with = 185.8•kip factored loading Page 8 of 9 273 of 571 • 446 •40 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B51 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slenderness limit. bf — = 11.2 tf (1)v.x (I)v.yd Cv.x := Cv.yd Af bf'tf must be Tess than cov.x = 1.0 Cvx= 1.000 Es s = 53.9 FY LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 t� Fy Af = 4.5.in2 Shear area of a single flange Vn x 0.6 Fy•�2Af)•Cv.x IVn.x = 267.2 kip jv.x• Vn.x 267.2. kip Bolt Strength 7r db := .875in Ab :_ —db2 4 Ns := 1 4)Rn.b := (.75)•Fnb.Ab.Ns 4)Rn.b = 21.6 -kip Nominal shear strength for weak axis bending Design weak axis shear strength for use with factored loading Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Strong Axis 4v yVn y = 185.8. kip Shear Vymax = 28.3•kip Connection Vb := kymax2 + 1 c2) Weak Axis 4)v.x•Vn.x = 267.2.kip Vxmax = 1.9•kip Required Bolts Vb – 1.3 (I)Rn.b Including Axial Load Vxmax = 0.1 4Rn.b Page 9 of 9 274 of 571 0.• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B52 Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: B52 Design for Wide Flange Flexure Member Cross-section Inputs: W6 X 15 • Ag := 4.43-in2 Ix := 29.1 in4 Iy := 9.32•in4 Material Inputs: FY := 50•ksi Fu := 65•ksi Analysis Inputs: Lbx := 66in Ls := 113in d := 5.99in Sx := 9.72•in3 Sy := 3.11•in3 Es := 29000•ksi Mxmax 34.0.kip.in MxA := 15.6 -kip -in MxB:= 30.1•kip•in Mxc := 21.6.kip.in Rm := 1 Vymax := 0.8kip tom,:= 0.23•in Zx := 10.8•in3 Z := 4.75•in3 Based on AISC SCM 13th ed.(2005) bf := 5.99•in rx := 2.56•in ry := 1.45 • in tf := 0.26•in Jt := 0.101 in4 Com, := 76.5in6 kdes 0.510in 48ksi Nominal Shear strength of A-325 bolt, threads Fnb := included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Bending Span length of member Applied maximum Factored strong axis moment (absolute value) Applied Factored X moment at quarter point of unbraced segment (absolute value) Applied Factored X moment at centerline of unbraced segment (absolute value) Applied Factored X moment at the three-quarter point of unbraced segment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored strong axis shear (absolute value) Page 1 of 5 275 of 571 44 .410 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B52 Flexure Member Approved By: Approval Date: Chapter F: Desiqn of Members for Flexure FI. General Provisions = .90 12.5•M xrnax cb 2.5•Mxmax + 3•Mx + 4•MXB + 3•MxC Rm Cb := if(cb <_ 3.0,cb,3.0) Cb = 1.3407 B4. Classification of Sections for Local Buckling bf b := — 2 Al := b Al = 11.5 tf LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 3.0•in Flange width for Case 1 in Table B4.1 Es Apt := .38• F Y Es Ar1 := 1.0• F Y Ap 1 = 9.2 Xrl = 24.1 Case 1 _Check = "Flanges Non -Compact" h := d – (2•kdes) h A9._ tw h = 5.0• in A9 = 21.6 Ap9 := 3.76. Fs Ap9 = 90.6 r--- Ar, := 5.70. Arg = 137.3 Case9_Check = "Web Compact" Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 2 of 5 276 of 571 +46 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B52 Flexure Member Approved By: Approval Date: F3. Doubly Symmetric Compact I -Shaped Members With Compact Webs and Non -Compact or Slender Flanges Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of lateral torsional buckling and compression flange local buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Lateral Torsional Buckling Mp Fy•Zx Myx := Mp Myx = 540 -kip -in F—Es Lp := 1.76•ry ho := d - (tf) c1 := 1 LP = 5.12•ft ho = 5.7•in C w 14-3 its := its = 1.7•in Sx Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Jt•cI .7•Fy Sx•ho Lr:= 1.95•rts 1 + 1 + 6.76•)1 7 Fy \ Sx ho _ Es Jt•cI Lr = 16.46•ft Lbx - IV)] Mn1 := Cb MP - CMP - (.7•FY•Sx)] Lr- Lp MnI if(Mn1<Mp,Mn1,Mp) Mn1 = 540•kip•in Ecru :_ Cb.7r2•Es [Lbx)2 its 2 Jt•cI Lbx)x 1 + .078 Sx.ho its Fcrx = 267.77•ksi Mn2 Fcrx•Sx MnE := if(Mn2 < Mp,Mn2,Mp) MnE = 540•kip•in If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb>Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Page 3 of 5 277 of 571 4,44 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B52 Flexure Member Approved By: Approval Date: 3. Flange Local Buckling Mn3 := Mp - (Mp - 0.7.Fy.Sx)• �`1-x l II Xr1 - Ap1 Mn3 = 508.3•kip•in nx 508 33:kip•ir� Limit State = "FLB" fb•Mnx = 457:zicip`I Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions (I)v.yd := 1.0 (Ov.b := 0.9 LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw := d•tw Aw = 1.4•in2 Shear area of web (a) Yielding Web shear coefficient when h 5 2.24 - Cv.yd := 1.0 tw FY (b) Buckling kv := 5 h kv•E (i) For - 5 1.10 F w y kv•E hkv•E (ii) For 1.10i1 < — 5. 1.37 FtF Y w y h kv•E (iii) For — > 1.37 tw Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 k.•Es Fy Cv.b.ii := 1.10 Cv.b.iii 1.51 tw kv•Es (h)2 • FY Page 4 of 5 278 of 571 ii�� U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B52 Flexure Member Approved By: Approval Date: (c) Governing Resistance ivy= 1.0 Cv y = 1.000 Vn y := 0.6•Fy•Aw•Cv.y n:yr Limit State Shear = "Yielding" 3kip� Nominal shear strength for strong axis bending Design strong axis shear strength for use with ? factored loading 9 Summary of Resistance versus Demand and Required Number of Boltsunity Check Moment Resistance Demand 10b•Mnx = 457.5 -kip -in Mxmax = 34.0 -kip -in Shear � Vn = 41.3 -kip Bolt Strength db :_ .875in Ab := 7Tdb2 4 Ns := 1 4:1)Rn.b :_ (.75)•Fnb-Ab-Ns N := Vymax Nb (1)Rn.b (1)12n.b = 21.6 -kip w = 0"T0 , bolts Vymax = 0.8 -kip Nominal Bolt size Number of shear planes Mxmax — 0.07 fib' Mnx Vymax — 0.02 (I)v.Y Vn.y Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Minimum required bolts for shear Page 5 of 5 279 of 571 110 +446 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B53 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: B53 Design for Wide Flange Beam -Column Member Cross-section Inputs: W16:X67:•. Ag := 19.7•in2 Ix := 970in4 119•in4 Material Inputs: F := 50•ksi Fu := 651si Analysis Inputs: Ls := 390in Lbx := 113in Lby := 390in d := 16.3in Sx := 119 • in3 Sy := 23.2•in3 Es := 29000•ksi Kx := 1 Ky .= 1 Mxmax 4115•kip•in Rm := 1 Mymax := 220kip•in Vymax := 39.5kip Vxmax := 4.7kip PC := 7.7 kip ci)Rn.b := 11.1 kip tom,:= 0.395•in Zx := 132•in3 Zy := 35.6•in3 Based on AISC SCM 13th ed.(2005) bf:= 10.2•in rx := 6.97•in ry := 2.44•in tf:= 0.665•in Jt := 2.62in4 CN, := 7300in6 kdes 1.37in := 48ksi Nominal Shear strength of A-325 bolt, threads Fnb included in shear plane Span length of member Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 280 of 571 •ems Uri i-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B53 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions := .90 E2. Slenderness Limitations := Kx' Lbx x r KK• tY :_ KSY. Lby Y r x = 46.3 = 56.0 if < 200 OK LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter B4. Classification of Sections for Local Buckling bf := f b = 5.1•in Flange width for Case 3 in Table B4.1 2 —=7.7 tf rF Ar3 :_ .56• > r3 = 13.5 Case3_Check = "Flange OK" h := d - (2 • kdes) — = 34.3 tw Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 13.6•in Web height for Case 10 in Table B4.1 Es Xk10 := 1.49. F Xr10 = 35.9 Y Case10 Check = "Web OK" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements "max :_ Fe :_ "max2 7r2.Es x "y) "max = 55.95 Fe = 91.42•ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 281 of 571 -1000 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B53 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: F Fe Fc 1 :_ x.658 / • FY Fcr := if `f'max < [4.71. Pn . Fcr Ag E FY cl>Fc2 Fc2 := .877Fe Critical stress equations Fcr = 39.77•ksi Flexural Buckling Stress t.141;, a705:!Air; E7. Members With Slender Elements 1. Slender Unstiffened Elements Qsl 1.0 Qs2 := 1.415 — .75 Qs3 .69• Es 2 Fy•(bl tf. JJ 2. Slender Stiffened Elements ( he.t 1.92•tw Es 1 — .34 Es Per h Fcr heff := min(h,he) Aeff heff'tw Aeff Qa := h tw Q Qa' Qs ( Q.F Y Fe Fc3 := \.658 i'Fy'Q Fc.red = 39.77•ksi Pn.red Fc.red'Ag v , heff = 13.6•in Aeff = 5.4.in2 Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when b < .56. tf Fy Reduction factor used when .56• Es <11 < 1.03• Is Fy tf FY rs Reduction factor used when b 1.03•tf Reduction factor for slender unstiffened elements Qs = 1.0 he := if(he.t > 0,he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Q = 1.0 Fc4 := .877Fe 0 1Pnfred 47in "if') Reduction factor for slender stiffened elements in the cross-section E Fc,red := if klimax <_ 4.71 F > Fc3> Fc4 Q Y/ Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 282 of 571 .401$ 040 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B53 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions 4)b := .90 cb := 1 Cb := if (cb <_ 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf Am 2 X1:=tf LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 5.1•in Flange width for Case 1 in Table B4.1 X1 = 7.7 FT. >.pl := .38• . xpl = 9.2 TEs )`rl := 1.0• F Xr1 = 24.1 Y Casel_Check = "Flange Compact" d - (2•kdes) X9 := tw Es >•p9 := 3.76. — FY Es Xj := 5.70. — FY Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 13.6•in Web height for Case 9 in Table B4.1 X9 = 34.3 Xp9 = 90.6 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Xj = 137.3 Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4of9 283 of 571 4 I •414 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B53 Beam -Column Member Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp := FyZx Mlx := Mp MYx = 6600 kip in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling E Lp := 1.76•ry• Fs Lp = 8.62 ft ho := d - (tf) c1:= 1 its y ho = 15.6•in r=2.8•in Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Jt•c1 Lr := 1.95 its USX.hOJI1yJ Lr = 26.24 • ft M:= C • Mp - [Mp - �.7•Fy•Sx)]• Lbx - Lp n 1 b Lr - Lp MnI if(Mn1 <Mp,Mn1,Mp) Mn/ = 6489.7•kip•in Fcrx •:_ Cb•�r2•Es Lbx 2 its 2 1 + .078 Jt.cI j• (Lbx\ [S.h0J its i Mn2 Fcrx'Sx MnE '= if(Mn2 <Mp,Mn2,Mp) MnE = 6600•kip•in Limit State = "Inelastic LTB" 7Fy Sxh01j 2 Es Jt'cl If unbraced ength is greater than Lp but Tess than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Fcrx = 190.63•ksi Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp 6489.7•kip 1 Nominal flexural strength for strong axis bending (I)b'Mfix. 58,40.7 kip i Design strong axis flexural strength for use with factored loading Page 5 of 9 284 of 571 400 •44 Un i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B53 Beam -Column Member Approved By: Approval Date: F6. l -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy := min[(Fy•Zy),(1.6•Fy•Sy)] Plastic moment establishing the limit state of Myy := Mpy Myy = 1780•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 _ 1X1Xpl Myne ' MPy — [MPy — (.7.Fy•Sy)] Ap] Myne = 1876.1•kip•in (c) For section with slender flanges .69• Es Fen, :_ (b 2 f 2•tf � Fen = 340.2 • ksi Mys := F•cry Sy Weak Axis Limit State = "Flange Yielding" yielding Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis 'M -=1T780�Ripin Nominal flexural strength for weak axis bending .Mny Design weak axis flexural strength for use with _ 1602•kpAj factored loading Page 6 of 9 285 of 571 +14 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B53 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pr = 7.7• kip Pc := min(cl/c.Pn, (1)c'Pn.red) Pc = 705-1.kip Mrx := Mxmax Mrx = 4115.0•kip•in Mry := Mymax Mry = 220.0•kip•in Mcx := (Ob•Mnx Mcx = 5840.7•kip•in Mcy := 4)b•Mny Mcy = 1602.0 -kip -in Pr x —Pc Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength x = 0.0 Parameter used to detemine proper force combination (a) Where Pr >_ .2 H1_la := Pr + s(—Mrx+MryPc Pc9Mcx McYi Pr (b) Where — < .2 Pc Pr MryH1lb:=—+[Mrx—+— 2Pc Mcx Mcy Unity_Check := if (x .2,Hl_la,Hl_lb) Unity�Gheck= 0185 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 286 of 571 'moi♦4 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B53 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions 4v.yd := 1.0 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Ate,:= d•tw A. = 6.4•in2 (a) Yielding Cv yd := 1.0 (b) Buckling kv := 5 h kv•E (i) For - < 1.10 F w y LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24- tµ, Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv'E h kv E (ii) For 1.10 < — < 1.37 F t� F kv'Es F Y Y 1.10 h tw h kv•E (iii) For — > 1.37 kv'Es t Y Cv.b.iii := w 1.51 (I)v y = 1.0 Cvy= 1.000 Vny:= 0.6•Fy•Aw'Cv.y Y 93:2 kip Limit State Shear = "Yielding" Ch 12 tw J•FY Nominal shear strength for strong axis bending Design strong axis shear strength for use with ph, .. rb :V n;y, •ah93kip factored loading Page 8 of 9 287 of 571 • .40 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B53 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to 'be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W-shapedare compact for weak axis shear. See G2.1 b if the flange exceeds the slendemess limit. bf = 15.3 must be less than 2.24 Es = 53.9 tf FY Ov.x Ov.yd 4)v.x = 1.0 Cv.x Cv.yd Cv.x = 1.000 Af := bf•tf Af = 6.8•in2 Vn.x 0.6•Fy•(2Af)'Cv.x Bolt Strength db := .875in Ns := 1 , ,A:_ (.75) Fnb'Ab'Ns LVn.x J407'.0 lois v.x'Vn.x5 407.0.kips Ab := 4R db2 chRn.b = 21.6.kip LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 tom, Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with factored loading Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Strong Axis 4)v Y Vn y = 193.2 -kip Shear Vymax = 39.5 -kip Connection Vb := J(Vymax2 + PC�) Required Bolts Vb — 1.9 (0Rn.b Including Axial Load Weak Axis �v.x'Vn.x = 407.0 -kip Vxm = 4.7•kip Vxmax = 0.2 (I)Rn.b Page 9 of 9 288 of 571 +40$ 'V* U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B54 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: B54 Design for Wide Flange Beam -Column Member Cross-section Inputs: W16 X.36 Ag := 10.6•in2 d := 15.9in Ix := 448in4 Sx := 56.5•in3 Iy := 24.5•in4 Sy := 7.0•in3 Material Inputs: F := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 224in := 224in Lbx Lby := 224in tv, := 0.295 • in Zx := 64.0•in3 Zy := 10.8•in3 Based on AISC SCM 13th ed.(2005) bf := 6.99 -in rx := 6.51 -in ry := 1.52•in tf := 0.43•in Jt := 0.545in4 Com, := 1460in6 0.832in kdes Es := 29000•ksi Fnb := 48ksi Nominal Shear strength of A-325 bolt, threads included in shear plane Mxmax 134•kip•in Rm := 1 Mymax := Okipin Vymax 2.4kip Vxmax Okip PC := 37.9•kip Span length of member Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force Page 1 of 9 289 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B54 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions ckc := .90 E2. Slendemess Limitations qlx := Kx Lbx 'f'x = 147.4 Kry 7'• LbY rx �y = 34.4 if < 200 0K B4. Classification of Sections for Local Buckling bf b := — 2 — = 8.1 tf rFYXr3 := .56• LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 3.5•in Flange width for Case 3 in Table B4.1 >r3 = 13.5 Case3_Check = "Flange OK" h := d – (2 • kdes) — = 48.3 tom, Xr10 1.49•TE; — FY h = 14.2•in Xr 10 = 35.9 Case10 Check = "Web Slender" Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression Web height for Case 10 in Table B4.1 Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determinedusing section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements `f'max := max(tijx, Ty) "max = 147.37 Fe := 2•Es max2 Fe = 13.18•ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 290 of 571 .10 +14 44$' U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B54 Beam -Column Member Approved By: Approval Date: F Y F Fcl := .658xe 'FY Fcr := if `f'max < 4.71 • Es FY c1,Fc2 Fc2 :_ .877Fe Pn := Fcr Ag ip• cw T • 1D3`•' E7. Members With Slender Elements 1. Slender Unstiffened Elements Qs1 1.0 Qs2 := 1.415 – .75(F f) Es .69. Es Qs3 2 FY• (bl tfJ 2. Slender Stiffened Elements Es .34 Es he.t := 1.924w.1 – — — Fcr h Fcr f tw � heff := min(h,he) heff = 14.2•in Aeff heff'tw Aeff = 4.2•in 2 Aeff Qa – h•tw Q Qa' Qs ( Q.F," Fe Fc3:= \.658 j•Fy•Q 11.56•ksi Fc.red = Pn.red Fc.red'Ag Critical stress equations Fcr = 11.56•ksi Flexural Buckling Stress Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when bEs --<.56 — tf FY .56• Es 1.03. s tf Fy Reduction factor for slender unstiffened elements Qs = 1.0 he := if(he.t > 0,hh) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Q = 1.0 Reduction factor for slender stiffened elements in the cross-section E Fc4 :_ .877Fe Fc.red := if `1'max <_ 4.71 Qj__!.JF3F4] Y p-c•Pn`'e • = 110.3•kip� Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 291 of 571 ••16 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B54 Beam -Column Member Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (l)b := .90 cb:= 1 Cb := if(cb S 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf yh, fin'= 2 tf Xp1 :=.38'17: F rF Xrl := 1.0. b = 3.5•in N1 = 8.1 Xp1=9.2 >T.1 = 24.1 Case 1 _Check = "Flange Compact" d - (2•kdes) tom, rEs apg := 3.76. — FY Es Xrcj := 5.70• — FY h = 14.2•in X9 = 48.3 > p9 = 90.6 Xr9 = 137.3 Case9_Check = "Web Compact" LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. Flange width for Case 1 in Table B4.1 Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4of9 292 of 571 410 • 446 0.0 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B54 Beam -Column Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy'Zx M�,x := Mp Myx = 3200•kip•in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling Es Lp := 1.76.ry FL = 5.37.ft ho := d - (tf) cI := 1 ho = 15.5•in w its := its= 1.8•in Sx Lr:= 1.95•rts• Lr = 15.23•ft Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es i Jt•cI 11+ .7•F y \ Sx•ho 1 + 6.76• Lbx - Lp Mn1 := Cb. Mp - [Mp - (.7•Fy•Sx)] Lr - Lp MnI:= if(Mn1 <Mp,Mn1,Mp) 1551.6•kip•in MnI = Cb'7r2.Es Lbx 2 its + [JtciJ('Li,•x 1 Sx'ho its Mn2 := Fcrx'Sx MnE := if(Mn2 < Mp,Mn2,Mp) MnE = 1418.6•kip•in Limit State = "Elastic LTB" 1.7.Fy) Sx•ho 2 Es Jt•cI Fcrx = 25.11•ksi If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be Tess than or equal to Mp Mnx = 14,98.6. kip it Nominal flexural strength for strong axis bending [3b M x'— 1276 tkip•iri Design strong axis flexural strength for use with -=-�� factored loading Page 5 of 9 293 of 571 •ice U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B54 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy:= min[(Fy.Zy),(1.6•Fy•Sy)] MYY := MpY MYY = 540•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 X1 - Xpl Mync [Mpy - CMpY - ('7 FY SY)1 Xr1 Mme = 560.2.kip•in (c) For section with slender flanges .69• Es Fed := Fed, = 302.9•ksi b 2 f 2•tf Plastic moment establishing the limit state of yielding MYs Fury SY Weak_Axis Limit_State = "Flange Yielding" 43,b'Mrn < 486•kip•i> Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis , = 540•kip i J Nominal flexural strength for weak axis bending Design weak axis flexural strength for use with factored loading Page 6 of 9 294 of 571 • 4 04 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B54 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pr = 37.9•kip Required axial compressive strength Pc := min(4)c'Pn,�c'Pn.red) Pc = 110.3 kip Available Column Strength Mrx := Mxmax Mrx = 134.0.kip-in Required strong axis flexural strength Mry := Mymax MrY = 0.0•kip•in Required weak axis flexural strength Mcx �b'Mnx Mcx = 1276.7•kip•in Available strong axis flexural strength Mcy :_ ckb•Mny Mcy = 486.0 kip•in Available weak axis flexural strength Pr X=Pc X = 0.3 Parameter used to detemine proper force combination (a) Where Pr > .2 H1 la := Pr + 8 MD( + Mry Pc – Pc 9 MCX McY P (b) Where r < .2 Pc Pr rrx M H1]b:=-+—+2Pcx McY Unity_Check := if (x .2,H1_1a,H1_1b) Uniiy Check '0:44 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 295 of 571 41P .40S .410 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B54 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the. limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions (1)v.yd := 1.0 := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw := d•tw Aw = 4.7•in2 (a) Yielding Cvyd:= 1.0 (b) Buckling kv := 5 h kv•E (i) For — < 1.10 tw Fy (ii) For 1.10 I J Cv.b.ii •= 1.10 h LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when < 2.24 E t Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv•E h kv•E jkvEs e — _< 1.37 F twFy Fy tw h jkvE (iii) For — > 1.37 kv.E w s t Y Cv.b.iii •= 1.51 2 h Fy tw ckv y = 1.0 Cvy= 1.000 Vn.y := 0.6•Fy•Aw•Cv.y Vny= 140.7'411 Limit_State Shear = "Yielding" Nominal shear strength for strong axis bending Design strong axis shear strength for use with l a•. $Vri Yr.ti140t7' kip factored loading Page 8 of 9 296 of 571 +44 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B54 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slenderness limit. bf Es = 16.3 must be less than 2.24 = 53.9 tf Fy (I)v.x (1)v.yd = 1.0 Cv.x Cv.yd Cv.x = 1.000 Af := bf•tf Af = 3.0.in2 Vn.x 0.6•Fy•(2Af).Cv.x ;VnX 180.3•kipl Bolt Strength db := .875in Ns := 1 (ORn.b :_ (.75)•Fnb•Ab'Ns xn:x 1'80.3 •kip Ab := 4R db2 d)Rn.b = 21.6.kip LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 E tom, Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with factored loading Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Required Bolts Strong Axis ckv Y Vn y = 140.7. kip Shear Vymax = 2.4•kip Connection Vb := Avymax2 + PC2) Weak Axis (kv.z Vn.x = 180.3•kip Vxm = 0.0•kip Vb — 1.8 d'Rn.b Including Axial Load Vxmax = 0.0 (1)Rn.b Page 9 of 9 297 of 571 • 0416 .40 Uni-Systems SkyVenture 16R4-3.7 Steel Frame Design Evaluation for: B55 Beam -Column Member Date of Creation: November 2006 Approved By: Approval Date: B55 Design for Wide Flange Beam -Column Member Cross-section Inputs: 'W101<-33*- Ag := 9.71 in2 d := 9.73in tom, := 0.290 • in Ix := 171in4 Sx := 35.0•in3 Zx := 38.8•in3 Iy := 36.6•in4 Sy := 9.2•in3 Zy := 14.0•in3 Material Inputs: F := 50•ksi FU := 65•ksi Analysis Inputs: Ls := 390in Lbx := 162in Lby := 390in Kx := 1 Ky:= 1 Es := 29000•ksi Span length of member Based on AISC SCM 13th ed.(2005) bf := 7.96•in rx := 4.19•in ry := 1.94 • in tf := 0.435•in Jt := 0.583in4 Cµ, := 791 in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Mxmax := 561 •kip•in Applied maximum Factored strong axis moment (absolute value) Rm := 1 228kip•in Mymax Vymax := 5.4kip Vxmax 7.9kip Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) kdes := 0.935in PC := 18.1.kip Applied Factored Compression Force sti:•Rn b := 11.1kip Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 298 of 571 -4* 44 U n i -Systems SkyVenture 16R4-3.7 Steel Frame Date of Creation: November 2006 Design Evaluation for: B55 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions (l)c := .90 E2. Slenderness Limitations Txc Lbx �x = 83.5 rY _ K Lby 41Y. rx `' = 93.1 if < 200 0K B4. Classification of Sections for Local Buckling bf b := — 2 LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 4.0•in Flange width for Case 3 in Table B4.1 b —=9.1 tf Es )`r3 := .56• Xr3 = 13.5 Case3_Check = "Flange OK" h := d – (2•kdes) — = 27.1 tw Es Xr10:= 1.49• F Y Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 7.9.in Web height for Case 10 in Table B4.1 Xr10 = 35.9 CaselO_Check = "Web OK" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements 4max := max(`I'x, `I'Y) `ymax = 93.08 Fe :- 2 `Emax 2•Es Fe = 33.04•ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 299 of 571 Uni-Systems SkyVenture 16R4-3.7 Steel Frame Date of Creation: November 2006 Design Evaluation for: B55 Beam -Column Member Approved By: Approval Date: F Y Fe Fcl := .658 /'FY Fcr := if E � max < 4.71• s F Pn Fcr Ag Y/ 1 .Pn�= 23.1.9 kip ,Fc1,Fc2 Fc2 := .877Fe Critical stress equations Fcr = 26.54•ksi Flexural Buckling Stress Design Compressive Strength of Column Without Slender Elements > Pc OK E7. Members With Slender Elements 1. Slender Unstiffened Elements Qsl 1.0 Reduction factor used when FY Qs2 := 1.415 - .75 b Reduction factor used when tfJ Es .69• Es Qs3 2 Reduction factor used when b FY(tf — Qs 1.0 2. Slender Stiffened Elements he.t := 1.92•tw• Es • 1 .34 Es Fcr h Fcr tw hell• := min(h,he) heff = 7.9 -in Aeff := heff'tw Aeff = 2.3•in2 Aeff Qa := h•tom, Q := Qa'Qs / Fe Fc3 := .658x , •Fy•Q Fc4 := .877Fe rs b <-.56•tf .56. Es 0,he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa= 1.0 Q = 1.0 26.54•ksi Fc.red = Pn.red Fc.red'Ag chc' PniedA=231.9 • ki d Reduction factor for slender stiffened elements in the cross-section Fc.red := if'I'max Es s j7-„-j,F0,Fe41 Y Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 300 of 571 4 • 4 U n i -Systems SkyVenture 16R4-3.7 Steel Frame Date of Creation: November 2006 Design Evaluation for: B55 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions 4)b :_ .90 cb := 1 Cb := if (cb S 3.0, cb , 3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf X1 .= X1 = 9.1 LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be Tess than 3.0. b = 4.0•in Flange width for Case 1 in Table B4.1 tf >.pl := .38• T Y Es Ac.1 := 1.0• F Casel_Check = "Flange Compact" Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Xpl = 9.2 Case 1 for flange buckling inbending Xri = 24.1 d - (2•kdes) :-t w rEs Xp9 := 3.76. — FY rEs ,:= 5.70. — FY Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 7.9 -in Web height for Case 9 in Table B4.1 X9 = 27.1 Width to thickness ratio used in Case 9 for web local buckling in bending Xp9 = 90.6 Compact limiting width to thickness ratio used in Case 9 for web buckling in bending 9 = 137.3 Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 301 of 571 U n i -Systems SkyVenture 16R4-3.7 Steel Frame Date of Creation: November 2006 Design Evaluation for: Approved By: B55 Beam -Column Member Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mnis taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there.are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp := Fy'x M}x := M Mix = 1940•kip•in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling E Lp := 1.76 • ry s Lp = 6.85.ft Limiting unbraced length below which the limit state Fy of LTB does not apply ho := d — (tf) ho = 9.3•in Distance between flange centroids c1:= 1 Parameter used to find Lr. c=1 for doubly symmetric I -shape rts= x Lr:= 1.95•rts' Lr= 21.83•ft Iy. cw S its = 2.2•in Effective radius of gyration i Es Jt,cl '7•Fy Sxho MC • Mp — [Mp — �.7•Fy•Sx)] n ] := b Lbx — LpLr — Lp MnI:= if(Mn1 <Mp,Mn1,Mp) Mn1 = 1622.6•kip•in Fcrx :_ Cb•7r2•Es Lbx 2 arts 1 + .078• Mn2 Fcrx' Sx MnE if(Mn2 < Mp>Mn2,Mp = 1940•kip•in MnE Limit State = "Inelastic LTB" Jt•cl Lbx 2 Sx'ho its 7•Fy Sx ho 2 Es Jt'cl If unbraced length is greater than Lp but Tess than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Fcrx = 70.23•ksi Mt • = .1622.6: kip•i 1 iclib'Mriz 1460.3!kip•iq Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb>Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 5 of 9 302 of 571 •ice U n i -Systems SkyVenture 16R4-3.7 Steel Frame Date of Creation: November 2006 Design Evaluation for: B55 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy := min[(Fy.Zy),(1.6•Fy•Sy)] MYY := MpY Myy = 700•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 ( X1 �`pl MYnc • MPY — [M — (.PY 7.FY.SY)] xri _ xpl Mync = 700.1 •kip•in (c) For section with slender flanges .69 -Es Plastic moment establishing the limit state of yielding Fry :_ b 2 f 2•tf Fcry = 239.0 • ksi Mys := Fcly Sy Weak Axis Limit State = "Flange Yielding" MnYa�—= 630 kui aoin Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Nominal flexural strength for weak axis bending Design weak axis flexural strength for use with factored loading Page 6 of 9 303 of 571 • U n i -Systems SkyVenture 16R4-3.7 Steel Frame Design Evaluation for: B55 Beam -Column Member Date of Creation: November 2006 Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pc := min((l)c'Pn,(1)c'Pn.red) Mrx := Mxmax Mry := Mymax Mex := (1)b'Mnx Mcy := �b•Mny Pr x=—Pc Pr = 18.1 •kip Pc = 231.9•kip Mrx = 561.0•kip•in Mry = 228.0•kip•in Mcx = 1460.3•kip•in Mcy = 630.0•kip•in Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength x = 0.1 Parameter used to detemine proper force combination Lir Pr 8 (Mrx M (a) Where —>.2 H1_la:=—+— +—'y Pc Pc 9 \Mcx Mcy/ P (b) Where r < .2 Pc Pr (Mrx M H1_lb:=---+ —+ rY 2Pc \Mcx Mcy Unity_Check := if (x >_ .2, H1_la,H1_lb) lUnity..'Check = 0:79, If value is greater than 1, member fails 1-11 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 304 of 571 444$ .40 Uri i -Systems SkyVenture 16R4-3.7 Steel Frame Date of Creation: November 2006 Design Evaluation for: B55 Beam -Column Member Approved By: Approval Date: Chapter G: Desiqn of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions Ovyd:= 1.0 := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw:= d•tw Aw= 2.8•in2 (a) Yielding Cv yd := 1.0 (b) Buckling kv:= 5 h kv•E (i) For Y < 1.10 F w y LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24 E tw Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv•E h kv kv'Es (ii) For 1.10 < — <_ 1.37 F tw F F Y Y Cv.b.ii := 1.10 by (iii) For —hh > 1.37 tw kv•E Y Cv.b.iii 1.51 (—h)2•F Y �v y = 1.0 Cvy= 1.000 Vn y := 0.6•Fy•Aw•Cv.y Vy4-4 fen 847kp Limit_State_Shear = "Yielding" tw kv•ES Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading n.y Page 8 of 9 305 of 571 11�� U n i -Systems SkyVenture 16R4-3.7 Steel Frame Date of Creation: November 2006 Design Evaluation for: B55 Beam -Column Member Approved By: Approval Date: GT. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slendemess limit. bf — = 18.3 tf must be less than (1)v.x (I)v.yd Cv.x Cv.yd Af bf'tf Vn.x 0.6•Fy•(2Af)•Cv.x (1)v.x = 1.0 Cv.x = 1.000 Af = 3.5•in2 rs 2.24= 53.9 Vn,x=207.8•kip LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 E tw Fy Shear area of a single flange Nominal shear strength for weak axis bending !L�v.x'urn'z 207.8._kips Dctored loadingesign weak s shear strength for use with Summary of Shear Resistance versus Demand and Required Number of Bolts Strong Axis Weak Axis Resistance 4v.y.Vn.y. = 84,7•kip �v.x.Vn.x = 207.8 -kip Demand Required Bolts Vymax = 5.4.kip Vxmax = 7.9•kip Vymax = 0.5 (I)Rn.b Vxmax = 0.7 4Rn.b Page 9 of 9 306 of 571 1110 144 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B56 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: B56 Design for Wide Flange Beam -Column Member Cross-section Inputs: W16 X 36 Ag := 10.6•in2 Ix := 448in4 Iy := 24.5 •in4 Material Inputs: F := 50•ksi Fu := 65 • ksi Analysis Inputs: Ls := 314in Lbx := 147in Lby := 147in Kx := 1 1 d := 15.9in Sx := 56.5 • in3 Sy := 7.0•in3 tom, := 0.295 -in Zx := 64.0•in3 Zy := 10.8•in3 Es := 29000•ksi Fnb := 48ksi 1143•kip•in Mxmax Rm := 1 154kip•in Mymax := Vymax := 15.2kip uxmax := 2.2kip PC := 24.3 -kip Span length of member Based on AISC SCM 13th ed.(2005) bf := 6.99•in rx := 6.51 • in ry := 1.52•in tf := 0.43.in Jt := 0.545in4 Cw := 1460in6 kdes:= 0.832in Nominal Shear strength of A-325 bolt, threads included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force Page 1 of 9 307 of 571 • 014 0, U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B56 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions 11)c := .90 E2. Slenderness Limitations = 96.7 " = 22.6 if < 200 0K B4. Classification of Sections for Local Buckling bf b :_ — 2 — = 8.1 tf ET Ara := .56• F Y LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 3.5.in Flange width for Case 3 in Table B4.1 Ar3 = 13.5 Case3_Check = "Flange OK" h := d - (2•kdes) — = 48.3 tom, Es Xr10 1.49• — FY h = 14.2•in Xr10 = 35.9 Case10 Check = "Web Slender" Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression Web height for Case 10 in Table B4.1 Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 . E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements "max := max("x , "y) "max = 96.71 Fe :_ 2 "max ir•Es Fe = 30.6•ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 308 of 571 1 1 1 1 i f 1 1 1 Y 1 1 1 1 sig U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B56 Beam -Column Member Approved By: Approval Date: ( FY F Fcl :_ .658 e 'FY Fcr := if `Pmax [471. Pn := Fcr Ag Fc2 := .877Fe Es ,Fc1,Fc2 Fcr = 25.23•ksi Flexural Buckling Stress Fy Critical stress equations E7. Members With Slender Elements 1. Slender Unstiffened Elements Qsl := 1.0 Qs2 := 1.415 — .75(1f) Fy Es .69•Es Qs3 2 Fy•Cbl t fJ 2. Slender Stiffened Elements het := 1.924w Es 1 — .34 Es Fcr h Fcr tw heff := min(h,he) heff = 14.2•in Aeff := heff•tw Aeff = 4.2•in2 Aeff Qa h tw Q := Qa'Qs ( Q•F\ Y Fe Fc3:= .658 j•Fy•Q Fc.red = 25.23•ksi Pn.red := Fc.red'Ag Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when Reduction factor used when Qs = 1.0 E b <— .56 tf Fy .56• Es _ 1.03•tf Reduction factor for slender unstiffened elements he := if(he.t > 0,he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Reduction factor for slender stiffened elements in the cross-section Q = 1.0 .877Fe Fc4 c=Pn.red = 240.7`kip! 9 E Fc.red := if 'max < 4.71 • s ,Fc3 , Fc4 Q•Fy Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 309 of 571 4t**11$ "r40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B56 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions 4b := .90 cb := 1 Cb := if(cb <_ 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf X1:= X1=8.1 tf LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 3.5•in Flange width for Case 1 in Table B4.1 TF Es Xpl := .38• Y rFY Xrl := 1.0• Xp 1 = 9.2 Xr 1 = 24.1 Casel_Check = "Flange Compact" 1L:= d - (2•kdes) X9: t w h = 14.2•in X9 = 48.3 Es Xp9 := 3.76. > p9 = 90.6 Y Es ,j := 5.70. — FY Xr9 = 137.3 Case9_Check = "Web Compact" Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 310 of 571 400 • 0.0 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B56 Beam -Column Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section FI3 dealing with hole reduction may control the bending strength 1. Yielding Mp := Fy•Zx Myx := Mp Myx = 3200•kip•in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling Es Lp := 1.76•ry. FLp = 5.37.ft Limiting unbraced length below which the limit state y of LTB does not apply ho := d - (tf) ho = 15.5 -in Distance between flange centroids cI := 1 Parameter used to find Lr. c=1 for doubly symmetric I -shape its :_ x its = 1.8•in Effective radius of gyration Es Jt'cI Lr:= 1.95rts• 1+ji+6.76• .7•FSxh y o Lr= 15.23•ft Lbx — Lp Mnl := Cb Mp - [Mp - (.7•Fy•Sx)] Lr - Lp Mn1:= if(Mn1 <Mp,Mn1,Mp) Mn1 = 2347•kip•in Cb•zr2•Es Fcrx • Lbx 2 its 1 + .078• Mn2 := Fcrx' Sx MnE := if (Mn2 < Mp , Mn2 , Mp) 2871.53•kip•in MnE = Limit State = "Inelastic LTB" Jt cI L 2 bx Sxho its (.7.Fy) Sxho 2 Es Jt cI Fcrx = 50.82•ksi •2347 `kip. hi If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending icpb:MnX = 2.11,2.3 -kip -in Design strong axis flexural strength for use with — ° factored loading Page 5 of 9 311 of 571 0.0 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B56 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The norninal flexural strength Mny is the lower value based on',lirnit states of yielding and flange localbuckling. 1. Yielding Mpy:= miri[(Fy•Zy),(1.6•Fy•Sy)] MYY := MpY M},Y = 540•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 X1Xp1 Mync := MPY [MPY (.7.FY • S)1)] (Xr1 _ Xp1 / Mho = 560.2•kip•in Plastic moment establishing the limit state of yielding (c) For section with slender flanges .69•Es Fob, := Fob = 302.9•ksi b 2 f `2 tf Mys := Fury•Sy ny = 540°kip; i J Weak_Axis_Limit_State = "Flange Yielding" ;dib ]viny a 486 kip!ii; Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Nominal flexural strength for weak axis bending Design weak axis flexural strength for use with factored loading Page 6 of 9 312 of 571 4 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B56 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr •.= PC Pc := mm(4c'Pn,4c'Pn.red) Mrx := Mxmax Mry := Mymax Mcx :_ (0b'Mnx Mcy:= (1)b•Mny Pr X = —Pc Pr = 24.3 -kip Pc = 240.7 -kip Mrx = 1143.0 -kip -in Mry = 154.0•kip•in Mcx = 2112.3 -kip -in Mcy = 486.0 -kip -in Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength X = 0.1 Parameter used to detemine proper force combination (a) Where Pr > .2 Hl la := Pr + 8 Mrx + Mry Pc - Pc 9 Mcx Mcy (b) Where —Pr < .2 P_ L H1 lb.=—Pr + —Mrx + M ry 2Pc Mcx Mcy Unity_Check := if (x .2,H1_la,H1_Ib) Unity$Cheek =1:91' If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 313 of 571 4.40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B56 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the .lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions rpv yd := 1.0 (1)v.b 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Ate, := d•tw Aw = 4.7.in2 (a) Yielding Cvyd:= 1.0 (b) Buckling kv := 5 h k•E (i) For — < 1.10 tµ Fy LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24 E t Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i = 1.0 kv•E h kv.E kv.Es (ii) For 1.10 < — 5 1.37 F t µ F F Y Y Cv.b.ii := 1.10 hY tw h kv•E (iii) For — > 1.37 tv, Fy (I)v,y = 1.0 Cvy= 1.000 Vn y := 0.6•Fy•Aw•Cv.y U+ 140:7rkip Limit_State_Shear = "Yielding" 1.51 kv•Es Nominal shear strength for strong axis bending Design strong axis shear strength for use with =4140 ki 31 factored loading Page 8 of 9 314 of 571 oi 04 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B56 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slenderness limit. bf Es = 16.3 must be less than 2.24 = 53.9 tf Fy (I)v.x :_ 4v.yd 4)v.x = 1.0 Cv.x := Cv.yd Cv.x = 1.000 Af := bf•tf Af = 3.0.in2 Vn.x := 0.6•F,,,•(2Af)•Cv.x Vn:zc= 180:3 kip Bolt Strength db := .875in Ns := 1 kT n.b = (.75)•Fub.Ab.Ns V 180.3 •kips r 2 A := 4 db (1)Rn.b = . -kip LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 tN, Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with factored loading Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Required Bolts Strong Axis (I)v Y Vn y = 140.7•kip Shear Vymax = 15.2•kip Connection Vb := J(Vymax2 + pC2) Vb _1 41Rn.b Including Axial Load Vxmax Weak Axis �v.x•Vn.x = 180.3.kip Vxmax = 2.2•kip — r 4Rn.b Page 9 of 9 315 of 571 4 • 4 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B57 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: B57 Design for Wide Flange Beam -Column Member Cross-section Inputs: 1'0E00354A Ag := 10.3•in2 Ix := 127in4 Iy := 42.6•in4 Material Inputs: FY := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 142in Lbx := 142in Lby := 142in Kx := 1 Ky := 1 d := 8.12in Sx := 31.2•in3 Sy := 10.6 • in3 Es := 29000•ksi tom, := 0.310 • in Zx := 34.7•in3 Zy := 16.1 • in3 Fnb := 48ksi Span length of member Based on AISC SCM 13th ed.(2005) bf:= 8.02•in rx := 3.51•in ry := 2.03•in tf := 0.495•in Jt := 0.769in4 Com,:= 6191116 kdes 0.889in Nominal Shear strength of A-325 bolt, threads included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Mxmax 127.3•kip•in Applied maximum Factored strong axis moment (absolute value) Rm := 1 16.9kip•in Mymax := Vymax := 6.3kip Vxmax 0.8kip PC := 2.6•kip Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force Page 1 of 9 316 of 571 1 1 4K116 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B57 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions (1)c := .90 E2. Slenderness Limitations rx = 70.0 "Y=40.5 if < 200 OK B4. Classification of Sections for Local Buckling bf b := — 2 = 8.1 tf LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 4.0•in Flange width for Case 3 in Table B4.1 ET >`r3 := .56. F Xr3 = 13.5 Y Case3_Check = "Flange OK" h := d - (2•kdes) — = 20.5 tw Es xr10:= "9— FY Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 6.3•in Web height for Case 10 in Table B4.1 Xr10 = 35.9 Case10 Check = "Web OK" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements "max := max( "x , "y) "max = 69.95 Fe :- 2 "max Tr2.Es Fe = 58.49•ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 317 of 571 • ••• Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B57 Beam -Column Member Approved By: Approval Date: ( FY Fe Fcl := .658 /'FY Fc2 := .877Fe Critical stress equations E Fcr := if `1max < 4.71' s , Fcl Fc2 Fcr = 34.96 ksi Flexural Buckling Stress FY Pn := Fcr Ag [4c•Pn = 324.1kip E7. Members With Slender Elements 1. Slender Unstiffened Elements Design Compressive Strength of Column Without Slender Elements > Pc OK rs Qsi:= 1.0 Reduction factor used when b.56. Reduction factor used when ,56. Es < b < 1.03. Es FY Qs2 := 1.415 – .75rb/ . ltf Es .69•Es Qs3 2 i FY• b tf 2. Slender Stiffened Elements he.t := 1.92•tw,• Es • 1 – Esfr Fcr h cr tw heff := min(h,he) heff = 6.3•in Aeff := heff'tw Aeff = 2.0•in2 Aeff Qa := h tw Q := Qa'Qs ( Q.Fy1 Fe Fc3:= .658 )•Fy•Q 34.96•ksi Fc.red = Pn.red := Fc.red'Ag FY tf J FY Reduction factor used when — >_ 1.03• tf FY Qs = L.0 Reduction factor for slender unstiffened elements he := if (he.t > 0 he.t h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Q = 1.0 Fc4 :_ .877Fe dic•Pn.red = 324.1 •kip Reduction factor for slender stiffened elements in the cross-section / E Fc.red := if Amax << 4.71• s ,Fc3,Fc4 Q FY Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 318 of 571 t 1 1 1 1 1 1 1 1 A 1 1 1 1 1 1 1 1 +44 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B57 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (Ib :_ .90 cb := 1 Cb := if(cb <_ 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf X1 := tf Es Xpl := .38• FY TFEs Xr1 := 1.0• Y LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be Tess than 3.0. b = 4.0•in Flange width for Case 1 in Table B4.1 X1 = 8.1 Xp1 = 9.2 Xri = 24.1 Case 1_Check = "Flange Compact" 1A:= d - (2.kdes) tom, Es Xp9 := 3.76. — FY Es xr9 := 5.70• F h = 6.3•in X9 = 20.5 X p 9 = 90.6 Xr9 = 137.3 Case9_Check = "Web Compact" Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 319 of 571 044# 114. U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B57 Beam -Column Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section•F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy•Zx Myx := Mp M = 1735 kip inYx Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling E Lp := 1.76 ry Fs Lp = 7.17.ft ho := d — (tf) c1:= 1 its :_ Lr:= 1.95•rts• Lr = 27.02 -ft y ho = 7.6•in r=2.3•in Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es � Jt•cl 7Fy \ Sx• ho 1 + 1+6.76• MC • Mp - [Mp - (.7.F •S Lbx — Lp\ nl := b Lr — Lp MnI if(Mn1 <Mp,Mn1,Mp) 1583.9•kip•in Mn1 = F • crx •_ Cb•'r2.Es Lbx 2 its 1+.078 Mn2 := Fcrx• Sx MnE if(Mn2 < Mp,Mn2,Mp) MnE = 1735•kip.in Limit State = "Inelastic LTB" 2 Jt. cI (Lbx Sxho its 7Fy Sx ho 2 _ Es Jt cI Fcrx = 103.87•ksi If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Mnx^=;1583.9 kip•in Nominal flexural strength for strong axis bending a�bY Ivin 1425.61kip_iri Design strong axis flexural strength for use with -I factored loading Page 5 of 9 320 of 571 + 4 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B57 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy := min[(F)-Zy),(1.6•Fy•Sy)] Myy := Mpy Myy = 805•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sectiois with non compact flanges as defined in section B4 Myna := MPY — [MPY — (.7.Fy•Sy)] / �1 — �`pl )] �`rl �`p 1 Myna = 835.5•kip•in (c) For section with slender flanges .69• Es FC1.y := Fc� = 304.9•ksi Critical buckling stress for slender flanges in weak 2 axis bending Local buckling moment for members with slender flanges bent about their weak axis Nominal flexural strength for weak axis bending Plastic moment establishing the limit state of yielding Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges (=l 2tf Mys := Fury S Weak_Axis_Limit_State = "Flange Yielding" `805•kip o `Mny9q°724#5=kip;i Design ctored loading weak axis flexural strength for use with Page 6of9 321 of 571 Aai0 -4e06 44. Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B57 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion HI. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pr = 2.6.kip Pc := min(4)c•Pn, 4c•Pn.red) Pc = 324.1 •kip Mrx := Mxmax Mrx = 127.3 • kip• in Mry := Mymax Mry = 16.9 kip in Mcx :_ (1)b•Mnx Mcx = 1425.6•kip.in Mcy :_ 4)b Mny Mcy = 724.5•kip •in Pr X := P—c Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength x = 0.0 Parameter used to detemine proper force combination Pr Pr 8 (Win( M (a) Where — � .2 H1_1a := — + — — + rY Pc Pc 9 `Mcx Mcy (b) Where Pr < .2 Pr 'Mrx Mry pc H1_lb := — + + 2Pc Mcx Mcy Unity_Check := if (x .2,H1_1a,H1_1b) � Unity_Check = 0:12 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 322 of 571 400 ••44 Un i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B57 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions (I)v.yd := 1.0 (I)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Siear Strength A.,:= d•t„i, A, = 2.5•in2 (a) Yielding Cv yd := 1.0 (b) Buckling kv := 5 h kv•E (i) For - < 1.10 F w y Cv.b.i := 1.0 LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24 t� Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling kv•E h kv•E jkv.Es (ii) For 1.10 < — < 1.37 F t� F F Y Y Cv.b.ii 1.10 hY h kv•E (iii) For —h > 1.37 tv, Fy tpv y = 1.0 Cvy= 1.000 Vn.y := 0.6•Fy•Aw•Cv y 1Vn.y = 753`14 Limit_State_Shear = "Yielding" tw kv•Es Cv.b.iii 1.51 (h)2 N, dip: V °=`�75�S�kip Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 8 of 9 323 of 571 itok • 4404 440fr Unl-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B57 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slendemess limit. bf tf 16.2 must be less than 2.24 Es — = 53.9 FY 4)v.x (I)v.yd (t)v.x = 1.0 Cv.x Cv.yd Cv.x = 1.000 Af := bf•tf Af = 4.0•in2 Vn.x := 0.6•Fy•(2Af).Cv.x Vn.x = 238.N2hkip :...238.2 • kiPl Bolt Strength db := .875in Ns := 1 (I)Rn.b (.75)•Fnb'Ab'Ns T[ Ab 2 4db (Rn.b = 21.6•kip LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 tv Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with factored loading Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Strong Axis 4)v y Vn y = 75.5•kip Demand Required Bolts Shear Vymax = 6.3•kip Connection Vb := J('ymax2 + pC21 Weak Axis �v.x'Vn.x = 238.2•kip Vxmax = 0.8•kip Vb - 0.3 (I)Rn.b Including Axial Load Vxmax - 0.0 (I)Rn.b Page 9 of 9 324 of 571 448 U n i -System s SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B58 Beam -Column Member Date of Creation: January 18,2008 Approved By: Approval Date: B58 Design for Wide Flange Beam -Column Member Cross-section Inputs: W8'X 10 • Based on AISC SCM 13th ed.(2005) Ag := 2.96•in2 d := 7.89in tN, := 0.170•in bf := 3.94•in Ix := 30.8in4 Sx := 7.81•in3 Zx := 8.87•in3 rx := 3.22•in Iy := 2.09•in4 S := 1.06•in3 Zy := 1.66•in3 ry := 0.841 .in Material Inputs: F := 50•ksi Es := 29000•ksi Fnb := 48ksi Fu := 65•ksi Analysis Inputs: Ls := 147in Lbx := 147in Lby := 147in Span length of member tf := 0.205•in Jt := 0.0426in4 Cw := 30.9in6 kdes 0.505in Nominal Shear strength of A-325 bolt, threads included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Mxmax := 51 kip•in Applied maximum Factored strong axis moment (absolute value) Rm := 1 Cross-section monosymmetry parameter = 1 for wide flanges Mymax Okip•in Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Vymax := 1.4kip Vxmax := Oki? Applied maximum Factored weak axis shear (absolute value) PC := 2.4•kip Applied Factored Compression Force Page 1 of 9 325 of 571 •ice Un i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B58 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions (1)c := .90 E2. Slenderness Limitations :- x Kx.Lbx r :— LbY Y �Yx = 174.8 �Y = 45.7 if < 200 0K B4. Classification of Sections for Local Buckling bf b := — 2 —=9.6 tf Es )`r3 := .56• FY LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 2.0•in Flange width for Case 3 in Table B4.1 Xr3 = 13.5 Case3_Check = "Flange OK" h := d - (2.kdes) h = 6.9 in h — = 40.5 tw, x 10 Xr10=35.9 Case10 Check = "Web Slender" Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression Web height for Case 10 in Table B4.1 Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note; If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements `Emax max(T , 41y) Wmax = 174.79 Fe :_ 7.2.Es ' max2 Fe = 9.37•ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 326 of 571 o! U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B58 Beam -Column Member Approved By: Approval Date: / r Y Fe Fcl \.658 •F Fcr := if `I'max S 4.71 • Es Fy 'Fc1,Fc2 Fc2 := 877Fe Critical stress equations Fcr = 8.22•ksi Flexural Buckling Stress Pn := Fcr./kg VPn7 241.9 kip E7. Members With Slender Elements 1. Slender Unstiffened Elements Design Compressive Strength of Column Without Slender Elements > Pc OK rF Qs1 1.0 Reduction factor used when b.56•tf Qs2 := 1.415 – .75(-131 s EY fReduction factor used when .56. Es 1.03.F 2 b tf y \ tf Qs = 1.0 Reduction factor for slender unstiffened elements 2. Slender Stiffened Elements he.t 1.92•tw Es 1 _ .34fcFcr h cr heff := min(h,he) heff = 6.9•in Aeff heff•tw Aeff = 1.2•in2 Aeff Qa := h tw Q := Qa'Qs / Q.FY Fe/ Fc3:= .658x•F •Q Fc.red = 8.22•ksi Fn.red := Fc.red•Ag he := if(he.t > 0,he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Reduction factor for slender stiffened elements in the cross-section Q = 1.0 Fc4 :_ .877Fe c' Pi red = 21.9 PP E Fc.red •= if 'max <_ 4.71 Q F ,Fc3�Fc4 Y Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3of9 327 of 571 •ice: U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B58 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (I)b := .90 cb := 1 Cb := if(cb <_ 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf 2 X .— b 1 tf Es ).pi := .38• -- FY LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 2.0•in Flange width for Case 1 in Table B4.1 X1 = 9.6 >p1 = 9.2 rEs xrl := 1.0• F At.1 = 24.1 Y Case1_Check = "Flanges Non -Compact" := d — (2 • kdes) h = 6.9• in 9 := h �X9 = 40.5 tom, E Xp9 := 3.76. s Mpg = 90.6 FY FE j := 5.70.. s Xr9 = 137.3 Y Case9_Check = "Web Compact" Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 328 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B58 Beam -Column Member Date of Creation: January 18,2008 Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy-Zx Myx := Mp Myx = 443.5 -kip -in 2. Lateral Torsional Buckling E Lp := 1.76•rY I F Lp = 2.97 ft ho := d — (tf) c1 := 1 -Y•C� Sx its :_ Y ho = 7.7 -in rts = 1.0•in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es ( Jt•cl L:=1.95r 1+ji + 6.76• Lr — is• 7•FY Sx•ho Lr = 8.56 -ft Mnl := Cb. Mp — [Mp — (.7•FY•Sx)� Lbx — Lp Lr— Lp MnI if(Mn1 <Mp,Mn1,Mp) Mn1= 161 -kip -in Fcrc • Cb-7r2-Es b7r2 Esq Lbx its 2 Jt•cI Lbx 1 + .078• [S.h0 its Mn2 := Fcrx•Sx MnE if(Mn2 <Mp,Mn2,Mp) MnE = 156.53 -kip -in (.7-Fyj Sx ho 2 Es Jt•cI Fax = 20.04•ksi 'MnX = 156.5:•kip'in Limit State = "Elastic LTB"b IVIn`'= rl'40'.9:`•kipr in If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be Tess than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be Tess than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 5 of 9 329 of 571 4"16 44. U n i -System s SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B58 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy := min[(Fy • Zy) , (1.6• Fy • Sy)] Myy := Mpy Myy = 83 •kip • in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 Mync := MPy [MPy (•7.Fy.Sy)] / X1 XP1 Plastic moment establishing the limit state of yielding Xrl — >`pl� Mync = 81.6•kip•in (c) For section with slender flanges .69. Es Fry :_ (bf 2 2•tf FcD, = 216.7•ksi Mys . Fcry•Sy IG1ny = 81.6•kip•1 I Nominal flexural strength for weak axis bending Weak Axis Limit State = "FLB" Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Y = 73.4; kip in factored loading Design weak axis flexural strength for use with Page 6 of 9 330 of 571 +414 040 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B58 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pc := mm(4c-Pn,4)c•Pn.red) Mrx := Mxmax Mry := Mymax Mcx:= (1)b'Mnx Mcy := (1)b•Mny Pr X=Pc P (a) Where — >_ .2 Pc (b) Where —Pr < .2 Pc Pr = 2.4•kip Pc = 21.9•kip Mrx = 51.0•kip •in Mry = 0.0•kip•in Mcx = 140.9•kip•in Mcy = 73.4•kip•in Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength X = 0.1 Parameter used to detemine proper force combination Pr 8Mrx M H1 la:=—+— —+ rY Pc 9 Mcx Mcy H1_lb := Pr + Mrx + 2Pc Mcx Mry Mcy Unity_Check := if (x .2,H1_la,H1_lb) nity=Checker X0;4_?'; ; If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 331 of 571 • 44. U n i -System s SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B58 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions 4v.yd 1.0 (1)v.b 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw := d•tw Aw = 1.3•in2 (a) Yielding Cvyd := 1.0 (b) Buckling kv := 5 h kv•E (i) For —h < 1.10 tµ Fy LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24 E tµ Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i 1.0 kv•E h k•E (ii) For 1.10 < — < 1.37 F tw F F jkv.Es Y Y Cv.b.ii 1.10 Y h kv•E (iii) For —h > 1.37 tw Fy ivy= 1.0 Cvy= 1.000 Vn y := 0.6•Fy•Aw•Cv.y (Vn`Y = 40.2•kip Limit State Shear = "Yielding" h tw kv•Es Cv.b.iii := 1.51 t$ v.y Vn.y = .40w2:•kip h 2(tw)FY Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 8 of 9 332 of 571 ii&O0 Uri i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B58 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slenderness limit. bf — = 19.2 tf cOv.x 4v.yd Cv.x := Cv.yd Af bf.tf must be less than Vn.x = 0.6•Fv•(2Af).Cv.x Es 2.24 = 53.9 FY (1)v.x = 1.0 Cvx= 1.000 Af = 0.8•in2 Bolt Strength •n 2 db := .875in Ab := db 4 Ns := 1 (I)Rn.b := (.75)•Fnb•Ab.Ns (1)12n.b = 21.6 -kip LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 tv, Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with factored loading Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Strong Axis ii)v Y Vn y = 40.2 -kip Weak Axis (i)v.x• Vn.x = 48.5 •kip Shear Vymax = 1.4•kip Connection Vb := J(v2 + pc2) Vxmax = 0.0•kip Required Bolts Vb - 0.1 ItRn.b Including Axial Load Vxmax - 0.0 4Rn.b Page 9 of 9 333 of 571 .401$ • Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B59 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: B59 Design for Double C -channel Beam -Column Based on AISC SCM 13th ed.(2005) Note: this member functions as a lateral brace to stabilize out -of -plane motion of member B50 Member Cross-section Inputs: 2x C6 X=8:2;.back-to-back.With 3/8", gap"and attached together of midpoint and Zivarterpoints: Individual Channel Properties: Ag := 2.39•in2 Ix := 13.1 in4 I := 0.687•in4 ry2 := 0.881 in Material Inputs: Fy := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 147in Lbx := 147in Lby:= 147in 147in Lbx2 •4 d := 6.0in Sx := 4.35.in3 Sy := 0.488 • in3 tom,:= 0.200•in Zx := 5.16•in3 Zy := 0.987•in3 double channel radius of gyration Es := 29000•ksi Span length of member bf := 1.92•in rx := 2.34•in ry := 0.536•in tf := 0.343•in kdes 0.813in Jt := 0.0736in4 Com, := 4.70in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis — 36.8•in Unsupported Length of Individual Member Perpendicular to Weak Axis Kx := 1 Ky:= 1 Mxmax 5.5•kip•in Mymax Okip•in Vymax 0.3kip Vxmax Okip PC := 2.0•kip (1)Rn.b := 21.6kip Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 8 334 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B59 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions 4)c := .90 E2. Slenderness Limitations :– Kx. Lbx x ry2 K. Lby ':= Y rx Kx' Lbx2 `f'x2 :_ ry `f' x = 166.9 lYy = 62.8 'x2 = 68.6 if < 200 0K B4. Classification of Sections for Local Buckling bf b := — 2 = 2.8 tf Ar3 := .56•TE; F Y LRFD Resistance factor used for compression buckling Strong axis double channel slenderness parameter Weak axis slenderness parameter Weak axis single channel slenderness parameter b = 1.0•in Flange width for Case 3 in Table B4.1 Xr3 = 13.5 Case3_Check = "Flange OK" h := d – (2•kdes) h —=21.9 tw Es Xr10:= 1.49•j—FY Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 4.4.in Web height for Case 10 in Table B4.1 Xr10 = 35.9 Case10 Check = "Web OK" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements "max max(lix, Ty, wx2) `I'max = 166.86 Controlling column slenderness parameter Page 2 of 8 335 of 571 40. • ••• Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B59 Beam -Column Member Approved By: Approval Date: Fe :_ 2 max 7T2 -Es Fe F Fcl :=1.658 FY Fc2:= .877Fe Fe = 10.28•ksi i Fcr:= if 'max — 4.71 • Es FY ,Fc1,Fc2 Elastic Critical Buckling Stress Critical stress equations Fcr = 9.02•ksi Flexural Buckling Stress Pn := Fcr•2AgcPn •= 3,8.8 kip Chapter F: Design of Members for Flexure F1. General Provisions := .90 cb := 1 Cb := if(cb 5 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf }h, fin'= 2 X1:= tf rF Xpl :_ .38• Es > r1 := 1.0. FY Design Compressive Strength of Column Without Slender Elements > Pc OK LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 1.0•in Flange width for Case 1 in Table B4.1 X1 = 2.8 Xp l = 9.2 Xri = 24.1 Case 1_Check = "Flange Compact" 214:= d — (2 • kdes) h = 4.4. in Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Page 3 of 8 336 of 571 10° .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B59 Beam -Column Member Approved By: Approval Date: —t w X9 = 21.9 ,9:. 3.76. Fs Xp9 = 90.6 [ETXj := 5.70. Xr9 = 137.3 Case9_Check = "Web Compact" Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength. Conservatively assume individual channels for strong axis bending for the channels and multiply by two for total strength of double channels. 1. Yielding Mp := 2Fy•Zx Myx := Mp Myx = 516.kip •in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling Lp := 1.76.ry• L = 1.89•ft Limiting unbraced length below which the limit state Fy of LTB does not apply ho := d — (tf) ho = 5.7•in Distance between flange centroids hoI cI := 2 C cI = 1.081 w J4'YW its '= its = 0.6• in Sx Parameter used to find Lr for channel Effective radius of gyration Es Jt'cI Lr := 1.95•ris 1 + 11 + 6.76• 7 Fy) Sx ho Lr = 7.61 -ft Mn1 := 2•Cb• Mp — [Mp — (2. 7.Fy•Sx)} Lbx — Lp Lr Lp 7•Fy E Sx'ho Jt' cI If unbraced length is greater than Lp but Tess than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Page 4 of 8 337 of 571 4,0 • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B59 Beam -Column Member Approval Date: MnI:= if(Mn1 < Mir n1,MP) MnI = 266.2•kip•in Fcrx :_ Cb•7r2•Es L 2 bx its � 1 + .078-[Jt•cI x o� Mn2 := 2Fcrx•Sx MnE if (Mn2 < MP' Mn2' Mp) 179.36•kip•in MnE = Limit State = "Elastic LTB" \\2 Lbxl S h its Fcrx = 20.62•ksi iMnx=°1,79A•kip•irr (1)b'Mnx = .161:4 kip art Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb>Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. Conservatively assume individual channels for weak axis bending for the channels and multiply by two for total strength of double channels. 1. Yielding Mpy := 2 min[(Fy•Zy),(1.6•Fy•SY)] Plastic moment establishing the limit state of yielding MYY := MPY MYY = 78.1 •kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 i Mync . 2 MPY — [MPY — (.7.FY •SY)� X1 — X1311 )`rl Mync = 208.1 •kip•in (c) For section with slender flanges .69• Es Fcry :_ bf f 2•tf Fcr7, = 2554.4•ksi Mys := 2F•S cry y Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Page 5 of 8 338 of 571 • *4 4 • • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B59 Beam -Column Member Approved By: Approval Date: Weak_Axis_Limit_State = "Flange Yielding" 'ry t8bll:kip nil Nominal flexural strength for weak axis bending 70a3 �- s .} Design weak axis flexural strength for use with b M Y a�ki-* in factored loading Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pc := (1)c'Pn MD( := Mxmax Mry := Mymax Mcx :_ (1)b•Mnx Mcy:= 4b•Mny Pr X := P—c Pr = 2.0• kip Pc = 38.8•kip Mrx = 5.5•kip•in Mry = 0.0•kip•in 161.4•kip•in Mcx = Mcy= 70.3•kip•in Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength x = 0.1 Parameter used to detemine proper force combination (a) Where Pr .2 H1 la := Pr + 8 Mrx + Mry Pc - Pc 9 Mcx Mcy Pr. (b) Where < .2 Pc Pr + Mrx + Mry — H1 lb:= — 2Pc Mcx Mcy Unity_Check := if(X>_ .2,H1_1a,H1_1b) U. ity,•,Cfie k -V-- 0 6 i If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 6 of 8 339 of 571 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B59 Beam -Column Member Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn'is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions 4Dv.yd := 1.0 (1)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw := d•tw, Aw, = 1.2•in2 LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web (a) Yielding Web shear coefficient when h < 2.24 Cv.yd := 1.0 tw FY (b) Buckling kv := 5 Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases h kv•E (i) For — < 1.10 tw FY (ii) For 1.10 kv•E < h Ft Y w, h kv•E (iii) For -h > 1.37 tw FY < 1.37 kv•E FY �v y = 1.0 Cvy= 1.000 Vn y := 2.0.6•Fy•Aw•Cv.y KUrn?Y ; .40 U n i-Syste rr►s SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B59 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slenderness limit. bf — = 5.6 tf (1)v.x (I)v.yd Cv.x Cv.yd Af bf-tf must be Tess than rtiv.x = 1.0 Cvx= 1.000 Af = 0.7•in2 Vn.x := 2.0.6•1-7y•(2Af)'Cv.x 2.24 = 53.9 FY V "79':04kip n.x. nK.POpel VP.0 E1'"* LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 t� Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with factored loading Summary of Shear Resistance versus Demand and Required Number of Bolts Stong Axis Weak Axis Resistance Demand Required Bolts cOv Y Vn y = 72.0 -kip Vymax = 0.3.kip �v.x'Vn.x = 79.0 -kip Vxmax = 0.0 -kip Vymax – 0.0 (tRn.b Vxmax = 0.0 4Rn.b Page 8of8 341 of 571 10• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B60 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: B60 Design for Wide Flange Beam -Column Member Cross-section Inputs: :W8 "X`35 Ag := 10.3 • in2 lx := 127in4 I 42.6.in4 Material Inputs: F := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 148in Lbx := 148in Lby := 148in d := 8.12in Sx := 31.2•in3 Sy := 10.6.in3 Es := 29000•ksi Mxmax 330•kip•in Rm := 1 87.2kip•in Mymax := Vymax := 7.4kip 2.3kip Vxmax PC := 3.7. kip tw:= 0.310•in Zx := 34.7•in3 Zy := 16.1 • in3 Fnb := 48ksi Span length of member Based on AISC SCM 13th ed.(2005) bf := 8.02•in rx := 3.51 • in ry := 2.03.in tf := 0.495 .in Jt := 0.769in4 Com, := 619in6 kdes 0.889in Nominal Shear strength of A-325 bolt, threads included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force Page 1 of 9 342 of 571 10�• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B60 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions (1)c :_ .90 E2. Slenderness Limitations Kx' Lbx rY K y, • LbY r x "x = 72.9 "=42.2 if < 200 OK B4. Classification of Sections for Local Buckling bf b := — 2 = 8.1 tf Xr3 := .56• T Y LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 4.0•in Flange width for Case 3 in Table B4.1 Xr3 = 13.5 Case3_Check = "Flange OK" h := d – (2 • kdes) — = 20.5 tw 117 Xri0 1.49 FY Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 6.3•in Web height for Case 10 in Table B4.1 xr10 = 35.9 Case10 Check = "Web OK" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements "max := max(Tx, "y) "max = 72.91 Fe := 2 "max 7r2• Es Fe = 53.85•ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 343 of 571 • •16 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B60 Beam -Column Member Approved By: Approval Date: F \ Y Fe Fel := .658 /'FY Per := if `Imax < 4.71 • Pn . Per.Ag Es FY ,Fc1,Fc2 Fc2 :_ .877Fe Critical stress equations Fcr = 33.9•ksi Flexural Buckling Stress I:1)c•Pn=341�4:2;kip E7. Members With Slender Elements 1. Slender Unstiffened Elements Qs1 1.0 Qs2 := 1.415 – .75(tf f) Es Qs3 .69. Es tf 2 FY•(bl 2. Slender Stiffened Elements he.t := E 1.92•t . • 1– Per hell•:= min(h,he) Aeff := heff'tw Aeff Qa :– h•tw Q Qa' Qs / Q.F Y Fe Fc3:= .658 /•FY•Q Fc.red = 33.9•ksi Pn.red Fc.red'Ag .34 �s h Fcr tw heff = 6.3•in 'teff = 2.0• int Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when Reduction factor used when Qs = 1.0 b _<.56• tf FY .56•1FY < b< 1.03• tf Fy b>_1.03• s tf Fy Reduction factor for slender unstiffened elements he := if(he.t > 0,he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Q = 1.0 Fc4 := .877Fe n.red'-,.s1�4'.2 kip Reduction factor for slender stiffened elements in the cross-section Es Pc.red := if `I'max <_ 4.71 QF F\I-4F c3,F c4 / Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 344 of 571 +.46 U n i-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B60 Beam -Column Member Approved By: Approval Date: Chapter F_ Design of Members for Flexure F1. General Provisions 4)b := .90 cb := 1 Cb := if(cb <_ 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf X1 := X1 = 8.1 tf LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 4.0 -in Flange width for Case 1 in Table B4.1 rFxpi:=.38• Fs Xri := 1.0• FY Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Xpl = 9.2 Case 1 for flange buckling inbending Xri = 24.1 Case1_Check = "Flange Compact" nen'= d – (2•(des) X9 := t X9 = 20.5 Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 6.3 -in Web height for Case 9 in Table B4.1 FEs >.p9 := 3.76. — FY Es Xj := 5.70• — FY Width to thickness ratio used in Case 9 for web local buckling in bending Xp9 = 90.6 Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Xr9 = 137.3 Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 345 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B60 Beam -Column Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy•Zx Myx := Mp Myx = 1735•kip•in 2. Lateral Torsional Buckling Lp := 1.761.y• ho:=d—(tf) cI := 1 Iy•C�, its := S x Es Fy Lp = 7.17•ft ho = 7.6•in its = 2.3•in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Jt cI Lr:= 1.95•its 1 + 1 + 6.76• 7Fy Sx• ho� Lr = 27.02•ft Mn1 := Cb• Mp — CMP — (•7•Fy•Sx)] MnI if(Mn1 5 Mp Mn1,MP� 1567.8•kip•in MnI = Fcrx Cb•7i2•Es Lbx)2 its Lbx — Lp \ Lr — LP 2 Jt•CI 1 + Lbx .078 Mn2 Fcrx • Sx MnE if(Mn2 5 Mp , Mn2 , Mp) MnE = 1735•kip•in Limit State = "Inelastic LTB" Sx•hc its (.7•Fy (Sx•ho 2 _\ Es Jt•cI If unbraced length is greater than Lp but Tess than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Fcrx = 97.64"ksi Mnx = 1567..8. ip•iri Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb>Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending gift141`1 kip in Design strong axis flexural strength for use with factored loading Page5of9 346of571 •ice U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B60 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding MPY := min[(Fy.Zy),(1.6•Fy Sy)] MYY := MpY MYY = 805 -kip -in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 �`1 — �`pl Mync := [Mpy [MPY (( ('�.FY SY)] Xr 1 — Xp 1 Mync = 835.5•kip•in (c) For section with slender flanges .69•Es Fed, := Plastic moment establishing the limit state of yielding H 2 Fcry = 304.9•ksi MYs := Fcr•Y SY tM _ 803' ki in MnY�'%p'�� Weak Axis_LimitState = "Flange Yielding" Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Nominal flexural strength for weak axis bending — ; Design weak axis flexural strength for use with nY = 724:5 kip•in factored loading Page 6 of 9 347 of 571 4 • 0 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B60 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion HI. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pr = 3.7•kip Pc := min(4)c'Pn,Oc'Pn.red) Pc= 314.2•kip Mxmax Mrx = 330.0•kip•in Mry := Mymax Mry = 87.2 kip•in Mcx (013'Mnx Mcx = 1411.0•kip•in Mcy:= 4)b•Mny Mcy= 724.5•kip•in Pr X=Pc Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength x = 0.0 Parameter used to detemine proper force combination (a) Where Pr > _2 H1_la := Pr + 8 Mrx + wiry) Pc Pc 9 Mcx Mcy P (b) Where r < .2 Pc H1 — + lb := Pr + Mrx Mry 2Pc Mcx Mcy Unity_Check := if (x .2,H1_1a,H1_1b) nity_Check ='.0.36 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 348 of 571 •ice Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B60 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions 4vyd:= 1.0 ci)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling 1. Nominal Shear Strength Aw := d•tw Aw = 2.5•in2 Shear area of web (a) Yielding Web shear coefficient when h < 2.24 — E Cv Yd := 1.0 tw FY (b) Buckling kv := 5 Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases h kv•E (i) For — < 1.10 tw FY Web shear coefficients for buckling Cv.b.i := 1.0 kv.E h kv•E kv•Es (ii) For 1.10 < — < 1.37 F tw F F Y Y Cv.b.ii := 1.10 FY tw h kv•E (iii) For — > 1.37 lw FY �v Y = 1.0 Cvy= 1.000 Vn.), := 0.6•Fy•Aw•Cv. Y Vn,Y ^=°75 fi kip Limit_State_Shear = "Yielding" kv•Es Cv.b.iii 1.51 2 h tw —) FY 7:5.5-p6 Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 8 of 9 349 of 571 4 0 to U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B60 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all'W-shapes are compact for weak axis shear. See G2.1b if the flange exceeds the slenderness limit. bf — = 16.2 tf (Ov.x :_ (I)v.yd Cv.x := Cv.yd Af := bf. tf must be less than cov.x = 1.0 Cv.x = 1.000 Af = 4.0•in2 Es s = 53.9 Vn.x 0.6•Fy•(2Af).Cv.x '4Vnx = 238 2akip 7-1 Bolt Strength db := .875in Ns := 1 (IRn.b (.75)•Fnb•Ab•Ns FY v.x' Vn.x Ab := 471"db2 38.2• kip (kRn.b = 21.6•kip LRFD resistance factor used only for shear yielding Web shear coefficient when < 2.24 t� Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with factored loading Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Strong Axis = 75.5. kip n.y 755ki p Shear Vymax = 7.4•kip Connection Vb :_ j(v2 pC2) Required Bolts Vb – 0.4 (1)Rn.b Including Axial Load Weak Axis (k.x v.x•Vn= 238.2•kip Vxmax = 2.3•kip Vxmax = 0.1 (1)Rn.b Page 9 of 9 350 of 571 1 10 .46 44 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B61 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: B61 Design for Wide Flange Beam -Column Member Cross-section Inputs: W8X35 Ag := 10.3•in` Ix := 127in4 Based on AISC SCM 13th ed.(2005) d := 8.12in tom, := 0.310•in bf := 8.02•in tf := 0.495•in kdes 0.889in Sx := 31.2•in3 Zx := 34.7.in3 rx := 3.51•in Jt := 0.769in4 Iy := 42.6 in4 Sy := 10.6.m3 Zy := 16.1 in3 ry := 2.03•in Cv, := 619in6 Material Inputs: Fy := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 147in := 147in Lbx Lby := 147in Es := 29000•ksi 620•kip•in Mxmax Rm := 1 48ksi Nominal Shear strength of A-325 bolt, threads Fnb := included in shear plane Span length of member Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Mymax := 62.6kip.in Applied maximum Factored weak axis moment (Absolute Value) 13.Okip Vymax Vxmax 1.7kip Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) PC := 2.6•kip Applied Factored Compression Force Page 1 of 9 351 of 571 .sem U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B61 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions (1)c := .90 E2. Slenderness Limitations 4'x:- K rY :- --yLby Y r x Kx. Lbx x = 72.4 'IJ = 41.9 if < 200 OK B4. Classification of Sections for Local Buckling bf b :_ — 2 — = 8.1 tf Es xr3 :_ .56• F LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 4.0•in Flange width for Case 3 in Table B4.1 Xr3 = 13.5 Case3_Check = "Flange OK" h := d - (2•kdes) — = 20.5 tw >tri0:= 1.49. T Y h = 6.3•in xr10 = 35.9 Case10 Check = "Web OK" Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression Web height for Case 10 in Table B4.1 Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue.on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements `I'max := max(xlix, w) 'I'max = 72.41 Controlling column slenderness parameter Fe :_ Wmax2 Tr2•Es Fe = 54.58•ksi Elastic Critical Buckling Stress Page 2 of 9 352 of 571 44 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B61 Beam -Column Member Approved By: Approval Date: FY F Fcl :_ .658xe •FY Es Fcr := if xi'max < 4.71 • — , Fc 1 Fc2 FYi Fn . Fcr Ag Fc2 :_ .877Fe Critical stress equations Fcr = 34.08-ksi Flexural Buckling Stress 11) 3.s= 31)5.9•14p E7. Members With Slender Elements 1. Slender Unstiffened Elements Qs 1 := 1.0 FY Qs2 := 1.415 - .75( f) Es Qs3 .69 -Es Fyft fJ 2. Slender Stiffened Elements he.t := 1.92•ty, Es 1 - .34 Es Fcr h Fcr tw heff := min(h,he) heff = 6.3 -in Aeff := heff•tw Aeff = 2.0•in2 Aeff Qa — h tw Q Qa' Qs ( Q,F Y F Fc3:= .658xe -F •Q 34.08•ksi Fc.red = Fn.red Fc.red'Ag Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when Reduction factor used when Qs = 1.0 rs b <_ .56-tf .56• Es _1.03-tf Reduction factor for slender unstiffened elements he := if(he.t > 0,he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Reduction factor for slender stiffened elements in the cross-section Q = 1.0 Fc4 :_ .877Fe Fc.red if `T'max < rn red = / E 4.71 s ,Fc3,Fc4 ,-„.F Y Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 353 of 571 • 4 *** U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B61 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (I)b :_ .90 cb := 1 Cb := if (cb <_ 3.0,93,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf nXn'= Z Al := Al = 8.1 tf LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 4.0•in Flange width for Case 1 in Table B4.1 rAp:= .38• Es := 1.0. F Y = 9.2 Art = 24.1 Case 1 _Check = "FIange Compact" d — (2•kdes) h = 6.3•in A9:= A9=20.5 w rFY Ap9 := 3.76. Ap9 = 90.6 rArg:= 5.70•Arg = 137.3 Case9_Check = "Web Compact" Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 354 of 571 1 1 1 1 1 1 1 1 1 1 A&O +VI 4040 • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B61 Beam -Column Member Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section FI3 dealing with hole reduction may control the bending strength 1. Yielding M := F.Z p y x Myx := Mp Mix = 1735•kip•in 2. Lateral Torsional Buckling Lp := 1.76.ry. ho := d — (tf) cI := 1 its Lr:= 1.95•rts' Lr= 27.02•ft y Lp = 7.17•ft ho = 7.6•in r = 2.3•in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration / Es Jt.cl \.7 Fy 1 + 1 + 6.76• Sx•ho� Mn1 := Cb. MLbx — Lpjl p — [Mp — (.7•Fy•Sxfl Lr— Lp MnI:= if(Mn1 <Mp,Mn1,Mp) 1570.5 kip in Mn1 = Fcrx :_ Cb.7 2•Es 2 Lbx its 2 Jt.cI Lbx 1 + .078• Sx.ho its Mn2 := Fcrx•Sx MnE := if (Mn2 Mp , Mn2 , Mp) MnE = 1735•kip•in Limit State = "Inelastic LTB" .7•Fy Fcrx = 98.63•ksi E 611 = 1570.1 kip testi inx rt -i"4 bYM`— 1413.4•kip='m nx . /Sx•ho 2 Jt.c1 If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 5 of 9 355 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B61 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding MpY := min[(Fy • Zy) , (1.6• FY • SY)] MYY:= MpY M»= 805•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 ( [] X1 — Xpl \ Mync:= MPY [MPY (.7.FY.SY)] Irl _ Xpli MYnc = 835.5•kip•in (c) For section with slender flanges .69• Es Plastic moment establishing the limit state of yielding Fry :_ (b 2 f `2 tf Fcry = 304.9•ksi Mys := Fcry SY Weak_Axis_Limit_State = "Flange Yielding" Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis = 805•kip•ir Nominal flexural strength for weak axis bending Y " I Design weak axis flexural strength for use with factored loading Page 6 of 9 356 of 571 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .46 44A Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B61 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pr = 2.6 -kip Pc := mm(kc Pn'(1)c•Pn.red) Pc = 315.9 -kip Mrx := Mxmax Mrx = 620.0 -kip -in Mry = 62.6 -kip -in Mry := Mymax Mcx 4b.Mnx Mcx = 1413.4 -kip -in Mcy := �b•Mny Mcy = 724.5•kip•in Pr X := —Pc Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength X = 0.0 Parameter used to detemine proper force combination (a) Where Pr .2 H1 la := Pr + 8 Mrx + Mry Pc – Pc 9 Mcx Mcy (b) Where Pr < .2 Pr "Mrx Mry P H1_1b:=—+ —+— c 2Pc Mcx Mcy Unity_Check := if(X>_ .2,H1_1a,H1_1b) Uri�ty Check =',13.53 j If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7of9 357 of 571 kfr* Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B61 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be includedby using the provisions in G3. G1 General Provisions cl)v yd := 1.0 tkv.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength A := d•tw (a) Yielding Cv yd := 1.0 (b) Buckling kv:= 5 LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Ate, = 2.5•in2 Shear area of web h kv•E (i) For — < 1.10 tw Fy Web shear coefficient when h < 2.24- tw Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv•E h kv•E (ii) For 1.10 < — < 1.37 Fy tw FY kv'Es Fy Cv.b.ii 1.10 h tw (iii) For -hh > 1.37 w kv•E kv Es t Fy Cv.b.iii 1.51 ckvy= 1.0 Cv y = 1.000 Vn y := 0.6•Fy•Aw•Cv.y Vp• y -, 7595 kipI Limit_State_Shear = "Yielding" jrv.y *!n.y.` 75.5•ki (hJ2 FY Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 8 of 9 358 of 571 .40 Uri i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B61 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding • and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slenderness limit. bf — = 16.2 must be less than tf dv.x kv.yd rtiv.x = 1.0 Cv.x Cv.yd Af := bf•tf Vn.x := 0.6•Fy•(2Af)•Cv.x E 2.24 = 53.9 FY Cvx= 1.000 Af = 4.0• in2 U z 238:2�k�p `cps °V 238f21kipi Bolt Strength db := .875in Ab := db2 4 Ns := 1 4Rn.b :_ .75•Fnb•Ab•Ns cl)Rn.b = 21.6.kip LRFD resistance factor used only for shear yielding shear coefficient when h _< 2.24FE— Webty Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with factored loading Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Summary of Shear Resistance versus Demand and Required Number of Bolts Strong Axis Resistance (Ov Y Vn y = 75.5•kip Demand Shear v3/max = 13.0•kip Connection Vb := j(v2 + PC2) Required Bolts Vb — 0.6 (I)Rn.b Including Axial Load Weak Axis �v.x'Vn.x = 238.2.kip Vxmax = 1.7 -kip Vxmax — 0.1 4Rn.b Page 9 of 9 359 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B62 Beam -Column Member Date of Creation: January 18,2008 Approved By: Approval Date: B62 Design for Wide Flange Beam -Column Member Cross-section Inputs: W16 X_50 Ag 14.7•in2 Ix := 659in4 37.2•in4 Material Inputs: FY := 50•ksi Fu := 651si Analysis Inputs: Ls := 314in Lbx := 112in Lby := 314in Kx := 1 Ky := 1 d := 16.3in tv, := 0.380. in Sx := 81.0•in3 Zx := 92.0•in3 Sy := 10.5 • in3 Zy := 16.3 • in3 Es := 29000•ksi 1286 kip•in Mxmax Rm := 1 Mymax := 83.6kip•in Vymax := 15.2kip Vxmax := 1.6kip PC := 18.0•kip Fnb := 48ksi Span length of member Based on AISC SCM 13th ed.(2005) bf:= 7.07.in rx := 6.68•in ry := 1.59•in tf := 0.63•in Jt := 1.52in4 Com, := 2270in6 kdes 1.03in Nominal Shear strength of A-325 bolt, threads included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force Page 1 of 9 360 of 571 046 44, U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B62 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions ckc := .90 E2. Slenderness Limitations 'yx ry Lb, Kx. Lbx W :_ Y rx = 70.4 y = 47.0 if < 200 OK B4. Classification of Sections for Local Buckling bf b := — 2 — = 5.6 tf rF Xr3 := .56• LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 3.5•in Flange width for Case 3 in Table B4.1 Xr3 = 13.5 Case3_Check = "Flange OK" h := d - (2•kdes) — = 37.5 tw Es Xri0 1.49. — Fy Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 14.2 -in Web height for Case 10 in Table B4.1 Xr10 = 35.9 Case10 Check = "Web Slender" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements "max max(Wx, Ty) "max = 70.44 Controlling column slenderness parameter Fe :_ `ymax2 ir2' Es Fe = 57.68•ksi Elastic Critical Buckling Stress Page 2of9 361 of 571 •ice U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B62 Beam -Column Member Approved By: Approval Date: F Y Fe Fci := \.658 I•FY Fc2 := .877Fe Critical stress equations E F( cr := if `I'max < 4.71.1—FE .71 • s 'Fel Fc2 Fcr = 34.79 ksi Flexural Buckling Stress FY '�• Pn= 460pPn:= FcrAg r`�, , `,k t E7. Members With Slender Elements 1. Slender Unstiffened Elements Qs1 1.0 FY Qs2 := 1.415 - .75(b) • t f Es .69. Es Qs3 '- 2 FY b / tfJ 2. Slender Stiffened Elements he.t 1.92•t�,• Es • 1 - .34 Es Fcr h Fcr tw heff := min(h,he) heff = 14.2•in Aeff := heff'tw Aeff = 5.4.m2 Aeff Qa := h•tom, Q Qa' Qs Q.F," Fe Fc3 := .658 , •FY•Q Fc.red = 34.79•ksi Pn.red := Fc.red'Ag Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when Reduction factor used when Qs = 1.0 E b <_ .56. s tf FY .56• Es _ 1.03. s tf FY Reduction factor for slender unstiffened elements he := if (he.t > 0 , he.t, h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Reduction factor for slender stiffened elements in the cross-section Q = 1.0 Fc4 := .877Fe = 1104?'kip Fc.red := if / E `I`max < 4.71 s ,Fc3,Fc4 QF Yi Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 362 of 571 +I% ••• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B62 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (t)b :_ .90 cb := 1 Cb := if (cb 5 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 3.5 -in Flange width for Case 1 in Table B4.1 b _ 5 6 Width to thickness ratio used in Case 1 for flange 1 X1 tf Apl := .38• F Y rFY Ari := 1.0. Xp1=9.2 Xri = 24.1 Casel_Check = "Flange Compact" d – (2•kdes) h X9 _ t Es Xp9 := 3.76. — FY Es Xr9 := 5.70. — FY local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 14.2•in Web height for Case 9 in Table B4.1 X9 = 37.5 Width to thickness ratio used in Case 9 for web local buckling in bending Xp9 = 90.6 Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Xj = 137.3 Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 363 of 571 ••1114 Un i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: Approved By: B62 Beam -Column Member Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are hole'.in the tension flange in high moment regions, Section FI3 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy Zx Myx := Mp Myx = 4600•kip. in 2. Lateral Torsional Buckling Es L.:= 1.76•r..• L = 5.62.f1 ho = 15.7•in y ho := d - (tf) c1:= 1 Iycw S its = 1.9•in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es \ � Jt•cI Lr:= 1.95•rts• 1+ 11+6.76 7 Fy/ \ Sx.ho Lr= 17.21 . ft Mnl := Cb. Mp - CMP - (.7.Fy.Sx)] MnI if(Mn1 < Mp,Mn1,MP) Mn1 = 4034.3•kip•in Fcrx :_ Cb•?r2•Es LbxN2 its / Lbx - Lp Lr P - L Jt.cI (Lbx)2 11 + .078• — Sx ho \ its Mn2 Fcrx' Sx MnE := if(Mn2 < Mp,Mn2,MP) MnE = 4600•kip•in Limit State = "Inelastic LTB" 7•Fy Sx•ho 2 Es Jt cI Fcrx = 94.28•ksi �M•nx,= d.034�3:•kip�in j b•Mnx = 360:9 kip;iri If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be Tess than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 5 of 9 364 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B62 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy := min[(Fy•Zy),(1.6•Fy•Sy)] MY} := MpY MY} = 815•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 (.7-FY �1 �`pl Mync :=[Mpy — CMpY — (.7 FY. SY)] [Xr1 _ Xp l Mync = 921.1 •kip•in (c) For section with slender flanges .69•Es Fcry := FcI.}, = 635.5 •ksi Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Plastic moment establishing the limit state of yielding Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges b 2 f 2•tf Mys ' Fcry Sy Ivi -- f8�1+5`kip in � Nominal flexural strength for weak axis bending �nY p _.. . Weak_Axis_Limit_State = "Flange Yielding" Design weak axis flexural strength for use with w.15 Y -Y�33 k'p'vj factored loading Page 6 of 9 365 of 571 110 11�� Un i-Syste ms SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B62 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pr = 18.0.kip Pc mm(4c'Pn,(1)c.Pn.red) Pc = 460.2•kip Mrx := Mxmax Mrx = 1286.0•kip•in M := Mymax M = 83.6•kip•in Mcx (1)b'Mnx Mcx = 3630.9•kip•in Mcy:= �b•Mny Mcy= 733.5•kip•in Pr X —Pc Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength X = 0.0 Parameter used to detemine proper force combination (a) Where Pr > .2 H1_la := Pr + 8 Mrx + Mry Pc Pc 9 `Mcx Mcy (b) Where Pr < .2 Pr /Mrx Mry Pc HI lb := — + — + c _ 2Pc Mcx Mcy Unity_Check := if(X>_ .2,H1_1a,H1_lb) IUniry'Check = 0.49, 1 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment,'and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 366 of 571 +•. Un i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B62 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions �vyd:= 1.0 (1)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw := d•tw Aw = 6.2•in2 (a) Yielding Cv yd := 1.0 (b) Buckling kv := 5 h kv•E (i) For — < 1.10 tµ, FY LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web shear coefficient when h < 2.24FE— Webty Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i:= 1.0 kv•E h kv•E kv.Es (ii) For 1.10 < — _< 1.37 F tw F F Y Y Cv.b.ii 1.10 hY h kv•E (iii) For —h > 1.37 tom, Fy rOvy= 1.0 Cvy= 1.000 Vn y := 0.6•Fy•Aw•Cv.y unj tw kv•Es Cv.b.iii 1.51 2 h t_--) w FY 5.8•kip Limit_State_Shear = "Yielding" Nominal shear strength for strong axis bending Design strong axis shear strength for use with i v.yFVnZy = 185:,87.14); factored loading Q Page 8 of 9 367 of 571 .46 .40 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B62 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shearbuckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slendemess limit. bf Es = 11.2 must be Tess than 2.24 = 53.9 Fy tf (I)v.yd Cv.x := Cv.yd Af := bf'tf 45v.x = 1.0 Cvx= 1.000 Af = 4.5.in2 Vn.x f := 0.6•Fy•�2A }•Cv.x [x 4x = 267.2'kipi _ 2 2 i v:z�'Vntx 67.E•ki� Bolt Strength db := .875in Ab := Rdb2 4 Ns := 1 .4)Rn.b (.75)•Fnb'Ab'Ns LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 E tv, Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with factored loading Nominal Bolt size Number of shear planes ORn b = 21.6 -kip Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Summary of Shear Resistance versus Demand and Required Number of Bolts Strong Axis Weak Axis Resistance Demand Required Bolts (1)v Y Vn y = 185.8•kip Shear Vymax = 15.2.kip Connection Vb J(Vym 2 + pC2) (Ov.x'Vn.x = 267.2•kip Vxmax = 1.6•kip Vb — 1.1 (I)Rn.b Including Axial Load Vxmax — 0.1 (1)Rn.b Page 9 of 9 368 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B70 Beam -Column Member Date of Creation: January 18 2008' Approved By: Approval Date: B70 Design for Wide Flange Beam -Column Member Cross-section Inputs: W14X30' Ag := 8.85•in2 d := 13.8in tom,:= 0.27•in Ix := 291 in4 Sx := 42.0.m3 Zx := 47.3.in3 Iy := 19.6•in4 Sy := 5.82•in3 Zy := 8.99•in3 Material Inputs: F := 50•ksi Fu := 65•ksi Analysis Inputs: Ls •.= 390in Lbx := 12in Lby := 195in Es •.= 29000•ksi Based on AISC SCM 13th ed.(2005) bf := 6.73 -in rx := 5.73•in ry := 1.49 -in tf := 0.385.in kdes := .785in Jt :_ .38in4 Cv,:= 887in6 Fnb := 48ksi Nominal Shear strength of A-325 bolt, threads included in shear plane Span length of member Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Mxmax 251 -kip -in Applied maximum Factored strong axis moment (absolute value) Rm := 1 Cross-section monosymmetry parameter = 1 for wide flanges 72.5kip•in Applied maximum Factored weak axis moment (Absolute Value) Mymax Vymax := 6.6kip Vxmax 1.8kip Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) PC := 6.7 -kip Applied Factored Compression Force Page 1 of 9 369 of 571 4 • • s U n i-Syste ms SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18 2008 Design Evaluation for: B70 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions cpc := .90 E2. Slendemess Limitations Kx.Lbx x Y . Lby TY' rx Tx 8.1 �YY = 34.0 if < 200 OK B4. Classification of Sections for Local Buckling bf b := — 2 — = 8.7 tf rF XT3 := .56• LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 3.4•in Flange width for Case 3 in Table B4.1 Xr3 = 13.5 Case3_Check = "Flange OK" h := d – (2.kdes) — = 45.3 tw Es Ar10:= 1.49'F h = 12.2•in Xr 10 = 35.9 Case10 Check = "Web Slender" Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression Web height for Case 10 in Table B4.1 Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is•determined using section E7. E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements ''max max(Wx, 'y) `I 'max = 34.03 Controlling column slenderness parameter �2•Es Fe := Fe = 247.14.ksi 2 max Elastic Critical Buckling Stress Page 2 of 9 370 of 571 4074 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18 2008 Design Evaluation for: B70 Beam -Column Member Approved By: Approval Date: / F \ Y Fe Fcl :_ x.658 i'FY Fc2 :_ .877Fe Critical stress equations / Es Fcr •• = if `f'max < 4.71' F,Fc1�Fc2 Fcr = 45.94•ksi Flexural Buckling Stress Y Pn . Fcr Ag E7. Members With Slender Elements 1. Slender Unstiffened Elements Qs 1 := 1.0 FY Qs2 := 1.415 — .75[b1. tf J Es .69. Es Qs3 2 Fy•(bl ttJ 2. Slender Stiffened Elements n„==365t9'•k 1 Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when Reduction factor used when Qs = 1.0 E b <_ .56• tf FY .56• _1.03• tf FY Reduction factor for slender unstiffened elements h := 1.92•t�' F • Es 1 _ .34 Es he := if(he.t > 0 he.t, h) e.t h F cr _ cr Effective height of wide flange web, Fcr is same critical stress found above for compression members heft min(h,he) heff = 10.6•in without slender elements. Effective height not to exceed height calculated above. Aeff heff'tw Aeff = 2.9•in 2 Q _ Aeff = Reduction factor for slender stiffened elements in the a h•tw Qa 0.9 cross-section Q := Qa' Qs Q = 0.9 Q.Fy\ Fe Fc3 := .658 FY Q Fc4 := .877Fe Fared if `1'max <_ 4.71 Q F , Fc3 Fc4 _ Y Fc.red = 40.16 • ksi Pn.red Fc.red'Ag Reduced flexural buckling stress, accounting for the possibility of local buckling _ �» Design compressive strength of column with slender rt'c'Pn red3:1°9:-'.9,; kips elements Page 3 of 9 371 of 571 •ice U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18 2008 Design Evaluation for: B70 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (1)b := .90 cb := 1 Cb := if(cb <_ 3.0,cb,3.0) Cb = 1 LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. B4. Classification of Sections for Local Buckling bf 1k:= 2 b = 3.4•in Flange width for Case 1 in Table B4.1 X.= -111 — 13 7 Width to thickness ratio used in Case 1 for flange 1 • tf Xp1 '1 '1 local buckling in uniform compression TTEs Y Compact limiting width to thickness ratio used in 3g Cpl = 9.2 Case 1 for flange buckling inbending FFY 1 := 1.0Xrl= 24.1 Casel_Check = "Flange Compact" Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending := d — (2•kdes) h = 12.2•in Web height for Case 9 in Table B4.1 )`9 := h X9 = 45.3 Width to thickness ratio used in Case 9 for web local tw buckling in bending rFY>.p9 := 3.76.Xp9 = 90.6 Compact limiting width to thickness ratio used in Case 9 for web buckling in bending FE := 5.70• Fs = 137.3 Y Case9_Check = "Web Compact" Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 372 of 571 WPO 40, • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18 2008 Design Evaluation for: B70 Beam -Column Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength • ' 1. Yielding Mp Fy•Zx Myx := Mp Myx = 2365•kip•in 2. Lateral Torsional Buckling Es := 1.76•r . Lp F Lp = 5.26•ft ho := d - (tf) cl:= 1 rts'_ Iy•CN, Sx ho = 13.4•in its = 1.8•in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric l -shape Effective radius of gyration Es(j Jt•cI Lr:= 1.95•rts ji + 1 + 6.76• 7Fy Sxho Lr= 14.87•ft Lbx - Lp Mnl := Cb. Mp - [Mp - (.7•Fy•Sx)] Lr - Lp MnI if(Mn1 <Mp,Mn1,Mp) MnI = 2365•kip•in Fcrx :_ Cb•7r2•Es Lbx its Jt•cI Lbx2 1 + .078 — Sx•ho its Mn2 := Fcx•Sx MnE if(Mn2 <Mp,Mn2,Mp) MnE = 2365•kip•in Limit State = "Yielding" I.7•Fy) Sx•ho jl Es Jt cI If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Fcrx = 6.25 x 103•ksi Lb > Lr 1VI��2=3,65 kips 1 qb Mfix = 2121,15°ki1i Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 5 of 9 373 of 571 +46 Av. U n i -Syste m s SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18 2008 Design Evaluation for: B70 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is'the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy := min[(Fy Zy),(1.6•Fy Sy)] Plastic moment establishing the limit state of MYY := Mpy MYY = 449.5 • kip• in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 (x1—Xpl �`p 1 MYnc ' MPY — [MPY — ('7 FY.SY)� MYnc = 456.3•kip•in (c) For section with slender flanges .69•Es Fcn := Fcn, = 261.9•ksi ( bf 2 2 tf MYs := Fcry•Sy Weak_Axis_Limit_State = "Flange Yielding" yielding Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis M° . =..449`..5 kip•irj Nominal flexural strength for weak axis bending I Design weak axis flexural strength for use with b7 Y;= 404.6-kip`i I factored loading Page 6 of 9 374 of 571 4.44 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B70 Beam -Column Member Date of Creation: January 18 2008 Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pc := min(ck .Pn,(1)c•Pn.red) Mrx := Mxmax Mry := Mymax Mcx := (1:1b.Mnx Mcy :_ 4)b•Mny Pr X:= P—c Pr = 6.7.kip PC = 319.9.kip Mrx = 251.0•kip•in Mry = 72.5•kip•in Mcx = 2128.5•kip•in Mcy = 404.6•kip•in Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength x = 0.0 Parameter used to detemine proper force combination Pr 8 " Mrx M (a) Where —Pr >.2 H1_la:=—+— —+ry Pc Pr (b) Where — < .2 Pc Pc 9 Mcx Mcy Pr (MM rx H1_1b:=—+ —+ ry 2Pc Mcx Mcy Unity_Check := if(X>_ .2,H1_la,H1_lb) lUnity_Check 20.31 1 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 375 of 571 4, 44 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18 2008 Design Evaluation for: B70 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but. could be included by using the provisions in G3. G1. General Provisions 4v.yd := 1.0 ti)v.b 0.9 G2. Members with Unstiffened or Stiffened Webs LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling 1. Nominal Shear Strength Acv := d-tw, Aw, = 3.7•inz Shear area of web (a) Yielding Cv.yd := 1.0 (b) Buckling kv:= 5 h kv•E (i) For — < 1.10 tw FY Web shear coefficient when h < 2.24 tw, Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv•E h kv•E kv•Es (ii) For 1.10 < — < 1.37 F tw, F F Y Y Cv.b.ii := h 1.10 Y h kv•E (iii) For —h > 1.37 tw FY divy= 1.0 Cvy= 1.000 Vn.y 0.6•Fy•A`vCv.y kv•Es Cv.b.iii := 1.51 • 2 (—h Fy tw Limit_State_Shear = "Yielding" - 111.8•kip Nominal shear strength for strong axis bending Design strong axis shear strength for use with 11 l.8•kip factored loading Page 8 of 9 376 of 571 4 • 04 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18 2008 Design Evaluation for: B70 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slenderness limit. bf — = 17.5 tf 4)v.x (I)v.yd Cv.x Cv.yd Af := bf'tf must be Tess than Vn.x := 0.6•Fy•(2Af)'Cv.x Bolt Strength db := .875in Ns := 1 Es s = 53.9 FY = 1.0 Cvx= 1.000 Af = 2.6•in2 =-135��- 5 , p i' ;�°U=.155:5:kip rr Ab 4db2 (§Rn.b (.75)•Fnb'Ab'Ns 'Rn.b = 21.6 -kip LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 t Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with factored loading Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Summary of Shear Resistance versus Demand and Required Number of Bolts Strong Axis Weak Axis Resistance Demand Required Bolts (1)v Y Vn y = 111.8 -kip Shear Vymax = 6.6 -kip Connection Vb :=., (Vymax + pC2) 431v.x'Vn.x = 155.5•kip Vxmax = 1.8•kip Vb - 0.4 4)Rn.b Including Axial Load Vxmax - 0.1 4Rn.b Page 9 of 9 377 of 571 it U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B71 Flexure Member (Maximum Gravity) Date of Creation: January 18, 2008 Approved By: Approval Date: B71 Design for Wide Flange Flexure (Max Gravity) Member Cross-section Inputs: •W14:X 30•..: Ag := 8.85•in2 Ix := 291 in4 Iy := 19.6•in4 Material Inputs: d := 13.8in Sx := 42.0.in3 Sy := 5.82•in3 FY := 50•ksi Es := 29000•ksi FU := 65•ksi Analysis Inputs: Lbx := 12in Ls := 390in 1640•kip•in Mxmax Rm := 1 aS := 1.82in V := 16.50kip ymax tµ, := 0.27•in Zx := 47.3•in3 Zy := 8.99•in3 Fnb := 48ksi Based on AISC SCM 13th ed.(2005) bf:= 6.73•in rx := 5.73•in ry := 1.49•in tf := 0.385•in kdes := .785in Jt := .38in4 Cµ, := 887in6 Nominal Shear strength of A-325 bolt, threads included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Bending Span length of member Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Maximum unfactored snow load deflection Applied maximum Factored strong axis shear (absolute value) F:\Common\07050 SkyVenture 14R4113 Engineering Data File\13e Structural Calculations 8 Notes\Design Calculations\Design Calca 14R4\Memberst Page 1 of 5 378 of 571 ot U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B71 Flexure Member Approval Date: (Maximum Gravity) Chapter F: Design of Members for Flexure F1. General Provisions (I)b :_ .90 Cb := 1 Compression Flange has continuous lateral support B4. Classification of Sections for Local Buckling bf b := — 2 xi := X1 = 8.7 tf LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 3.4•in Flange width for Case 1 in Table B4.1 Es >`pl := 38'F Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in X p 1 = 9.2 Case 1 for flange buckling inbending Es Xrl := 1.0• F �`rl = 24.1 Y Casel_Check = "Flange Compact" h := d – (2•kdes) _ -9• tw rEs Xp9 := 3.76. — FY Es X := 5.70• — FY Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 12.2•in Web height for Case 9 in Table B4.1 kj = 45.3 Width to thickness ratio used in Case 9 for web local buckling in bending Xp9 = 90.6 Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Xr9 = 137.3 Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. F:1Common\07050 SkyVenture 14R4\13 Engineering Date Flle\73e Structural Calculation & Notes\Design Calculations\Design Calcs 14R41Members\ Page 2 of 5 379 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B71 Flexure Member Approval Date: (Maximum Gravity) F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy•Zx Myx := MP Myx = 2365 -kip -in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling E Lp := 1.76•ry• Fs Lp = 5.26 -ft y ho := d — (tf) ho = 13.4•in c1 := 1 its := x Iy. cw S its = 1.8•in Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Jt•c1 Lr:= 1.95•rts ji + 11 + 6.76. Fy ` Sx•ho Lr= 14.87•ft Mn1 := Cb. Mp — CMP — (.7.Fy.Sx)] MnI if(Mn1 <Mp,Mn1,MP) " Lbx — Lp Lr — LP 1.7.Fy) Sx•ho 2 Es Jt cl If unbraced length is greater than Lp but Tess than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be Mn1 = 2365 -kip -in less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Cb' r2 -Es Jt'cI Lbx 2 1 + .078• Fcrx := 2 S h r (Lbx o is Critical elastic lateral torsional buckling stress when _ its / _ Font= 6.25 x 103•ksi Lr Mn2 '= crx SX MnE if(Mn2 <Mp,Mn2,MP) MnE = 2365•kip•in Limit State = "Yielding" Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Mrixa= 2365.kip•iij Nominal flexural strength for strong axis bending ob•Mnic•= 21?8.5•kip iii Design strong axis flexural strength for use with — — -a factored loading F:1Common107050 SkyVenture 14R4113 Engineering Data File 13e Structural Calculations d Notes\Deslgn Calculations\Desg, Calcs 14R4\Members\ Page 3 of 5 380 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B71 Flexure Member (Maximum Gravity) Date of Creation: January 18, 2008 Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions 4v yd := 1.0 (I)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Ate, := d•tw Ate, = 3.7•in2 (a) Yielding Cv.yd := 1.0 (b) Buckling kv := 5 h kv•E (i) For —<1.10 t� Fy kv•E hkv•E (ii) For 1.10 F < t— < 1.37 F Y w Y h kv•E (iii) For — > 1.37 tw Fy kv's LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24 t� Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv'Es Fy Cv.b.ii := 1.10 h tw Cv.b.iii := 1.51 2 �h FY tw (c) Governing Resistance ivy= 1.0 Cvy= 1.000 Vny:= 0.6•Fy•Aw•Cv.y Vny= 111.8•kip Limit State Shear = "Yielding" YVny= Nominal shear strength for strong axis bending Design strong axis shear strength for use with kip factored loading F:\Common\07050 SkyVenture 14R4\13 Engineering Data File \13e Structural Calculations & Notes\Design Calculations\Design Calcs 14R4\Members\ Page 4 of 5 381 of 571 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B71 Flexure Member (Maximum Gravity) Date of Creation: January 18, 2008 Approved By: Approval Date: Summary of Resistance versus Demand and Required Number of Bolts Moment Shear Snow Load Deflection Bolt Strength db := .875in Resistance (1)b•Mnx = 2128.5•kip•in •1;.v_y Vn.y = 111.8•kip Ls — = 2.167 • in 180 Ns := 1 ct n.b (.75)•Fnb.Ab.Ns Vymax Nb :_ (I)Rn.b 7 2 Ab 4db 4)1tn.b = 21.6•kip eNb,t;=.0,8I bolts Demand Unity Check Mxmax = 1640.0.kip. in Mxmax cOb' Mnx Vymax Vymax = 6.5. kip AS = 1.820•in Nominal Bolt size Number of shear planes – 0.77 11)v y‘ Vn.y – 0.15 As.I80 – 0.84 Ls Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Minimum required bolts for shear F:\Common107050 SkyVenture 14R4113 Engineering Data FileN3e Structural Calculations 8 Notes\Design Calculations \Design Cela 14R4\Members\ Page 5 of 5 382 of 571 +moi .• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B71 Flexure Member (Maximum Uplift) Date of Creation: January 18, 2008 Approved By: Approval Date: B71 Design for Wide Flange Flexure (Max Uplift) Member Cross-section Inputs: W14'X 30 Ag := 8.85•in2 Ix := 291m4 Iy := 19.6•in4 Material Inputs: FY := 50•ksi Fu := 65•ksi Analysis Inputs: Lbx:= 195in Ls := 390in d := 13.8in Sx := 42.0•in3 Sy := 5.82 • in3 Es. 29000•ksi Mxmax := 1072•kip•in 468•kip•in MxA := 1002•kip•in MxB := 804•kip•in MxC := Rm := 1 AW .•= 1.24in Vymax := 16.50kip tw := 0.27•in Zx := 47.3•in3 Z := 8.99•in3 Based on AISC SCM 13th ed.(2005) bf := 6.73•in rx := 5.73•in ry := 1.49•in tf := 0.385•in kdes .785in Jt := .38in4 Cw := 887in6 48ksi Nominal Shear strength of A-325 bolt, threads Fnb := included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Bending Span length of member Applied maximum Factored strong axis moment (absolute value) Applied Factored X moment at quarter point of unbraced segment (absolute value) Applied Factored X moment at centerline of unbraced segment (absolute value) Applied Factored X moment at the three-quarter point of unbraced segment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Maximum unfactored wind Toad deflection Applied maximum Factored strong axis shear (absolute value) F:\Common\07050 SkyVenture 14R4\13 Engineering Data File \13e Structural Calculations & Notes\Design Calculations\Design Calcs 14R4\Members \ Page 1 of 5 383 of 571 lOP •411# Uri i-5yste ms SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B71 Flexure Member Approval Date: (Maximum Uplift) Chapter F: Design of Members for Flexure F1. General Provisions 43h := .90 12.5•M xmax cb 2.5•Mxmax + 3.MxA + 4'MxB + 3'MxC Rm Cb := if(cb 5 3.0,cb,3.0) Cb = 1.2757 B4. Classification of Sections for Local Buckling bf b := — 2 1 t f [Cs. Xpi := .38• Y LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 3.4•in Flange width for Case 1 in Table B4.1 X1=8.7 Xp1=9.2 rFY >`rl := 1.0•>.rl = 24.1 Case l_Check = "Flange Compact" Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h := d - (2•kdes) h = 12.2•in Web height for Case 9 in Table B4.1 X9 := h X9 = 45.3 Width to thickness ratio used in Case 9 for web local tw buckling in bending Es xp9 := 3.76• — FY Xp9 = 90.6 Xr9 := 5.70• Fs Xr9 = 137.3 Case9_Check = "Web Compact" Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Fr\Common 07050 SkyVenture 14R4113 Engineering Data FiIo 13e Structural Calculations 8 Notes\Design Calculations \Design Calcs 14R4\Membersl Page 2 of 5 384 of 571 401 044 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B71 Flexure Member Approval Date: (Maximum Uplift) F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy' Zx Myx = 2365 kip in Myx := Mp 2. Lateral Torsional Buckling Es L := 1.76•ry L = 5.26•ft ho := d — (tf) c1:= 1 its :_ Iy • Com, Sx Lr := 1.95•rts' Lr= 14.87•ft y ho = 13.4•in its = 1.8•in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration / Es \ / Jt.ci 1+ 1+6.76• 7 Fye \ Sx•ho/ Mn1 := Cb' MP — CMP — ('7.Fy.Sx)] MnI if(Mn1 <Mp,Mn1,MP) Mrd = 1711•kip•in Fcrx :_ Cb'?r2' Es \ 2 / Lbx tsj /Lbx Lr — LP jl + .078• / t'cI /Lbx�2 OSx hog its Mn2 Fcrx'Sx MnE if(Mn2 < Mp,Mn2,MP) MnE = 1620.01 •kip • in Limit State = "Elastic LTB" /,7•Fy\ /Sx•ho\2 Es JtcI ,\ i If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Fcrx = 38.57•ksi 1620.kip in c •Mnx = 1458.kip•iri Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb>Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading F:\Common\07050 SkyVenture 14R4\13 Engineering Data File \13e Structural Calculations & Notes\Design Calculations\Design Calcs 14R4\Members\ Page 3 of 5 385 of 571 Un i -Syste m s SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B71 Flexure Member Approval Date: (Maximum Uplift) Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provision in G3. G1. General Provisions 4v yd := 1.0 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Ate,:= d•tw Aw= 3.7•in2 LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling Shear area of web (a) Yielding shear coefficient when h < 2.24 Cv.yd := 1.0 twY (b) Buckling kv := 5 h kv•E (i) For — < 1.10 tF w y kv•E h 1kv•E (ii) For 1.10 < — < 1.37 F Fy tom, y Buckling constant for unstiffened webs with hltw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 k ,•Es F, Cv.b.ii := 1.10 h' tw _ h rc-7 kv' Es Cv.b.iii 1.51 ih 2 (c) Governing Resistance —)•FY tw i:kv.y = 1.0 Cv y = 1.000 Vn y := 0.6•Fy•Av,•Cv y 1Vn.y = 11kir.8 kips Nominal shear strength for strong axis bending Limit_State_Shear = "Yielding" Design strong axis shear strength for use with 4°‘,2',Va E= .141� 8,:kip factored loading F:Common107050 SkyVenture 14R4‘13 Engineering Data FlIe113e Structural Calculations & Notes\Design Calculations\Design Calm 14R4VMembersl Page 4 of 5 386 of 571 iros .4 44 ti) 4 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B71 Flexure Member Approval Date: (Maximum Uplift) Summary of Resistance versus Demand and Required Number of Bolts Resistance Demand Unity Check Moment 0>b•Mnx = 1458.0•kip•inMxmax = 1072.0•kip•in Mxmax = 0.74 fib' Mnx Shear �v y.Vn y = 111.8•kip Vymax = 16.5.kip Vymax = 0.15 itiv.y Vn.y Wind Load Deflection Ls = 2.167 in OW = 1.240•in OW 180 180 — 0.57 Bolt Strength db := .875in Ab :_ db2 4 Ns := 1 cbRn.b :_ (.75)•Fnb•Ab.Ns (bRn.b = 21.6.kip Nb := Vymax 4)Rn.b Nb-- 0.8 Ls Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. bolts Minimum required bolts for shear IF:1Common107050 SkyVenture 14R4\13 Engineering Data File \13e Structural Calculations & Notes \Design Calculations\Design Calcs 14R4\Members\ Page 5 of 5 387 of 571 • 46 ••• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B72 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: B72 Design for Wide Flange Beam -Column Member Cross-section Inputs: ``W1.1,69(v36< Ag := 10.6•in2 Ix := 448in4 i 24.5•in4 Material Inputs: Fy := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 314in Lbx := 157in Lby := 157in Kx := 1 Ky := 1 d := 15.9in Sx := 56.5 • in3 Sy := 7.0•in3 Es := 29000•ksi 1059•kip•in Mxmax Rm := 1 M},max := 42.8kip•in Vymax := 12.9kip 1.8kip Vxmax PC := 23.2•kip tµ, := 0.295 • in Zx := 64.0•in3 Zy := 10.8•in3 Based on AISC SCM 13th ed.(2005) bf := 6.99•in rx := 6.51 • in ry := 1.52•in tf := 0.43•in Jt := 0.545 in4 Cw := 1460in6 kdes := 0.832in := 48ksi Nominal Shear strength of A-325 bolt, threads Fnb included in shear plane Span length of member Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force Page 1 of 9 388 of 571 • 44 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B72 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions (i)c := .90 E2. Slenderness Limitations kl/x = 103.3 = 24.1 if < 200 OK B4. Classification of Sections for Local Buckling bf b := — 2 —=8.1 tf Xr3 := .56. Es FY LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 3.5 -in Flange width for Case 3 in Table B4.1 >r3 = 13.5 Case3_Check = "Flange OK" h := d - (2•kdes) — = 48.3 tom, Es Ar10:= 1.49• F Y Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 14.2•in Web height for Case 10 in Table B4.1 Xr10 = 35.9 CaselO_Check = "Web Slender" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements `'max := max('Yx, hYY) l'max = 103.29 Fe :- 2 I'max Tr2' Es Fe = 26.83•ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 389 of 571 4.4 • Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B72 Beam -Column Member Approved By: Approval Date: F Y Fe Fel := x.658 j•FY Fcr ' 4'max < 4.71 • Pn := Fcr•Ag --s FY Fc2 :_ .877Fe Critical stress equations ,Fc2 Fcr = 22.92•ksi Flexural Buckling Stress p i= 218:61ki4 E7. Members With Slender Elements 1. Slender Unstiffened Elements Qs 1 := 1.0 Qs2 :_ Qs3 1.415 - .69• Es 75(f).ry- ib / 2 FY tf 2. Slender Stiffened Elements / he.t 1.92•tw Es•1 - .34 Es Fcr h Fcr heff := min(h,he) Aeff := heff•tw Aeff Qa :- h tom, Q Qa' Qs / Q•Fy\ Fe Fc3:= .658 /•F•Q 22.92•ksi Fc.red = Pn.red Fc.red'Ag tw heff = 14.2•in Aeff = 4.2 • in2 Design Compressive Strength of Column Without Slender Elements > Pc OK rF Reduction factor used when b .56.tf Reduction factor used when .56. Is < 2.)- < 1 03 Is FY tf FY Reduction factor used when b >_ 1,01 s tf Fy Reduction factor for slender unstiffened elements Qs = 1.0 he := if(he.t > 0, he.t, h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Q = 1.0 Reduction factor for slender stiffened elements in the cross-section Fc4 := .877Fe Fc.red := if c:n:red = 218.6:kp max - / Es s Q FYI ,Fc3,Fc4 Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 390 of 571 410# 046 U n i -System s SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B72 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (i)b :_ .90 cb := 1 Cb := if (cb < 3.0, cb , 3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf b := — 2 b 1 tf Xpl := .38 Es FY Es Arl := 1.0. FY b = 3.5•in Xi = 8.1 Xp l = 9.2 Xri = 24.1 Case l_Check = "Flange Compact" L:= d – (2•kdes) X9 := tw FEs >.p9 := 3.76. — Fy Es Xr9 := 5.70• — FY h = 14.2•in X9 = 48.3 Xp9 = 90.6 Xr9 = 137.3 LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. Flange width for Case 1 in Table B4.1 Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 391 of 571 1 10 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B72 Beam -Column Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mnis taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section FI3 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy•Zx Myx := Mp Myx = 3200•kip. in 2. Lateral Torsional Buckling Es Lp := 1.76•ry• L = 5.37•ft ho := d — (tf) ho = 15.5•in c1:= 1 I C its := y W r = 1.8•in Sx Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es \ Jt cl Lr := 1.95•rts 1 + 1 + 6.76• 7FY/ Sxho/ Lr= 15.23•ft Mn1 = ChiMp — [Mp — (.7•Fy•Sx)] Lbx — Lp Lr— MnI if(Mn1<Mp,Mn1,Mp) Mn1 = 2243.7•kip•in Fcrx :_ Lp / Cbl2EsJtcI (Lim \2 1 + .078 (Lbx\2 �.Sx ho _ its its Mn2 Fcrx•Sx MnE if(Mn2 < Mp,Mn2,Mp) MnE = 2559.34•kip•in Limit_State = "Inelastic LTB" Fcrx = 45.3•ksi .7•Fy\ /s •xhog Es/ Jt•cl / If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur 1(22:43:7'• kip • i q ib••,Mnx=1401.97.tr •in Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 5 of 9 392 of 571 id + rots 4% U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B72 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy := min[(Fy•Zy),(1.6•Fy•Sy)] Myy := Mpy Myy = 540•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 ( (X—Xpl\ MYnc := MPY — CMPY — t•7.FY.SY)] XI Apl/ Mync = 560.2•kip•in (c) For section with slender flanges .69.Es Plastic moment establishing the limit state of yielding Fry :_ r bf 2 \2.tfi Fciy = 302.9•ksi Mys Fry•SY iY Weak Axis Limit State = "Flange Yielding 40•kip.in = 486•ki1)=i Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Nominal flexural strength for weak axis bending Design weak axis flexural strength for use with factored loading Page 6 of 9 393 of 571 4 IP • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B72 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion HI. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pr = 23.2•kip Pc := min(0c•Pn, 4c.Pn.red) P = 218.6•kip Mrx := Mxmax Mrx = 1059.0•kip•in Mry := Mymax Mry = 42.8•kip•in Mcx := 4b•Mnx Mcx = 2019.4•kip•in Mcy :_ 03b•Mny Mcy = 486.0•kip•in Pr X�= P -c Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength X = 0.1 Parameter used to detemine proper force combination (a) Where Pr > ,2 Hl_ la := Pr + 8 Mrx + Mry Pc Pc 9 Mcx Mcy P (b) Where r < .2 Pc Pr (Mrx M H1_1b:=—+ —+ ry 2Pc Mcx Mcy Unity_Check := if (x .2,H1_1a,H1_1b) !Unity_Check = 0.67 1 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions'which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. • Page 7 of 9 394 of 571 41111 • Urn-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B72 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions (1)v.yd := 1.0 (I)v.b := 0.9 LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Ate, := d•tw Ate, = 4.7.in2 Shear area of web (a) Yielding Web shear coefficient when h < 2.24 Cv yd := 1.0 tw FY (b) Buckling kv := 5 Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases h kv•E (i) For -h < 1.10 tom, Fy Web shear coefficients for buckling Cv.b.i 1.0 kv•E h kv•E jkv.Es (ii) For 1.10 < — < 1.37 F t� F F Y Y Cv.b.ii := 1.10 hY h kv•E (iii) For -h > 1.37 tom, Fy kv•Es Cv.b.iii := 1.51 (hJ2 F • tw y ivy= 1.0 Cv y = 1.000 Vn y := 0.6•Fy•Aw•Cv.y v.y = 140,744) Limit State Shear ='"Yielding" Nominal shear strength for strong axis bending Design strong axis shear strength for use with 140.7•kip factored loading Page 8 of 9 395 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B72 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slendemess limit. bf = 16.3 must be less than 2.24 Es = 53.9 tf Fy (I)v.x 4c'v.yd (t)v.x = 1.0 Cv.x := Cv.yd Cv.x = 1.000 Af := bf•tf Af = 3.0•in2 Vn.x:= 0.6•Fy•(2Af).Cv.x Bolt Strength Vn x `110:3••kip v.x',Vn.x = 180.3•I 'Fr 2 db := .875inAb := —db 4 Ns := 1 (ORn.b (.75)•Fnb'Ab'Ns 4Rn.b = 21.6.kip LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 tom, Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with factored loading Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Required Bolts Strong Axis •:1)v y•Vn y = 140.7•kip Shear Vymax = 12.9•kip Connection Vb i(Vymax +pC2) Vb - 1.2 (I)Rn.b Including Axial Load Weak Axis �v.x'Vn.x = 180.3•kip Vxmax = 1.8. kip Vxmax - 0.1 (ORn.b Page 9 of 9 396 of 571 1100 -•101114 s U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: C1 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: C1 Design for Wide Flange Beam -Column Member Cross-section Inputs: �W12X40 Ag := 11.7•in2 d := 11.9in tw:= 0.295.in Ix := 307in4 Sx := 51.5•in3 Zx := 57.0•in3 Iy := 44.1•in4 Sy := 11.0•in3 Zy := 16.8•in3 Material Inputs: F := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 180in Lbx := 180in Lby := 180in Kx := 1 Ky := 1 Es := 29000•ksi Span length of member Based on AISC SCM 13th ed.(2005) bf:= 8.01•in rx := 5.13•in ry := 1.94 • in tf := 0.515 • in kdes 1.02in Jt := 0.906in4 Cw := 1440in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Mxmax 25.2 kip in Applied Factored strong axis moment (absolute value) Rm := 1 Cross-section monosymmetry parameter = 1 for wide flanges Mymax 79.0kip•in Applied Factored weak axis moment (Absolute Value) Vymax 30.0kip Applied maximum Factored strong axis shear (absolute value) Vxmax 44.2kip Applied maximum Factored weak axis shear (absolute value) PC := 204.kip Applied Factored Compression Force cRn b := 11.1 kip Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 397 of 571 4 • ••• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C1 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions cl)c := .90 E2. Slenderness Limitations Kx.Lbx x r K• Y 7' • Lby r x = 92.8 = 35.1 if<200OK B4. Classification of Sections for Local Buckling bf b := — 2 —=7.8 tf Es ,3:. .56• F LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 4.0•in Flange width for Case 3 in Table B4.1 Xr3 = 13.5 Case3_Check = "Flange OK" h := d - (2 • kdes) — = 33.4 tom, f1.49*Xr10y h = 9.9• in Xr10 = 35.9 Case10 Check = "Web OK" Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression Web height for Case 10 in Table B4.1 Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender 'in uniform compression, column strength is determined using section E7: : E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements `I'max max(`I'x, Ty) "max = 92.78 Controlling column slenderness parameter Fe :_ `I' max2 �2•Es Fe = 33.25•ksi Elastic Critical Buckling Stress Page 2of9 398 of 571 sem.** U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: C1 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: ( Fel := F " Y Fe e�•FY Fc2 :_ .877Fe Critical stress equations E \ Fcr ='f 'If max 4.71' s FY i ,Fc1,Fc2 Fcr= 26.64•ksi Flexural Buckling Stress Pn Fcr Ag tpc l E7. Members With Slender Elements 1. Slender Unstiffened Elements Qsi := 1.0 Qs2 := 1.415 - .75 Qs3 .69• Es (b12 FY tf / \ 2. Slender Stiffened Elements E E \ he.t := 1.92.tws . 1 - .34 Fcr h Fcr heff := min(h,he) Aeff := her tw Aeff QA a h tw Q:= Qa•Qs / Q_Fy\ Fe Fc3:= .658 •Fy•Q 26.64•ksi Fc.red = Pn.red •.= Fc.red'Ag heff = 9.9•in Aeff = 2.9• in2 280.6 kip Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when b — < .56• tf FY Reduction factor used when .56.f" -s < —< 1.03. Y t f Fy Reduction factor used when b >- 1.03. Qs- 1.0 tf Es FY Reduction factor for slender unstiffened elements he := if(he.t > 0,he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Reduction factor for slender stiffened elements in the cross-section Q = 1.0 Fc4 := .877Fe ed= 280.6.kip, Fc.red := if "max Es s Q FY ,Fc3,Fc4 Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 399 of 571 is + 4 44 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C1 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions 4)b :_ .90 cb := 1 Cb := if (cb <_ 3.0, cb, 3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf Al A1=7.8 tf LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 4.0•in Flange width for Case 1 in Table B4.1 Es Api := .38• F Es Ari := 1.0• F Y Ap 1 = 9.2 Ari = 24.1 Case 1_Check = "Flange Compact" 1L:= d - (2•kdes) A9 := tw Es Ap9 := 3.76• — FY Es Ar9:= 5.70. F h = 9.9•in A9 = 33.4 Ap9 = 90.6 Arg = 137.3 Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table 64.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. • Page 4of9 400 of 571 *1*# U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: C1 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section FI3 dealing with hole reduction may control the bending strength 1. Yielding Mp Fyx MYx := MP Myx = 2850•kip•in 2. Lateral Torsional Buckling Es Lp := 1'76•ry• ho := d — (tf) cl:= 1 Iy•Cw its := S x Lr:= 1.954.ts• Lr= 21.15.ft Mn1 := Cb. Y Lp = 6.85•ft ho = 11.4•in its = 2.2 -in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration i Es i Jt cI 1+ 1+6.76• .7•F S •h yi \ xoi Mp — [Mp — (.7•Fy•Sx)] MnI if(Mn1 <Mp,Mn1,Mp) MnI = 2253.1•kip•in Fcrx Cb•7r2'Es /Lbx2 rts� /Lbx — Lp Lr — LP i 1 + .078• / Jt,cl \ bx2 OSx ho/ its � i 7•Fy" "Sx•ho' 2 Es 1 Jt'0I If unbraced ength is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Fcrx = 57.96•ksi Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Mn2 Fcrx' Sx Maximum moment allowed to prevent the limit state MnE := if(Mn2 _< Mp,Mn2,Mp) of elastic lateral torsional buckling when Lb > Lr. MnE = 2850•kip•in Must be less than or equal to Mp Mnx = 225114k1p.m Nominal flexural strength for strong axis bending Limit_State = "Inelastic LTB" 4b Mnx=''2027.8•kip•in Design strong axis flexural strength for use with factored loading Page 5 of 9 401 of 571 • 4 ••• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C1 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding MPY := min[(Fy.ZY),(1.6•FY•SY)] Plastic moment establishing the limit state of yielding MYY := MpY MYY = 840.kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 MYnc MPY - [MPY - l3.FY.SY)] / �`1 �`P1 � �`r 1 - �'`p 1 MYnc = 881.9•kip•in (c) For section with slender flanges .69•Es Fcry rbf2 \2•tf� Fcn = 330.9 ksi MYs Fcry •SY Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis 1Mn , 84046p•i 1 Nominal flexural strength for weak axis bending Weak Axis Limit State = "Flange Yielding" b IV1p = 756 kip•'in Design weak axis flexural strength for use with factored loading Page 6 of 9 402 of 571 407404 44A U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C1 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pr = 204.0 •kip Pc := min(4)c•Pn>(1)c•Pn.red) Pc = 280.6•kip Mrx := Mxmax Mrx = 25.2•kip•in Mry := Mymax Mry = 79.0•kip•in Mcx 4b•Mnx Mcx = 2027.8•kip•in Mcy:= 4)b•Mny Mcy= 756.0•kip•in Pr X := —Pc Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength x = 0.7 Parameter used to detemine proper force combination (a) Where Pr .2 H1_la := Pr + 8— — Mrx + Pc Pc 9 Mcx Mcy/ M ry P (b) Where r < .2 Pc 1 H1_lb := Pr + Mrx + Mry 2Pc \Mcx Mcyi Unity_Check := if (x .2,H1_1a,H1_1b) Unity Check = 0.83 If value is greater than 1, member fails H1 provisions The above value is based on the worst case combination from all LRFD load cases and locations for this member. Page 7 of 9 403 of 571 1► U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C1 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. • G1. General Provisions 4v yd := 1.0 4)v.b 0.9 G2. Members with Unstiffened or Stiffened Webs LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling 1. Nominal Shear Strength Aw := d•tw Aw = 3.5•in2 Shear area of web (a) Yielding Cvyd:= 1.0 (b) Buckling kv := 5 h kv•E (i) For —5.1.10 tw Fy Web shear coefficient when h 5. 2.24 t Fy w Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv•E h kv•E jk.Es Fy tw Fy Fy h (ii) For 1.10 <-5._1.37 Cv.b.ii := 1.10 ikv•E (iii) For —h > 1.37 tw y Cv.b.iii := 1.51 • ivy= 1.0 Cvy= 1.000 Vny:= 0.6•Fy•Aw•Cv.y �� {=�+1(Q5.3•kip i?my 1 Limit_State_Shear = "Yielding" h tw kv •• Es 2 h (tw) FY Nominal shear strength for strong axis bending Design strong axis shear strength for use with �LY�;V- =,,10513:•kip factored loading Page 8 of 9 404 of 571 .44 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: 01 Beam -Column Member Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all;W-shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slenderness limit. bf — = 15.6 tf must be Tess than 2.24 I F-- = 53.9 JY (kv.x �v.yd �v.x = 1 0 LRFD resistance factor used only for shear yielding Cv.x Cv.yd Cv.x = 1.000 Web shear coefficient when tW < 2.24 y Af := bf•tf Af = 4.1•in2 Shear area of a single flange Vn.x := 0.6•F •(2Af).Cv.x un.x = 247.5 ip k Y Nominal shear strength for weak axis bending Design weak axis shear strength for use with - 247.5•k"p factored loading Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Stong Axis Weak Axis (1)v Y Vn.y = 105.3•kip Vymax = 30.0•kip 4:iv.x•Vn.x = 247.5•kip Vxmax = 44.2•kip Required Bolts Vymax – 2.7 (1)Rn.b Vxmax = 4.0 4Rn.b Page 9 of 9 405 of 571 +4$ U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: C2 Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: C2 Design for Wide Flange Column Member Cross-section Inputs: W8•'X=35` i Ag := 10.3•in2 IX := 127in4 IY := 42.6•in4 Material Inputs: F := 50•ksi FU := 65•ksi Analysis Inputs: Ls := 184in Lbx := 184in LbY := 184in PC := 204.kip d := 8.12in Sx := 31.2•in3 Sy := 10.6•in3 Es := 29000•ksi tom,:= 0.310•in Zx := 34.7•in3 ZY := 16.11n3 length of member Based on AISC SCM 13th ed.(2005) bf := 8.02•in rx := 3.51.in ry := 2.03•in tf := 0.495 • in Jt := 0.769in4 Com, := 619in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied Factored Compression Force kdes 0.889in Page 1 of 3 406 of 571 • •i� U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: C2 Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions (I)c := .90 E2. Slenderness Limitations `f`x rY Ky•LbY Kx'Lbx rx Jx = 90.6 = 52.4 if < 200 OK B4. Classification of Sections for Local Buckling bf b := — 2 — = 8.1 tf LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 4.0•in Flange width for Case 3 in Table B4.1 rFYXr3:_ .56•Xr3 = 13.5 Case3_Check = "Flange OK" h := d – (2•kdes) — = 20.5 tom, ET Xr10 1.49• —F Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 6.3•in Web height for Case 10 in Table B4.1 X.10 = 35.9 Casel0 Check = "Web OK" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined` using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements `I'max max(Wx, Ty) `I 'max = 90.64 Controlling column slenderness parameter Fe :_ `Emax2 7C2'Es Fe = 34.84•ksi Elastic Critical Buckling Stress Page 2 of 3 407 of 571 • 4 ••• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: C2 Column Member Approval Date: F y Fe Fc l := .658 • FY Fcr := if `I'max < Pn .— Fcr Ag Unity Check: 4.71 • Fy Fc2 :_ .877Fe Critical stress equations 1,Fc2 Fcr = 27.42•ksi Flexural Buckling Stress 1421-1,=.254.2.1A PC = 204.0•kip PC Okay if less than 1 Design Compressive Strength of Column Without Slender Elements > Pc OK Required compressive strength — 0.80 (1)c*Pn Page 3 of 3 408 of 571 10. .14 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: C3 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: C3 Design for Wide Flange Beam -Column Member Cross-section Inputs: W8 X 35 Ag := 10.3-in2 Ix := 127in4 Iy := 42.6 • in4 Material Inputs: F := 50-ksi Fu := 65•ksi Analysis Inputs: Ls := 279in Lbx := 279in Lby := 279in Kx := 1 1 d := 8.12in Sx := 31.2•in3 Sy := 10.6•in3 Es := 29000•ksi Mxmax 216•kip•in Rm := 1 100kip•in Mymax := 3.2kip Vymax Vxmax 2.9kip PC := 81.4•kip c•Rn b := 11.1kip tom,:= 0.310•in Zx := 34.7 • in3 Zy := 16.1-in3 Span length of member Based on AISC SCM 13th ed.(2005) b f := 8.02 -in rx:= 3.51•in ry := 2.03 -in t f := 0.495 • in Jt := 0.769in4 Com,:= 619in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force kdes 0.889in Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 409 of 571 44$14 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C3 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions O'c := .90 E2. Slenderness Limitations 4/Y rx = 137.4 = 79.5 if < 200 OK B4. Classification of Sections for Local Buckling bf b := — 2 b —=8.1 tf Ar3 := .56.j-E7 F Y LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 4.0•in Flange width for Case 3 in Table B4.1 Xr3 Case3_Check = "Flange OK" h := d - (2•kdes) — = 20,5 tom, Es Xr10 1.49• — FY 13.5 h = 6.3•in xr10 = 35.9 CaselO_Check = "Web OK" Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression Web height for Case 10 in Table B4.1 Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements "max := max(4x, 4') "max = 137.44 Controlling column slenderness parameter Fe :_ `I`max2 2 7t •Es Fe = 15.15•ksi Elastic Critical Buckling Stress Page 2 of 9 410 of 571 .44 .440 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: C3 Beam -Column Member Approval Date: F Y Fe Fcl :_ \..658 /•FY Fcr := if `I`max < Pn := Fcr Ag E7. Members With Slender Elements E\ 4.71 •1— IFy / ,Fcl,Fc2 1. Slender Unstiffened Elements Qs1 := 1.0 Qs2 := 1.415 – .75 .69•Es Qs3 2 bbl Fy Jtf (b\ �tf/ FY Es 2. Slender Stiffened Elements Es he.t 1.92•t� —• Fcr heft := min(h,he) Aeff heff'tw Aeff Qa :– h•tom, Q := Qa'Qs / Q.F Y Fe Fc3 := .658 .34 �s 1-- — h Fcr /•Fy•Q Fc.red = 13.29•ksi Pn.red Fc.red'Ag tw / Fc2 :_ .877Fe Critical stress equations Fcr = 13.29•ksi Flexural Buckling Stress 123.24dp heff = 6.2•in Aeff = 1.9412 Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when Reduction factor used when = 1.0 b — .56. tf .56• Es _1.03• s tf y Reduction factor for slender unstiffened elements he := if(he.t > 0,he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa= 1.0 Q = 1.0 Fc4 := .877Fe n.red 23.2•kip Reduction factor for slender stiffened elements in the cross-section Fc.red :_ if `'max < Es 4.71 Q FY/ ,Fc3,Fc4 Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 411 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C3 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (1)b :_ .90 cb := 1 Cb := if (cb < 3.0, cb, 3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf k:— 2 X1 := tf Xpl := 38'F rFY )'r i := 1.0• LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be Tess than 3.0. b = 4.0•in Flange width for Case 1 in Table B4.1 X1=8.1 Apl = 9.2 = 24.1 Case 1_Check = "Flange Compact" Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending k:= d — (2.kdes) h = 6.3.in Web height for Case 9 in Table B4.1 �`9 := h X9 = 20.5 Width to thickness ratio used in Case 9 for web local tw buckling in bending rFY ap9 := 3.76.Xp9= 90.6 Compact limiting width to thickness ratio used in Case 9 for web buckling in bending rE �`r9 := 5.70. Fs Xr9 = 137.3 Y Case9_Check = "Web Compact" Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 412 of 571 4,A U n i -Systems • SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: C3 Beam -Column Member Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section FI3 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy'Zx Myx := Mp Myx = 1735•kip•in 2. Lateral Torsional Buckling Es := 1.76.ry• L = 7.17•ft Lp y ho := d — (tf) cl:= 1 h0 = 7.6•in I •Cµ, its := its = 2.3•in Sx Lr:= 1.95•rts. Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration ( Es V / Jt•cI 1+ 1+6.76 .7•F S .h y/ x o/ Lr = 27.02 • ft Mnl := Cb• Mp — [Mp — (.7•Fy sx)] MnI if(Mn1 <Mp,Mnl,Mp) 1214.1•kip•in MnI = Fcrx :_ Cb.7r2.Es / Lbx _ts� Mn2 Fcrx' Sx MnE := if(Mn2 < Mp,Mn2,Mp) MnE = 1304.18•kip•in (Lbx Lr — Lp j1 + .078 • / Jt, cI / bxl2 OSx hog \ its Limit State = "Inelastic LTB" /7Fy\ /Sxho\2 Es / Jt'cI i If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Fcrx = 41.8•ksi Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp '12.14'1 `lap to Nominal flexural strength for strong axis bending 1092.7•kip•in Design strong axis flexural strength for use with factored loading Page 5 of 9 413 of 571 •ice U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C3 Beam -Column Member Approved By: Approval Date: F6. 1 -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy := min[(Fy•Zy),(1.6•Fy•Sy)] Myy := Mpy Myy = 805•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 X1 — Xpl Mync := MPy — [MPy — (•7.FY Sy)� �'`rl i �`p —1 Plastic moment establishing the limit state of yielding Mync = 835.5 -kip -in (c) For section with slender flanges .69•Es Fcry :_ b f 2 2•tfi Fcry = 304.9•ksi Mys :=Fcly•Sy Weak Axis Limit State = "Flange Yielding" Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis 105•l:ip`iiNominal flexural strength for weak axis bending �b'M-ny<= 7L4a5,�kip Design weak axis flexural strength for use with factored loading Page 6 of 9 414 of 571 :400 moi Urn -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C3 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion HI. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pr = 81.4•kip Pc := min(4)c•Pn>q)c'Pn.red) Pc = 123.2•kip Mrx := Mxmax Mrx = 216.0•kip•in Mry := Mymax Mry = 100.0•kip•in Mcx := 4b.Mnx Mcx = 1092.7•kip•in Mcy:= 1:0b Mny Mcy= 724.5•kip•in Pr X := —Pc Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength X = 0.7 Parameter used to detemine proper force combination (a) Where Pr >_ .2 H1_la := Pr + 8 Mrx + Mry Pc Pc 9 Mcx McY/ (b) Where —Pr < .2 Pc Pr (Mx M \ HI lb —+ _ry 2Pc Mcx Mcy) Unity_Check := if (x .2,H1_1a,H1_lb) Unity Check = 0.96 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7of9 415 of 571 4 • 4 44* U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C3 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength VR.is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G7. General Provisions 4v yd := 1.0 Ov.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw := d•tw Aw = 2.5•in2 Shear area of web LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling (a) Yielding Web shear coefficient when < 2.24 — Cv yd := 1.0 tw FY (b) Buckling kv := 5 Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases h kv•E (i) For — < 1.10 tw Fy Web shear coefficients for buckling Cv.b.i := 1.0 kv•E h kv kv'Es (ii) For 1.10 < — < 1.37 F tw F F Y Y Cv.b.ii 1.10 hY h kv•E (iii) For —h > 1.37 tw Fy (1)v.y = 1.0 Cvy= 1.000 Vn y := 0.6•Fy•Aw•Cv.y V•y=7.5:Skip Limit_State_Shear = "Yielding" C..L•••-= 1.51 • V.= 75 5: ki tw kv. Es 2 h •Fy tw Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 8 of 9 416 of 571 • 440* Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C3 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G21 b if the flange exceeds the slenderness limit, bf ES = 16.2 must be less than 2.24 = 53.9 tf Fy Ov.x (1)v.yd (I)v.x = 1.0 Cv.x := Cv.yd Cv.x = 1.000 Af := bf•tf Af = 4.0•in2 Vn.x:= 0.6•Fy•(2Af).Cv.x un.x' 238.2•kip n: LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 tw Fy Shear area of a single flange Nominal shear strength for weak axis bending 38 kip Design weak axis shear strength for use with factored loading Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Stong Axis (I)v y.Vn y = 75.5 -kip Vymax = 3.2•kip Weak Axis i:1)v.x•Vn.x = 238.2•kip Vxmax = 2.9•kip Required Bolts Vymax — 0.3 (I)Rn.b Vxmax = 0.3 (I)Rn.b Page 9 of 9 417 of 571 • 4 ••• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: C4 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: C4 Design for Wide Flange Beam -Column Member Cross-section Inputs: W8;Xx18_,. Ag := 5.26•in2 Ix := 61.9in4 1 7.97•in4 Material Inputs: F := 50•ksi FU := 65•ksi Analysis Inputs: Ls := 177in Lbx := 177in Lby := 177in Kx := 1 Ky —1 d := 8.14in Sx := 15.2•in3 Sy := 3.04•in3 Es := 29000•ksi Mxmax := 162•kip•in Rm := 1 Mymax := 0.0kip•in Vymax := 4.1kip Vxmax 0.3kip PC := 25.3 -kip (4)Rn.b := 11.lkip tw := 0.230•in Zx := 17.0•in3 Zy := 4.66•in3 Span length of member Based on AISC SCM 13th ed.(2005) bf := 5.25•in rx := 3.43 • in ry := 1.23 in tf := 0.330•in Jt := 0.172 in4 Com, := 122in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force 0.630in kdes Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 418 of 571 ••• 4‘• Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C4 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions (l)c := .90 E2. Slenderness Limitations Kx'Lbx x r K Lby rx ‘11 51.6 B4. Classification of Sections for Local Buckling = 143.9 if < 200 OK bf b := — 2 — = 8.0 tf Es Xr3 := .56 F Y LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 2.6 in Flange width for Case 3 in Table B4.1 Xr3 = 13.5 Case3_Check = "Flange OK" h := d - (2•kdes) = 29.9 tw Es Xr10:= 1.49. F Y Case10 Check = "Web OK" Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 6.9•in Web height for Case 10 in Table B4.1 Xr10 = 35.9 Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements "max := max("x' `I'y) "max = 143.9 Fe :- 2 "max 72•Es Fe = 13.82•ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 419 of 571 41t0 Un i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C4 Beam -Column Member Approved By: Approval Date: ( FY '\ Fe Fcl :_ .658 /'FY / E Fcr := if Wmax5 4.71•s I,Fc1,Fc2 \ FYJ Pn := Fcr• Ag Fc2 :_ .877Fe Critical stress equations Fcr = 12.12•ksi Flexural Buckling Stress `6Pn=57�4wP E7. Members With Slender Elements 1. Slender Unstiffened Elements Qs1 := 1.0 Qs2 := 1.415 — .75 .69• Es Qs3 b 2 FYCtf) 7b1 FY \tfJ Es 2. Slender Stiffened Elements he.t := 1.92•tw• Es • 1 — .34 Cr heff:= min(h,he) Aeff := heff'tw Aeff Qa h•tw Q Qa' Qs Fe Fc3 := .658 i •F•Q 12.12 ksi Fc.red = Pn.red:= Fc.red'Ag h I Fcr tw heff = 6.9• in Aeff = 1.6•in2 Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when Reduction factor used when Qs=1.0 b Es _ .56. — tf FY .56• Es _1.03• s tf Y Reduction factor for slender unstiffened elements he := if(he.t > 0,he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Q = 1.0 Fc4 := .877Fe c Pn:red 15744p Reduction factor for slender stiffened elements in the cross-section c Es := if `ymax 5 Fc.red 4.71 FY , Fc3 Fc4 Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 420 of 571 1 1 1 1 1 l 1 1 1 1 1 les • 0400 u n i -systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C4 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (t)b :_ .90 cb := 1 Cb := if(cb .<_ 3.0,cb,3.0) Cb = 1 LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. B4. Classification of Sections for Local Buckling bf 2 b = 2.6•in Flange width for Case 1 in Table B4.1 Xi:=— tf Es >`pi := .38• •F Es Xri := 1.0. F Xi = 8.0 Xp1 = 9.2 Xr 1 = 24.1 Case 1 _Check = "Flange Compact" d – (2•kdes) 9 t Es >p9 := 3.76. — FY Es Xr9 := 5.70. — FY Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 6.9•in Web height for Case 9 in Table B4.1 X9 = 29.9 Width to thickness ratio used in Case 9 for web local buckling in bending >p9 = 90.6 Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Xj = 137.3 Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 421 of 571 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C4 Beam -Column Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section .F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy' Zx Myx := Mp Myx = 850•kip•in 2. Lateral Torsional Buckling Es Lp := 1.76.ry. ho := d - (tf) c1:= 1 /JICw :=S x Y LP = 4.34.ft ho = 7.8•in its = 1.4•in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Jt'cI Lr:= 1.95•rts + 1 + 6.76• JSX.h0J11 Lr= 13 5141 Mn1 .- c MP - [MP (( Lbx - LP l7 FYSxfl [ Lr L P Mn1 := if (Nin 1 < Mir Mn 1 > MP) Mn1 = 488.8•kip•in Cb7r2Es- Lbx 2 )2 its Jt•cl (Lbx)2 1 + Sx'ho its Mn2 := FcSx rx' MnE := if(/Mn2 < MP'Mn2'MP) MnE = 470.34•kip•in Limit State = "Elastic LTB" 7 Fy Sx ho 2 )1 Es Jt' cI Fcrx = 30.94•ksi Mrix� 4,7,Ot3: kip: i I rb: Mnx`= 423'.3 kip m If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be Tess than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 5 of 9 422 of 571 1 1 1 1 1 1 1 r t r 1 1 4$11 .404 411VA Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: C4 Beam -Column Member Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy:= min[(Fy•Zy),(1.6•Fy•Sy)] Myy := Mpy Myy = 233•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 Plastic moment establishing the limit state of yielding Mync := Myna = 243.1 kip in xi -xpi �rl — MPY — [MPY — (.7. FY. SY)] x Xpl/ (c) For section with slender flanges .69.Es (bf\2 �2 tf/ Fly = 316.2•ksi Mys :=F�ly•Sy Weak Axis. Limit `State = "Flange Yielding" �M. = 233•kip•in Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Nominal flexural strength for weak axis bending 209 7 kip in Design weak axis flexural strength for use with y = factored loading Page 6 of 9 423 of 571 1110 .46 114, U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C4 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pr = 25.3 •kip Pc := min(4c•Pn>(1)c.Pn.red) Pc = 57.4•kip Mrx := Mxmax Mrx = 162.0•kip•in Mry := Myrnax Mry = 0.0•kip•in Mcx:= (1)b.Mnx Mcx = 423.3•kip•in Mcy:= �b.Mny Mcy = 209.7•kip•in Pr x=Pc Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength x = 0.4 Parameter used to detemine proper force combination (a) Where Pr > .2 H1 1a := Pr + 8 Mrx + Mry Pc — Pc 9 Mcx Mcy P (b) Where r < .2 Pc H1_ lb := Pr + Mrx + rY 2Pc Mcx McYi Unity_Check := if (-x .2,H1_1a,H1_1b) M Unity ,t heck = 0.78• If value is greater than 1, member fails H1 provisions The above value is based on the worst case combination from all LRFD Toad cases and locations for this member. Page 7 of 9 424 of 571 1 1 1 1 1 1 1 1 1 1 ii� U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C4 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. 61. General Provisions (I)v yd := 1.0 (1)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Ate, := d•tw Ate, = 1.9•in2 LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web (a) Yielding Web shear coefficient when h < 2.24 Cv yd := 1.0 tw FY (b) Buckling kv := 5 h kv•E (i) For -h5_1.10 tw Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i = 1.0 kv•E h kv•E i kv.Es (ii) For 1.10 < —5 1.37 F tom, F F Y Y Cv.b.ii 1.10 hY tw (iii) For -hh > 1.37 t jkv.E k E w v s Fy Cv.b.iii := 1.51 2 h • Fy tw ivy= 1.0 Cvy= 1.000 Vn.y := 0.6•Fy•Aw•Cv.y Limit State_Shear-= "Yielding" Y =56.2•kip Y y = 56.2.kip Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 8 of 9 425 of 571 is • Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C4 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slendemess limit. bf — = 15.9 tf (I)v.x (t)v.yd Cv.x Cv.yd Af bf•tf must be Tess than (1)v.x = 1.0 Cv x = 1.000 Af = 1.7•in2 2.24 s = 53.9 Vn.x 0.6•Fy•(2Af)•Cv.x Vntx,Q,,104?0•kip FY LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24- tom, Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with '0P factored loading Summary of Shear Resistance versus Demand and Required Number of Bolts Strong Axis Resistance cOv y Vn y = 56.2•kip Demand Required Bolts Vymax = 4.1•kip Vymax = 0.4 (1)Rn.b Weak Axis cOv.x•Vn.x = 104.0•kip Vxmax = 0.3•kip Vxmax = 0.0 (ORn.b Page 9 of 9 426 of 571 11�� Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: C5 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: C5 Design for Wide Flange Beam -Column Member Cross-section Inputs: W10X49 := 14.4•in2 Ag Ix := 272in4 Iy := 93.4•in4 Material Inputs: F := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 144in Lbx := 144in Lby := 12in d := 10.0in Sx := 54.6•in3 Sy := 18.7•in3 Es := 29000•ksi Kx := 1 Ky := 1 Mxmax := 77.kip•in Rm := 1 Mymax := 122kip•in Vymax 7.8kip Vxmax := 3.3kip PC := 51.4•kip (1)Rn.b := 11.1kip tN,:= 0.34•in Zx := 60.4•in3 Zy := 28.3•in3 Span length of member Based on AISC SCM 13th ed.(2005) b f := 10.0•in rx := 4.35•in ry := 2.54•in tf := 0.56•in Jt := 1.39in4 Cµ, := 2070in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force kdes := 1.06in Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 427 of 571 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C5 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions (t)c := .90 E2. Slenderness Limitations •- Kx. Lbx x K ry y.Lby r x xl)x = 56.7 = 2.8 if < 200 0K B4. Classification of Sections for Local Buckling bf b :_ — 2 — = 8.9 tf rFY Xr3:_ .56• LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 5.0 in Flange width for Case 3 in Table B4.1 Xr3 = 13.5 Case3_Check = "Flange OK" h := d - (2•kdes) — = 23.2 tw, ET X1.10:= 1.49. —F Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 7.9 in Web height for Case 10 in Table B4.1 xr 10 = 35.9 Casel0_Check = "Web OK" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7.. E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements `I' max := maxx, tFy) `I'max = 56.69 Fe 2 Wmax 7T2. Es Fe = 89.05 ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 428 of 571 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 •ice U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: C5 Beam -Column Member Approval Date: FY " Fe Fc1 := .658 /'FY Fcr := if `I'max Pn '— Per' Ag 4.71 • Fye ,Fci,Fc2 E7. Members With Slender Elements 1. Slender Unstiffened Elements Qsl 1.0 Qs2 := 1.415 — .75 .69•Es Qs3 F • Y / fb \2 tf bbl tf Fy Es 2. Slender Stiffened Elements he.t 1.92•t�,. Es . 1 — .34 Es Fcr h Fcr heff := min(h, he) Aeff := bar tw Aeff Qa :— h tom, Q Qa' Qs ( Q.Fy" Fe Fc3 := .658 /'Fy'Q 39.53 ksi Fc.red = Pn.red := Fc.red'Ag i heff = 7.9in Aeff = 2.7 in2 Fc2 := .877Fe Fcr = 39.53 ksi Flexural Buckling Stress 12.3 kip Critical stress equations Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when b <_ .56• tf FY .56• Es _ 1.03. s tf FY Reduction factor for slender unstiffened elements Qs = 1.0 Es Fy he := if(he.t > 0,he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Reduction factor for slender stiffened elements in the cross-section Q = 1.0 Fc4 :_ .877Fe d ='512.3 kip E Fc.red := if `Wax 4.71---:— F Fc3 Fc4 Q Yi Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 429 of 571 • .40 Un i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C5 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (i)b :_ .90 cb := 1 Cb := if (cb <_ 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf }},, ,fin:= 2 X1 := — tf LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 5.0 in Flange width for Case 1 in Table B4.1 X1 = 8.9 X 1 = 9.2 Xri = 24.1 Casel_Check = "Flange Compact" Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending 1k:= d – (2'kdes) h = 7.9in Web height for Case 9 in Table B4.1 Xg := h X9 = 23.2 Width to thickness ratio used in Case 9 for web local tw buckling in bending Es X p 9 = 3.76. — FY Es Xr9 := 5.70. — FY >p9 = 90.6 >9 = 137.3 Case9_Check = "Web Compact" Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 430 of 571 41* 416 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C5 Beam -Column Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp := Fy'Zx Myx := Mp Myx = 3020kip•in 2. Lateral Torsional Buckling E y Fs L = 8.97 ft Lp := 1.76.r Y• ho := d — (t f) ho = 9.4 in c1 := 1 its :_ Iy•C�,�, Sx i Lr := 1.95 its \.'7•Fyi \,� Sx'ho Lr= 31.59 ft Mn1 Cb' Mp — [Mp — ('7.Fy'Sx)] MnI:= if(Mn1 <Mp,Mn1,Mp) its = 2.8 in Es \ iI Jt'cI Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration 1+ 1+6.76• i Mrd = 2871.5 kip•in Fcrx :_ Cb' 7r2' Es 2 Lbx \ rts/ _ � Lbx — Lp" Lr p — L 1+.078• ( Jt•cI /Lbx\ 2 Mn2 := Fcrx' Sx MnE := if(Mn2 < Mp,Mn2,Mp) MnE = 3020kip•in LimitState = "Inelastic LTB" Sx ho, its i 7 Fy' Sx•ho2 "� �\ Es / JYCI i _ If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur crx = 138.02 ksi = 2871,5 kip•in 2584.4 kip.in Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb>Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 5 of 9 431 of 571 410 4 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C5 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange localbuckling. 1. Yielding Mpy := min[(Fy•Zy),(1.6•Fy•Sy)] Plastic moment establishing the limit state of Myy := Mpy Myy = 1415 kip.in yielding 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 Mync : / ji X1—xp1 MPy-[MPy-(7.Fy.Sy�� }`r1_�1 Mync = 1426.4 kip.in (c) For section with slender flanges .69.Es Fcry :_ bf l2 2•tf) Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Fcry = 251.0 ksi Critical buckling stress for slender flanges in weak axis bending Mys := Fcn •Sy Local buckling moment for members with slender flanges bent about their weak axis rMn 1415 kir?'" Nominal flexural strength for weak axis bending Weak Axis Limit •State = "Flange Yielding" cl)b•Mny 1273.Slcip i Design weak axis flexural strength for use with factored loading Page 6of9 432 of 571 .111 414 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C5 Beam -Column Member Approved By: Approval Date: Chapter H: Desiqn for Combined Forces and Torsion HI. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr •.= PC Pc := min(ckc'Pn, (Oc'Pn.red) Mrx := Mxmax Mry := Mymax Mcx := 4b.Mnx Mcy'= Ob•Mny Pr X := —Pc Pr = 51.4 kip Pc = 512.3 kip Mrx = 77.0kip•in Mry = 122.0 kip•in Mcx = 2584.4 kip• in Mcy = 1273.5 kip • in Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength X = 0.1 Parameter used to detemine proper force combination (a) Where Pr > .2 H1_1a := Pr + 8 Mr- + Mry PcPc 9 Mcx McYi (b) Where —Pr < .2 Pr /Mrx Mry\ Pc H1_ lb := — + c c cx cyj Unity_Check := if (x .2,H1_la,H1_lb) Unity_Check = 0.18 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 433 of 571 si4 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C5 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nomirial shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could beincluded by using the provisions in G3. G1. General Provisions 4)v.yd := 1.0 (Ov.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength. Aw := d•tw Aw = 3.4 int LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web (a) Yielding Web shear coefficient when h < 2.24 — E Cv yd := 1.0 tw FY (b) Buckling kv := 5 Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases h kv•E (1) For — <_ 1.10 tw Fy Web shear coefficients for buckling Cv.b.i := 1.0 kv•E h kv•E jk.Evs (ii) For 1.10 < — < 1.37 F tw F F Y Y Cv.b.ii := 1.10 hY h kv•E (iii) For — > 1.37 tw Fy �v y = 1.0 Cvy= 1.000 Vn y := 0.6•Fy•Aw•Cv.y = = 102x01 Cv.b.iii 1.51 2 h •F y tw Limit_State_Shear = "Yielding" tw kv • Es Nominal shear strength for strong axis bending Design strong axis shear strength for use with v y Vn y = 1'02.0 kip factored loading Page 8 of 9 434 of 571 .444 440 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: C5 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slenderness limit. bf = 17.9 must be less than 2.24 ES = 53.9 tf FY 4v.x v.yd Cv.x := Cv.yd Af bf.tf Vn.x:= 0.6•Fy•(2Af)•Cv.x dv.x = 1.0 Cvx= 1.000 Af = 5.6in2 36.A kip n. LRFD resistance factor used only for shear yielding f. Web shear coefficient when h < 2.24 tom, Fy Shear area of a single flange Nominal shear strength for weak axis bending — 335 kip Design weak axis shear strength for use with factored loading Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Stong Axis Weak Axis ocl:iv.y Vn.y = 102.0 kip Vymax = 7.8 kip ckv.x• Vn.x = 336.0 kip Vxmax = 3.3 kip Required Bolts Vymax — 0.7 (I)Rn.b Vxmax = 0.3 4Rn.b Page 9 of 9 435 of 571 410 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: G80 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: G80 Design for Wide Flange Beam -Column Member Cross-section Inputs: • WS 'X '16: Ag := 4.71 • in2 Ix := 21.4in4 Iy := 7.51•in4 Material Inputs: F := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 193in Lbx := 193in Lby:= 193in Kx := 1 Ky := 1 d := 5.Olin Sx := 8.55•in3 Sy := 3.0• in3 Es •.= 29000•ksi Mxmax := 90•kip•in Rm:= 1 Mymax := 10kip•in 2.2kip Vymax Vxmax := 0.lkip PC := 1.8•kip �Rn.b := 11.1kip tµ,:= 0.24. in Zx := 9.63. in3 Zy := 4.58•in3 Span length of member Based on AISC SCM 13th ed.(2005) bf := 5.0•in rx := 2.13. in ry := 1.26•in tf := 0.36•in Jt := 0.192in4 Cw := 40.6in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force kdes := 0.66in Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 436 of 571 •Ai .40 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: G80 Beam -Column Member Approved By: Approval Date: Cha • ter E: Desi . n of Members for Com • ression El. General Provisions := .90 E2. Slenderness Limitations Wx :=• Kx Lbx kI'x = 153.2 KK rY v•LbY __ K Y• rx `if =90.6 B4. Classification of Sections for Local Buckling if < 200 OK bf b := — 2 — = 6.9 tf Es Ara := .56• FY LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 2.5 in Flange width for Case 3 in Table B4.1 Ara = 13.5 Case3_Check = "Flange OK" h := d – (2•kdes) — = 15.4 tom, Es Ar10:= 1.49.F Y Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 3.7 in Web height for Case 10 in Table B4.1 Xr10 = 35.9 Case10 Check = "Web OK" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements `'max max('J!x, `I'Y) `"max = 153.17 Controlling column slenderness parameter Fe "max 1T2•Es Fe = 12.2 ksi Elastic Critical Buckling Stress Page 2of9 437 of 571 100 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: G80 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: F Y Fe Fc1 :_ .658 i'FY Fcr := if 4'max -< Pn := Fcr•Ag Es F c,Fc2 Y Fc2 :_ .877Fe Critical stress equations Fcr = 10.7 ksi Flexural Buckling Stress 6 Pn = .45:41ki.1;1 E7. Members With Slender Elements 1. Slender Unstiffened Elements Qs1 1.0 Qs2 := 1.415 — .7(.1.3_111F7 tf s .69•Es Qs3 FY f 2. Slender Stiffened Elements he.t := 1.92.tw. Es 1 .34[ET crh cr tw i heff := min(h,he) Aeff := heff•tw Aeff Qa :— h•tom, Q Qa'Qs Q•Fy\ Fe Fc3:= .658 i•Fy•Q Fc.red = 10.7 ksi Pn.red Fc.red'Ag heff = 3.7 in Aeff = 0.9 int Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when Reduction factor used when Qs= 1.0 rs b ..56•tf .56. Es _1.03• s tf FY Reduction factor for slender unstiffened elements he := if (he.t > 0>he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0' Reduction factor for slender stiffened elements in the cross-section Q = 1.0 Fc4 .877Fe c`pn.red' 445:4 kip Fc.red := iftlimax 5 Es 4.71 Q FY/ ,Fc3,Fc4 Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 438 of 571 •44 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: G80 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions ckb :_ .90 ch := 1 Cb := if(cb Cb = 1 B4. Classification of Sections for Local Buckling bf 2 X1 := �f Es Xpl := .38• F Es Arl := 1.0• .F Y LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 2.5 in Flange width for Case 1 in Table B4.1 X1 = 6.9 Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Cpl = 9.2 Case 1 for flange buckling inbending >•I 1 = 24.1 Case 1_Check: = "Flange Compact" 1L:= d – (2•kdes) X9 := tw >.p9 := 3.76• FY Es Xr9 := 5.70. — FY Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 3.7 in Web height for Case 9 in Table B4.1 X9 = 15.4 Width to thickness ratio used in Case 9 for web local buckling in bending Xp9 = 90.6 Compact limiting width to thickness ratio used in Case 9 for web buckling in bending = 137.3 Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 439 of 571 •ice U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: G80 Beam -Column Member Approval Date: F2. Doubly Symmetric Compact l -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit 'states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength • 1. Yielding Mp Fy•Zx Myx := Mp M = 481.5 kip•in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling E Lp := 1.76•ry Fs Lp = 4.45 ft Y ho := d — (tf) c1:= 1 Iy. cw its := S x ho = 4.7 in its = 1.4in Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Jt•cl L1r:= 1.95.rts '1+ 7Fy ` Sxho Lr = 19.8 ft Mn1 := Cb• Mp — CMP — (.7•Fy•Sx)1 + 6.76• Lbx — Lp Lr — Lp MnI:= if(Mn1 Mp,Mn1,Mp) Mn1 = 343.4 kip•in FCrx Cb•7r2•Es 1 + .078 Jtcl rLbx1J2 Lbx2 its Mn2 := Fen(' Sx MnE := if (Mn2 < Mp MnE = 376.41 kip•in Mn2 , Mp) Limit State = "Inelastic LTB" Sx'ho its .7.Fy Sx'ho Es Jt'cI Fax = 44.02 ksi Mnx = 343.4 kip.i x = 309,kip•.iri If unbraced length is greater than Lp but Tess than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb>Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be Tess than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 5 of 9 440 of 571 41 °I • ••• Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: G80 Beam -Column Member Approval Date: F6. l -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy := mir[(Fy•Zy)(1.6•Fy•Sy)] M := M YY py Myy = 229 kip•in Plastic moment establishing the limit state of yielding 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 x1—x 1 Mync := MPy — [MPy — (.7.Fy.Sy)] Irl 1 Myne = 247.3 kip•in (c) For section with slender flanges .69. Es Fen, :— bf• 2 2•tf Fen = 414.9 ksi Mys := Fen, • Sy 229`k'ip in Weak Axis Limit State = "Flange Yielding" Y� "WWII06 Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Nominal flexural strength for weak axis bending Design weak axis flexural strength for use with factored loading Page 6 of 9 441 of 571 4 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: G80 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion HI. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pc := min(4)c'Pn,(1)c'Pn.red) Mrx := Mxmax Mry := Mymax Mcx :Mnx Mcy := (I)b•Mny Pr x := p—c Pr = 1.8 kip Pc = 45.4 kip Mrx = 90.0kip•in Mry= 10.Okip•in Mcx = 309.0 kip•in Mcy = 206.1 kip • in Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength x = 0.0 Parameter used to detemine proper force combination (a) Where Pr >_ .2 H1_la := Pr + 8 Mrx Mry Pc Pc 9 Mcx Mcy P (b) Where r < .2 Pc Pr MH1lb:=(Mrx—+ 2Pc Mcx Mcy Unity_Check := if(x>_ .2,H1_la,Hl_lb) tUnity_Check'= 013'6 1 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at'a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 442 of 571 Uri i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: G80 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions kv yd := 1.0 (I)v.b 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Ate,:= d•tv, A. = 1.2int (a) Yielding Cv.yd := 1.0 (b) Buckling kv := 5 h kv•E (i) For — < 1.10 tw Fy kv•E h I kv• (ii) For 1.10 < — < 1.37 Ft Y om, h kv•E (iii) For —h > 1.37 tom, FY (1)v.y = 1.0 Cvy= 1.000 Vn.y := 0.6•Fy•AR,•Cv y FY Limit_State_Shear = "Yielding" LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24 t� Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.• 1.0 kv•Es FY 1.10 h tw kv. Es := 1.51 2 h C •Fy Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 8 of 9 443 of 571 AI U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: G80 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear, buckling, however, only yieiding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slendemess limit. bf — = 13.9 tf must be less than 2.24 = 53.9 FY (1)v.x (1)v.yd (1)v.x = 1.0 Cv.x = Cv.yd Cv.x = 1.000 Af := bug. Af = 1.8in2 Vn.x := 0.6•Fy•(2Af)•Cv.x Vn.x 1• .„?. 3 P LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 tom, Fy Shear area of a single flange Nominal shear strength for weak axis bending t Design weak axis shear strength for use with 108`0>k'pl factored loading Summary of Shear Resistance versus Demand and Required Number of Bolts Strong Axis Weak Axis Resistance .y. Vn.y = 36.1 kip 4v,x' Vn.x = 108.0 kip Demand Required Bolts Vymax = 2.2 kip Vxmax = 0.1 kip Vymax - 0.2 (1)Rn.b Vxmax = 0.0 cORn.b Page9of9 444 of 571 4404 .4141 414fr Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: G81 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: G81 Design for Channel Beam -Column Member Cross-section Inputs: W10 X 15.3 Ag := 4.48•in2 Ix := 67.3in4 Iy := 2.27•in; Material Inputs: F := 36•ksi Fu := 58•ksi Analysis Inputs: Ls := 136in Lbx := 12in Lby := 136in Kx := 1 Ky := 1 d := 10.0in Sx := 13.5•in3 Sy := 1.15•in3 Es := 29000•ksi 46•kip•in Mxmax Rm := 1 Mymax := Skip -in Vymax 1.4kip 0.2kip Vxmax PC := 1.8 -kip 4 n.b := 11.1 kip tom, := 0.24•in Zx := 15.9•in3 Zy := 2.34•in3 Span length of member Based on AISC SCM 13th ed.(2005) bf := 2.60•in rx := 3.87•in ry:= 0.711•in tf := 0.436•in Jt := 0.209in4 Cw := 45.5in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force kdes = lin Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 445 of 571 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: G81 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions (1)c :_ .90 E2. Slenderness Limitations 'I'x := Kx'Lbx x = 16.9 rY •LbY rx Y = 35.1 if < 200 OK B4. Classification of Sections for Local Buckling b := bf — = 6.0 tf Es Xr3 := .56• F LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 2.6 in Flange width for Case 3 in Table B4.1 Xr3 = 15.9 Case3_Check = "Flange OK" h := d - (2•kdes) — = 33.3 tw rEs Xr10:= 1.49• — FY h = 8.0in Xr10 = 42.3 Case10 Check = "Web OK" Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression Web height for Case 10 in Table B4.1 Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements 'I'max = max('Px, TY) 'I'max = 35.14 Tr2' Es Fe := Fe = 231.76ksi 'I'max2 Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 446 of 571 11‘. U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: G81 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: F Fe Fel := x.658 i'FY E�� Fcr := if "max 4.71 • I Pn := Ag FYi 'Fel,Fc2 Fc2 := .877Fe Critical stress equations Fcr = 33.73 ksi Flexural Buckling Stress kl) Pn 136.4 kip E7. Members With Slender Elements 1. Slender Unstiffened Elements Qs 1 := 1.0 Qs2 := 1.415 — .75 Qs3 .69.Es F. (b\2 Es 2. Slender Stiffened Elements he.t 1.92•tw Es 1 .34 Es Fcr h Fcr tw heff := min(h,he) heff = 8.0in 2 Aeff heff'tw Aeff = 1.9in Aeff Qa htw Q := Qa'Qs ( Q•Fy" Fe Fc3 := .658 /'Fy'Q 33.73 ksi Fc.red = Pn.red := Fc.red'Ag Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when TFE b <_ .56• tf y Reduction factor used when .56. Es — 1.03. Qs = 1.0 tf Es FY Reduction factor for slender unstiffened elements he := if(he.t > 0,he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Reduction factor for slender stiffened elements in the cross-section Q = 1.0 Fc4 := .877Fe c rt. ed 6.0 kip Fc.red := if 'I 'max < Es QF Y/ , Fc3 , Fc4 Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 447 of 571 04$ Uri i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: G81 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (1)b :_ .90 cb := 1 Cb := if (cb <_ 3.0, cb , 3.0) Cb = 1 B4. Classification of Sections for Local Buckling ,= bf x - ' tf ET Xpl :_ .38• T Y Es Ac l := 1.0. F Y b = 2.6 in = 6.0 >`p1 = 10.8 = 28.4 Casel_Check = "Flange Compact" 1:= d - (2 • kdes) h >9 :tw FF >tp9 := 3.76. F Y rEs Xr9 := 5.70. — FY Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. h = 8.0 in X9 = 33.3 J.p9 = 106.7 Xej = 161.8 LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. Flange width for Case 1 in Table 64.1 Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Page 4 of 9 448 of 571 +#. ••• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: G81 Beam -Column Member Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section FI3 dealing with hole reduction may control the bending strength 1. Yielding Mp FY .Z Myx := Mp Myx = 572.4 kip•in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling Es Lp := 1.76•r ,• y Lp=2.96ft ho := d — (tf) ho = 9.6 in jp7 its its = 0.9 in Sx ho I c Y cc =1.07 c 2' Cw Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr for channel sections. Effective radius of gyration Es Jt. cc \ Lr := 1.95.r •• 1 + 1 + 6.76• •7'Fy Sx'ho� Lr = 10.97 ft Lir, — Lp Mnl := Cb* Mp — [Mp — L Lr — Lp MnI:= if(MillMp,Mn1'Mp) Mn1= 572.4 kip -in Cb'rr2'Es Lbx 2 r1s 1 + .078• Mn2 := Fcrx' Sx MnE if(Mn2 < Mp,Mn2,Mp) MnE = 572.4 kip -in Limit State = "Yielding" 'Ye (L 2 bx x•ho its .7.FY Sx•ho 2 Es Jt'cc . Fcrx = 1.52 x 103 ksi nxX.2:4 kip in 46 AI;2: kip'in1 If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 5 of 9 449 of 571 • Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: G81 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy := min[(Fy•Zy),(1.6•Fy•Sy)] MYY := Mpy MY y = 66.2 kip• in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 _ (( X1 — Xp1 Mync MPY — [MPY — l'7.FY.SY)] (Xr1 _ Xpl Mync = 76.5 kip. in (c) For section with slender flanges .69 -Es 2 ibf tf Plastic moment establishing the limit state of yielding Fcry :_ Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Fcry = 562.7 ksi Critical buckling stress for slender flanges in weak axis bending Mys := Fcn,•SY Local buckling moment for members with slender flanges bent about their weak axis Mb), = 66.2Ekip•i 1 Nominal flexural strength for weak axis bending Weak_Axis_Limit_State = "Flange Yielding" Design weak axis flexural strength for use with c1?b'Mny = 59.6;kip in factored loading Page 6 of 9 450 of 571 .44 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: G81 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pc := min(4c'Pn,(1)c'Pn.red) Mrx := Mxmax Mry := Mymax Mcx :_ 4)b'Mnx Mcy:_ 4)b•Mny Pr X := —Pc (a) Where —Pr >_ .2 1' c (b) Where —Pr < .2 Pc Pr = 1.8 kip Pc = 136.0 kip Mrx = 46.0kip•in M = 5.0kip•in Mcx = 515.2 kip -in Mcy = 59.6 kip. in Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength x = 0.01 Parameter used to detemine proper force combination Pr 8Mrx Mry H1 la:=—+— —+ _ Pc 9 Mcx Mcy H1_lb := Pr + Mrx + 2Pc Mcx Unity_Check := if(X>_ .2,Hl_la,Hl_lb) Mry Mcy V ti Checlo !1 qty: ' If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 451 of 571 .4114 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: G81 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vnis taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field'action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions (1)v.yd := 1.0 Ov.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength A, , := d• t"`, Ate, = 2.4 int Shear area of web LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling (a) Yielding Web shear coefficient when h < 2.24 Cv.yd := 1.0 tw FY (b) Buckling kv := 5 Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases h kv•E (i) For - < 1.10 F w y Web shear coefficients for buckling Cv.b.i := 1.0 jkv.E h kv•E jkv.Es (ii) For 1.10 < — 5 1.37 FY FY FY Cv.b.ii := 1.10 h tw h (iii) For — > 1.37 kv'Es v.biii := t w jkE Y C. 1.51 2 (h Fy tw tkv,y = 1.0 Cvy= 1.000 Vny:= 0.6•Fy•Avv'Cv.y V y �c51 p1 Limit State_Shear = "Yielding" Nominal shear strength for strong axis bending Design strong axis shear strength for use with ,yaVn Y; 51•'81kip factored loading Page 8of9 452 of 571 ISO .44 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: G81 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slenderness limit. bf — = 6.0 tf must be Tess than (I)v.x (kv.yd = 1.0 2.24 s = 63.6 FY Cv.x := Cv.yd Cv.x = 1.000 Af := bf•tf Af = 1.1 int Vn.x := 0.6•Fy•(2Af)' Cv.x n.x • V aO`kip y' n<x 49'• LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 tom, Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with factored loading Summary of Shear Resistance versus Demand and Required Number of Bolts Strong Axis Resistance Demand Required Bolts kv Y Vn y = 51.8 kip Vyma = 1.4 kip Weak Axis �v.x' Vn.x = 49.0 kip Vxmax = 0.2 kip Vymax – 0.1 (1)Rn.b Vxmax – 0.0 (1)Rn.b Page 9 of 9 453 of 571 1.4044 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K50 Beam -Column Member Approved By: Approval Date: K50 Design for Wide Flanqe Beam -Column Based on AISC SCM 13th ed.(2005) Note: this member functions as a lateral brace to stabilize out -of -plane motion of members B56 and B62 Member Cross-section Inputs: W8 X.10. '1 Ag := 2.96•in2 d := 7.89in tom, := 0.170•in bf := 3.94•in tf := 0.205 -in kdes 0.505in Ix := 30.8in4 Sx := 7.81 in3 Zx := 8.87 in3 rx := 3.22 in Jt := 0.0426in4 Y := 2.09• in44 Sy := 1.06 •in3 Zy := 1.66• in3ry := 0.841 in Com, := 30.9in6 Material Inputs: Fy := 50•ksi Es := 29000•ksi Fu := 65•ksi Analysis Inputs: Ls := 86in Lbx := 86in Lby := 86in Kx := 1 K := 1 Span length of member Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Mxmax 125•kip•in Applied maximum Factored strong axis moment (absolute value) Rm := 1 Mymax := Okip•in Vymax := 1.7kip Vxmax Okip PC := 2.7•kip cl)Rn b := 11.1 kip Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 454 of 571 4414 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K50 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions 1:0e := .90 E2. Slenderness Limitations Kx•Lbx := x C•LbY r x = 102.3 = 26.7 if < 200 OK B4. Classification of Sections for Local Buckling bf b := — 2 —=9.6 tf Xr3:_ .56•fEs LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 2.0•in Flange width for Case 3 in Table B4.1 Xr3 = 13.5 Case3_Check = "Flange OK" h := d – (2•kdes) = 40.5 tom, Es Ar10:= 1.49• —FY Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 6.9•in Web height for Case 10 in Table B4.1 Xr10 = 35.9 Case10 Check = "Web Slender" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements 'max max(�Yx, 1y) `Eurax = 102.26 Fe :_ 'Finax2 7r2•Es Fe = 27.37•ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 455 of 571 410 4 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K50 Beam -Column Member Approved By: Approval Date: i Fyl Fe Fel :_ .658 /•FY Per := if 4' max < 4.71 • Pn := Fcr•Ag Es FY ,Fcl>Fc2 Fc2 := .877Fe Critical stress equations Fcr= 23.28•ksi Flexural Buckling Stress 6210-7("1131, E7. E7. Members With Slender Elements 1. Slender Unstiffened Elements Qs1 := 1.0 Qs2 := 1.415 – .75 Qs3 .69• Es /b�2 Fy• tf 2. Slender Stiffened Elements ( \ het 1.92•tw Es• 1 _ 34 E— s Fcr Es h Fcr \ tw ) hell• := min(h,he) heff = 6.9•in Aeff heff'tw Aeff = 1.2•in2 Aeff Qa :– h•tv, Q := Qa'Qs ( Q,F),\ F \.658 e �•F•Q Fc3 :_ Fared = 23.28•ksi Pn.red Fc.red•Ag Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when Reduction factor used when Qs= 1.0 <_ .56• tf FY .56• Bs _ 1.03. tf Fy Reduction factor for slender unstiffened elements he := if(he.t > 0,he.t>h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa= LO Q = 1.0 Fc4:= .877Fe 1c pi»re t,= 62.Og) p Reduction factor for slender stiffened elements in the cross-section Fc.red := if `I'max – E 4.71• ,Fc3,Fc4 Q Fy, Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 456 of 571 • 4 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K50 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (131) :_ .90 cb := 1 Cb := if(cb S 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling Es := .38. F Es Xri := 1.0• F Y LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 2.0•in Flange width for Case 1 in Table B4.1 X1 = 9.6 Xp l = 9.2 Xri = 24.1 Case 1_Check = "Flanges Non -Compact" 24:= d– (2•kdes) a9._ t w Es Xp9 := 3.76. — FY Es 9 := 5.70• F Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 6.9•in Web height for Case 9 in Table B4.1 X9 = 40.5 Width to thickness ratio used in Case 9 for web local buckling in bending Xp9 = 90.6 Compact limiting width to thickness ratio used in Case 9 for web buckling in bending j = 137.3 Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 457 of 571 • 4 4,40 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K50 Beam -Column Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension :flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy•Zx MYx := Mp Myx = 443.5•kip•in 2. Lateral Torsional Buckling Es Lp := 1.76.rY• L = 2.97.ft h0 := d - (tf) h0 = 7.7•in c1:= 1 Iy •Cw its := its = 1.0•in Sx Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es � Jt cl � Lr:=1,95rts 1+ 1+6.76• .7•Fy \ Sx•ho/ Lr = 8.56•ft M C • MP - [Mp - (.7•Fy•Sx)] Lbx - Lp n1 �= b Lr - Lp MnI if(Mnl Mp,Mn1,MP) Mn1 = 315.7•kip. in Fcrx :_ Cb.7r2•Es 2 Lbx its Jt•cl �Lbx� 1 + .078• Sx•ho its Mn2 Fcrx• Sx MnE := if(Mn2 < MP' Mn2' MP) MnE = 367.7•kip•in Limit State = "Inelastic LTB" ".7•Fy Sx•ho )1 s t I E J •c If unbraced length is greater than Lp but Tess than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Fcrx = 47.08 ksi Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp 11nx—13.1ttiit1 Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading ib%Mnx74,84.2•19p i9 Page 5of9 458 of 571 0.4 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K50 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy := min[(Fy•Zy),(1.6•Fy•Sy)] Myy := Mpy Myy = 83•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 Plastic moment establishing the limit state of yielding X1 Xpl Mync := MPy — [MPy (.7.Fy•Sy)] Xrl _ Xp1 Mync = 81.6•kip. in (c) For section with slender flanges .69. Es Fcry b 2 f 2•tf Fcn = 216.7•ksi Mys := Fcry•Sy Weak Axis Limit State = "FLB" qn oMPy l p Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Nominal flexural strength for weak axis bending Design weak axis flexural strength for use with 1. factored loading Page 6 of 9 459 of 571 440 Un i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K50 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pc := min(cc.Pn>4)c.Pn.red) M := Mxmax M1 := M .y ymax Mcx :_ (kb•Mnx Mcy :_ (I)b•Mny Pr X := —Pc Pr = 2.7•kip Pc = 62.0•kip Mrx = 125.0•kip•in M = 0.0•kip•in Mcx = 284.2•kip•in Mcy = 73.4•kip•in Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength X = 0.0 Parameter used to detemine proper force combination Pr Pr 8 Mrx lv(ry (a) Where —>_.2 H1_la:=—+— —+ Pc Pc 9 Mcx Mcy (b) Where r < .2 Pr "M M Pc H1 — 1b:=—+ —+ ry P 2Pc Mcx Mcy Unity_Check := if(X>_ .2,H1_1a,H1_1b) Unity_Check = 0.46 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysisand possible checking of multiple locations so it is avoided if possible. Page 7 of 9 460 of 571 414 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K50 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions kv yd := 1.0 (I)v.b 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw := d•tw Ate, = 1.3•in2 (a) Yielding Cv.yd := 1.0 (b) Buckling kv := 5 h kv•E (i) For — < 1.10 t:w Fy LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24 E tom, Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv•E hkv•E kv•Es (ii) For 1.10 < — <_ 1.37 Fy tw Fy FY Cv.b.ii := 1.10 h h kv•E (iii) For —h > 1.37 k •E t Fy Cv.b.iii 1.51 d)vy= 1.0 Cvy= 1.000 Vn. y:= 0.6•Fy•Av,•Cv.y Limit_State_Shear = "Yielding" h( 12 )•FY Nominal shear strength for strong axis bending Design strong axis shear strength for use with 4Uc2(np factored loading Page 8 of 9 461 of 571 440 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K50 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The.nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slenderness limit. bf — = 19.2 tf must be Tess than (1)v.x (1)v.yd Cv.x Cv.yd Af := bf.tf Vn.x 0.6•Fy•(2Af).Cv.x 2.24 s = 53.9 FY (I)v.x = 1.0 Cv x = 1.000 Af = 0.8•in2 n:x L8a5ki 6 48:5•1d1 LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 ty Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with factored loading Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Strong Axis Ov yVn y = 40.2. kip Demand Shear Vym = 1.7•kip Connection Vb f (Vymax2 + PC2) Required Bolts Vb = 0.3 (ORn.b Including Axial Load Weak Axis 4v.x•Vn.x = 48.5. kip Vxmax = 0.0•kip Vxmax - 0.0 (I)Rn.b Page 9 of 9 462 of 571 1•44 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: K51 Tension Member Date of Creation: January 18, 2008 Approved By: Approval Date: K51 Design for Tension Member Member Cross-section Inputs: I2x L3x3x1/4 stitch welded together Ag := 2.88•in2 Material Inputs: FY := 36•ksi Analysis Inputs: Lbx := 246in Lby := 246in PT := 25.7kip rx := 0.926.in Fu := 58•ksi Based on AISC SCM 13th ed.(2005) r := 0.926•in ry2 := 1.25in double angle radius of gyration Unsupported Length of Member Perpendicular to Strong Axis Bending Unsupported Length of Member Perpendicular to Weak Axis Bending Applied Factored Tension Force Chapter D: Design of Members for Tension D1. Slenderness Limitations Lbx = 196.8 Lby = 265.7 ry2 rx if < 300 OK Strong and weak axis slenderness parameters Keeping Ur < 300 is an AISC recommendation that does not need to be strictly adhered to, especially for the design of rods or hangers in tension. D3. Area Determination (for 2 rows of 2 A325 7/8 inch OVS) Net area determined in accordance with D3.2 An = 2.32•in2 An := Ag — 2(0.25in.1.125in) U:= 0.6 Ae := An•U Shear lag factor in accordance with table D3.1 Effective net area, accounting for the effects of shear lag. Diminishes as length of connection increases in direction of bad. D2. Tensile Strength Tensile strength shall be the lower value obtained accoding to the limit states of tensile yielding in the gross section or tensile rupture in the net section. Pny Ag Fy fit, := .90 Pm. := Ae Fu cbr.:_ .75 4Pn := min(4)ty Pny, (1)t'•Pnr) P v604869iit rr /0 ..�f.-re PT = 25.7•kip Equation D2-1 for limit state of yielding in tension Resistance factor used for steel yielding in tension Equation D2-2 for limit state of Rupture in tension Resistance factor used for steel rupture in tension Design tensile strength of member Applied tensile load Page 1 of 1 463 of 571 • Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: K52 Tension -Compression Date of Creation: January 18, 2008 Approved By: Approval Date: K52 Design for Double Angle Tension -Compression Member Member Cross-section Inputs: .2x6L3x3x1/4 welded together at midpoint '0 Single Angle Properties: Ag := 1.44•in2 bfl := 3in Ix := 1.23in4 Iy := 1.23 • in4 ry2:= 1.38in Material Inputs: F := 36•ksi FU := 58•ksi Analysis Inputs: Ls := 97in Lbx := 97in Lby := 97in LbZ := 48.5in Kx := 1 1 KZ := 1 PC := 21.8•kip Sx := 0.569•in3 Sy := 0.569•in3 to := 0.25•in Zx := 1.02•in3 Zy := 1.02•in3 double angle radius of gyration Es := 29000•ksi length of member Based on AISC SCM 13th ed.(2005) bf2 := 3•in rx := 0.926 • in ry := 0.926•in tf2 := 0.25. in Jt := 0.0313in4 CN, := 0.0206in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Unsupported Length of Member for Z axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Column Z Axis Effective Length Factor Applied Factored Compression Force per Angle PT := 4.5 kip Applied Factored Tension Force per Angle kdes := 0.625in rZ := 0.585 in Page 1 of 4 464 of 571 4 • ••• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K52 Tension -Compression Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions cbc := .90 E2. Slenderness Limitations `f'z :_ rz Kz.Lbz cI'z = 82.9 if < 200 OK B4. Classification of Sections for Local Buckling b1 := bfl bl — = 12.0 tf1 b2 := bf2 b2 — = 12.0 tp, b1 = 3.0 in b2 = 3.0 in /b1 b2 `max := max —,— — `max = 12.0 �tf2 t Xr5 = 12.8 Es Xr5 := .45• Y Case5_Check = "Flange OK" LRFD Resistance factor used for compression buckling Z axis slenderness parameter Flange 1 width for Case 5 in Table B4.1 Width to thickness ratio used in Case 5 for flange local buckling in uniform compression Flange 2 width for Case 5 in Table B4.1 Width to thickness ratio used in Case 5 for flange local buckling in uniform compression Maximum slenderness parameter Non -Compact Limiting Width to thickness ratio used in Case 5 for flange buckling in uniform compression Note: If both flanges are below non -compact limits continue on to sections E5 and E3. If either flange is slender in uniform compression; column strength is determined using sections E5 and E7 E5. Single Angle Compression Members Lby Lbx �:_ ry2 rx Lbz. Amin i "max my = 104.8 Amin = 82.9 10>10min) `I 'max = 104.75 Controlling column slenderness parameter Page 2 of 4 465 of 571 ice Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: K52 Tension -Compression Date of Creation: January 18, 2008 Approved By: Approval Date: E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements Fe :- 2 'max �2' Es F \ Y Fe Fcl:= 1.658 •FY Fcr := if *max Pn := Fcr•Ag Fe = 26.08 ksi f Es4.71. 1— \ V Fy) Fc2 :_ .877Fe Elastic Critical Buckling Stress Critical stress equations Fcl , Fc2 Fcr = 20.2 ksi Flexural Buckling Stress tbe, Pn= a26• ,kip E7. Members With Slender Elements 1. Slender Unstiffened Elements Qsl := 1.0 Qs2 :_ Qs3 2 Fy 1.34 – 0.76(X ) Es 0.53Es Q := Qs Fy• `max Q.Fy" Fe Fc3:= \.658 /•F•Q Q = 1.00 Fc.red = 20.2 ksi Pn.red := Fc.red'Ag (I)Pn.c:= min(4)c'Pn.red,(1)c'Pn) Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when .45 Es < b < 0.91 • Es Ft Y f Fy E b <_ .45 tf Fy [E— Reduction Reduction factor used when b0.91s factor for slender unstiffened elements Q�= 1.0 Fc4 :_ .877Fe Pn_red - 26.2 kip Fared / i = if *max5 4.71 • Es QF Y/ °Fc3,Fc4 Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements lOn.c = 2J6.2Skip Design Compressive Strength PC = 21.8 kip Required compressive strength Page 3 of 4 466 of 571 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r 1 1 1 1 4010 U n i-Systems • SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: Approval Date: K52 Tension -Compression Unity Check: C 0. Chapter D: Design of Members for Tension M. Slenderness Limitations Lbx Lby = 70.3 = 104.8 ry2 rx Okay if less than 1 if < 300 OK Strong and weak axis slenderness parameters Keeping L/r < 300 is an AISC recommendation that does not need to be strictly adhered to, especially for the design of rods or hangers in tension. D3. Area Determination (for 2 A325 7/8 inch OVS per angle) An = 1.16 int Net area determined in accordance with D3.2 An := Ag — 0.25in• 1.125in U := 0.758 Ae := An•U Shear lag factor in accordance with table D3.1 Effective net area, accounting for the effects of shear lag. Diminishes as length of connection increases in direction of load. D2. Tensile Strength Tensile strength shall be the lower value obtained accoding to the limit states of tensile yielding in the gross section or tensile rupture in the net section. Pny := Ag Fy 4>ty :_ .90 Pnr := Ae Fu qtr :_ .75 4Pn := min(4tyPny, (1)tr'Pnr) '38.2kip Equation D2-1 for limit state of yielding in tension Resistance factor used for steel yielding in tension Equation D2-2 for limit state of Rupture in tension Resistance factor used for steel rupture in tension Design tensile strength of member PT = 4.5 kip Applied tensile load Unity Check: Okay if less than 1 Page 4 of 4 467 of 571 • Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: K80 Tension Member Date of Creation: January 18, 2008 Approved By: Approval Date: K8O Design for Tension Member Member Cross-section Inputs: Ag := 2.39•in2 Material Inputs: Fy := 36•ksi Analysis Inputs: Lbx := 134in Lby := 134in PT := 60.0kip Based on AISC SCM 13th ed.(2005) rx := 2.34 -in ry := 0.536•in tom, := 0.200in Fu := 58•ksi Unsupported Length of Member for Strong Axis Unsupported Length of Member for Weak Axis Applied Factored Tension Force Chapter D: Design of Members for Tension D1. Slenderness Limitations Lbx = 57.3 Lby = 250.0 rx ry xb := 0.512in if < 300 OK Strong and weak axis slenderness parameters Keeping Ur < 300 is an AISC recommendation that does not need to be strictly adhered to, especially for the design of rods or hangers in tension. D3. Area Determination (for 3 rows of 2 A325 7/8 inch OVS) An := Ag — 2[tw (1.0625in + 0.0625in)] xb U := 1 — 6in Ae := An•U Au = 1.940•in2 Net area determined in accordance with D3.2 U = 0.9147 Ae = 1.774•in2 Shear lag factor in accordance with table D3.1 Effective net area, accounting for the effects of shear lag. Diminishes as length of connection increases in direction of load. D2. Tensile Strength Tensile strength shall be the lower value obtained accoding to the limit states of tensile yielding in the gross section or tensile rupture in the net section.• Puy := Ag Fy rpt, := .90 Pnr := Ae Fu (On.:_ .75 �Pu := min(t4• Pny,�tr'Pnr) 'ON = :77.1,887 1 p PT = 60• kip Equation D2-1 for limit state of yielding in tension Resistance factor used for steel yielding in tension Equation D2-2 for limit state of Rupture in tension Resistance factor used for steel rupture in tension Design tensile strength of member Applied tensile load Page 1 of 1 468 of 571 •• • Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: K81 Tension Member Date of Creation: January 18, 2008 Approved By: Approval Date: K81 Design for Tension Member Member Cross-section Inputs: j�6 x 8:2.: •1 Ag := 2.391n2 Material Inputs: FY := 36•ksi Analysis Inputs: Lbx := 114in Lby := 114in PT := 34.5kip rx := 2.34•in Fu := 58•ksi Based on AISC SCM 13th ed.(2005) ry := 0.536•in tN, := 0.200in xb := 0.512in Unsupported Length of Member Perpendicular to Strong Axis Bending Unsupported Length of Member Perpendicular to Weak Axis Bending Applied Factored Tension Force Chapter D: Design of Members for Tension D1. Slenderness Limitations Lbx — = 212.7 ry Lby = 48.7 rx if < 300 OK Strong and weak axis slenderness parameters Keeping Ur < 300 is an AISC recommendation that does not need to be strictly adhered to, especially for the design of rods or hangers in tension. D3. Area Determination (for 2 rows of 2 A325 7/8 inch OVS) An := Ag - 2[tw (1.0625in + 0.0625in)] U := 1xb - 3in Ae := An•U An = 1.940 • in2 U = 0.8293 Net area determined in accordance with D3.2 Shear lag factor in accordance with table D3.1 Effective net area, accounting for the effects of shear Ae = 1.609•in2 lag. Diminishes as length of connection increases in direction of load. D2. Tensile Strength Tensile strength shall be the lower value obtained accoding to the limit states of tensile yielding in the gross section or tensile rupture in the net section. Pny := Ag Fy fit, :_ .90 Pm. := Ae Fu fir.:_ .75 �Pn := min( y'Pny, 4 .Pnr) PT = 34.5 kip ttfl 69?9. 9 p Equation D2-1 for limit state of yielding in tension Resistance factor used for steel yielding in tension Equation D2-2 for limit state of Rupture in tension Resistance factor used for steel rupture in tension Design tensile strength of member Applied tensile load Page 1 of 1 469 of 571 .14 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: K82 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: K82 Design for Wide Flange Beam -Column Member Cross-section Inputs: W6 X 15 Based on AISC SCM 13th ed.(2005) Ag := 4.43.in2 d := 5.99in tom, := 0.230•in bf := 5.99•in tf := 0.260•in kdes 0.510in Ix := 29.1in4 Sx := 9.72•in3 Zx := 10.8•in3 rx := 2.56•in Jt := 0.101in4 Iy := 9.32•in4 Sy := 3.11.m3 Zy := 4.75.in3 ry := 1.45•in Com, := 76.5in6 Material Inputs: F := 50•ksi Fu := 65 • ksi Analysis Inputs: Ls := 264in := 127in Lbx Lby := 264in Kx := 1 1 Es := 29000•ksi Span length of member Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Mxmax := 236•kip•in Applied maximum Factored strong axis moment (absolute value) Rm := 1 Cross-section monosymmetry parameter = 1 for wide flanges Mymax 7kip in Applied maximum Factored weak axis moment (Absolute Value) 2.2kip Applied maximum Factored strong axis shear (absolute value) Vymax := Vxmax := 0.2kip Applied maximum Factored weak axis shear (absolute value) PC := 43.8.kip 0;Rn.b := 1 1.1kip Applied Factored Compression Force Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 470 of 571 • ••• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K82 Beam -Column Member Approved By: Approval Date: Chapter E: Desiqn of Members for Compression El. General Provisions := .90 E2. Slenderness Limitations := Kx' Lbx x —Ty := KY•L,bY Y r x if < 200 0K B4. Classification of Sections for Local Buckling bf b := — 2 b — = 11.5 tf TFE–s- Xr3 := .56• LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 3.0•in Flange width for Case 3 in Table B4.1 >`r3 = 13.5 Case3_Check = "Flange OK" h := d – (2-k s) h —=21.6 tom, Es Xr10 1.49• — FY Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 5.0.in Web height for Case 10 in Table B4.1 Xr10 = 35.9 Casel0 Check = "Web OK" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements `I'max max('Yx, Ty) `I `max = 103.13 Fe := max2 7r2• Es Fe = 26.91•ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 471 of 571 10 4‘. U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K82 Beam -Column Member Approved By: Approval Date: / F Y Fe Fel := `.658 /'FY Fcr := 'max Pn •= Pm' Ag / 4.71. Es F c1,Fc2 1Y Fc2 :_ .877Fe Critical stress equations Fcr= 22.98•ksi Flexural Buckling Stress c•Pn•=.•91.6•kip E7. Members With Slender Elements 1. Slender Unstiffened Elements Qs1 1.0 Qs2 := 1.415 — .75 .69• Es Qs3 F. ib 2 tf/ 2. Slender Stiffened Elements he.t 1.92•tw• Es . 1 — .34 Es Cr h Fcr tw / heff := min(h,he) heff = 5.0•in Aeff heff•tw Aeff = 1.1•in2 Aeff Qa htw Q Qa'Qs / Q•Fy\ Fe Fc3:= .658 /•Fy•Q 22.98•ksi Fc.red = Pn.red Fc.red'Ag Design Compressive Strength of Column Without Slender Elements > Pc OK TFE-- Reduction factor used when b.56.s tf. Y Reduction factor used when .56. Es 0,he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa= 1.0 Q= 1.0 Fc4 :_ .877Fe :Fn.red = 91.6•16p Reduction factor for slender stiffened elements in the cross-section / E Fc.red := if 'max < 4.71 • Q Fy , Fc3, Fc4 Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 472 of 571 440 .14 4.40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K82 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions 4)b :_ .90 cb := 1 Cb := if (cb S 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 3.0•in Flange width for Case 1 in Table B4.1 X1:= X1=11.5 tf Es Xpl := .38. F Y Es Xri := 1.0• •F Y Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in >.p1 = 9.2 Case 1 for flange buckling inbending Xri = 24.1 Case1_Check = "Flanges Non -Compact" d - (2•kdes) tom, Es Ap9 := 3.76. — FY Xr9 := 5.70• Es FY Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 5.0•in Web height for Case 9 in Table B4.1 X9 = 21.6 Ap9 = 90.6 Xr9 = 137.3 Case9_Check = "Web Compact" Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 473 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K82 Beam -Column Member Approved By: Approval Date: F3. Doubly Symmetric Compact I -Shaped Members With Compact Webs and Non -Compact or Slender Flanges Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of lateral torsional buckling and compression flange local buckling.If there are holes in the tension flange in high moment regions, Section FI3 dealing with hole reduction may control the bending strength 1. Lateral Torsional Buckling Mp := Fy•Zx M := Mp M Yx = 540•kip•in TFE-s- LP := 1.76•ry• Lp = 5.12•ft ho := d - (tf) ho = 5.7•in c1:= 1 its := SW its x Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es ( Jt•ci Lr := 1.95•rts 1 + 1 + 6.76• 7 FYi Sx ho/ Lr= 16.46•ft Mnl:= Cb Mp - [MP - (.7.Fy•Sx)]• Lbx - Lp\ Lr - LP Mn1 if(Mn1 �Mp,Mn1,MP) Mn1 = 443.7•kip•in Fcrx :_ Cb•1r2•Es Lbx 2 its jl + .078• Mn2 := Fcrx•Sx MnE := if(Mn2 < Mp , Mn2 , MP) 540•kip in MnE = Jt' cI Loxj2 Sx•ho its i 7,Fy (Sx•h01 2 Es Jt c1 If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Fcrx = 65.95•ksi Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp<Lb<Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Page 5 of 9 474 of 571 457.5 • kip. in Pin = 195,4•kip•ir •i0 ce U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K82 Beam -Column Member Approved By: Approval Date: 3. Flange Local Buckling Mn3 := Mp — (Mp — 0.7•Fy•Sx) Mo = 508.3•kip•in Limit State= "FLB" /x1- 1� �`r 1 - Xp 1 508.3•kip•n Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy:= min[(Fy•Zy),(1.6•Fy•Syfl Plastic moment establishing the limit state of yielding Myy := Mpy Myy = 237.5•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 / X1 — Xpl 1 Mane := MPy - CMPy - (.7.Fy.Sy)] �rl — Xpl/ MyRe = 217.1 •kip • in (c) For section with slender flanges .69• Es FC1y := Fe1y = 150.8•ksi (bf2 2•tfi Mys := FCry Sy Weak Axis= Limit State= "FLB" �y = 217. Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Nominal flexural strength for weak axis bending Design weak axis flexural strength for use with factored loading Page 6 of 9 475 of 571 4,414 Afr U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K82 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr ••= PC Pc := min(4)c.Pn, 4 c•Pn.red) Mrx := Mxmax Mry := Mymax Mcx :_ 4b.Mnx Mcy := (1)b•Mny Pr x=—Pc Pr = 43.8 -kip Pc = 91.6 -kip Mrx = 236.0 -kip -in Mry = 7.0•kip•in Mcx = 457.5 -kip -in Mcy = 195.4 -kip -in Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength x = 0.5 Parameter used to detemine proper force combination (a) Where Pr > .2 H1 la := Pr + 8 Mrx +Mry Pc – Pc 9 Mcx Mcy (b) Where Pr < .2 H1 lb := Pr + (Mrx +Mry Pc _ 2Pc Mcx Mcy Unity_Check := if (x .2,H1_1a,H1_1b) Unity_Checkn=A0:97 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis.moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 476 of 571 .sem U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: K82 Beam -Column Member Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions 1:1)v.yd := 1.0 (i)v.b 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw:= d•tw Aw= 1.4•in2 LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web (a) Yielding Web shear coefficient when h < 2.24 Cv yd := 1.0 tw FY (b) Buckling kv := 5 Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases h kv•E (i) For —h5_1.10 tw Fy Web shear coefficients for buckling Cv.b.1 •= 1.0 kv•E h kv•E kv'Es (ii) For 1.10 < — < 1.37 F tw F F Y Y Cv.b.ii := 1.10 hY h kv•E (iii) For —h > 1.37 tom, FY ivy= 1.0 Cvy= 1.000 Vn y := 0.6•Fy•Aw•Cv.y Vn y = 41.3.kip Limit State Shear = "Yielding Cv.b.iii 1.51 Vn.y 413kip tw kv' Es (tD2 FY Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 8 of 9 477 of 571 4 ♦ice• Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K82 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shearbuckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slendemess limit. bf — = 23.0 tf must be less than 2.24 s = 53.9 4)v.x 4v.yd = 1.0 Cv.x Cv.yd Cv.x = 1.000 Af := bf•tf Af = 1.6in2 Vn.x 0.6•Fy•(2Af).Cv.x Sn.x=.;93.,4hip1 FY v.x' Vi:nx w 93.4: 0 LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 tK Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with factored loading Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Stong Axis 4v y Vn y = 41.3 •kip Weak Axis (Pv.x•Vn.x = 93.4•kip Vymax = 2.2•kip Vxmax = 0.2•kip Required Bolts Vymax - 0.2 4)Rn.b Vxmax - 0.0 ORn.b Page 9 of 9 478 of 571 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: K83 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: K83 Desi • n for Wide Flan e Beam -Column Member Cross-section Inputs: W6X15 1 := 4.43 • in Ag 2 Ix := 29.1 in4 Iy := 9.32•in} Material Inputs: FY := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 180in Lbx := 78in Lby := 180in Kx := 1 Ky := 1 d := 5.99in Sx := 9.72 • in3 Sy := 3.11 in3 Es := 29000•ksi Mxmax := 124.kip.in Rm := 1 Mymax := 10kip•in Vymax := 2.0kip 0.2kip Vxmax PC := 29. kip (1)Rn.b := 11.1 kip tw:= 0.230•in Zx := 10.8•in3 Zy := 4.75•in3 Span length of member Based on AISC SCM 13th ed.(2005) bf := 5.99•in rx := 2.56•in ry := 1.45•in tf := 0.260•in Jt := 0.101 in4 Com, := 76.5in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force kdes:= 0.510in Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 479 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K83 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions (I)c := .90 E2. Slenderness Limitations := IS(Lbx tl'x r Y K,.LbY r x �x = 53.8 = 70.3 if < 200 0K B4. Classification of Sections for Local Buckling bf b := — 2 —= 11.5 tf Es Xr3 := .56• FY LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 3.0•in Flange width for Case 3 in Table B4.1 >r3 = 13.5 Case3_Check = "Flange OK" h := d - (2•kdes) h = 5.0•in — = 21.6 tw rEs Xr10:= 1.49. — FY Xr10= 35.9 Case 10 Check = "Web OK" Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression Web height for Case 10 in Table B4.1 Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements `I'max max(I' , ') `I 'max = 70.31 Controlling column slenderness parameter Fe := 2 `I'max Tr2'Es Fe = 57.89-ksi Elastic Critical Buckling Stress Page 2 of 9 480 of 571 1 i 1 1 1 1 1 1 1 1 f .110 V" • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K83 Beam -Column Member Approved By: Approval Date: F \ Y F Fcl :_ x.658 Fe Fc Fcr := if `f'rnax < 4.71 • Es FY Fc2 :_ •877Fe c1,Fc2 Critical stress equations Fcr = 34.83 •ksi Flexural Buckling Stress Pn .– Fcr Ag Pn.9p E7. Members With Slender Elements 1. Slender Unstiffened Elements Qsi 1.0 Qs2 := 1.415 – .75(FY b 1 tf) Es .69.Es Qs3 2 FY•(bl tf 2. Slender Stiffened Elements he.t := 1.92•t.w Es 1 .34 Es Fcr h Fcr heff := min(h,he) Aeff heff'tw Aeff Qa :–htµ, Q Qa. Qs / Q.FY\ F F:= `.658 e c3�•FY•Q 34.83•ksi Fc.red = Pn.red Fc.red'Ag tw i hell• = 5.0•in Aeff = 1.1•in2 Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when — _<.56• tf FY .56• Es _ 1.03. s Y Qs = 1.0 tf F Reduction factor for slender unstiffened elements he := if(he.t > 0,he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Q = 1.0 Fc4 :_ .877Fe ' ein38 kip Reduction factor for slender stiffened elements in the cross-section Es Fc.red i 'max < 4.71 Fc3> Fc4 QFY Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 481 of 571 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K83 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (41:= .90 cb := 1 Cb := if(cb<_ 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf := 1Lf Es Xpl :_ .38• Es NT] := 1.0 Xrl = 24.1 Case1_Check = "Flanges Non -Compact" LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 3.0.in Flange width for Case 1 in Table B4.1 1 = 9.2 Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending k:= d — (2•kdes) h = 5.0•in Web height for Case 9 in Table B4.1 �`9 := h X9 = 21.6 Width to thickness ratio used in Case 9 for web local tw buckling in bending Xp9 := 3.76• Fs Xp9 = 90.6 Xj := 5.70• Fs Xr9 = 137.3 Case9_Check = "Web Compact" Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4of9 482 of 571 1 1 A 1 i 1 110 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K83 Beam -Column Member Approved By: Approval Date: F3. Doubly Symrnetric Compact I -Shaped Members With Compact Webs and Non -Compact or Slender Flanges Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of lateral torsional buckling and compression flange local buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Lateral Torsional Buckling Mp := Fy•Zx Myx := Mp Myx = 540•kip•in rF Lp:= 1.76•rv•Lp= 5.12•ft ho := d - (t1-) ho = 5.7•in cl:= 1 :Fe; its : r = 1.7•in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Jt'cI Lr:=1.95rts ji+ 1+6.76• .7•Fy USX.hOJ Lr= 16.46.ft M C • Mp [M - p 7F - �.•y•Sx)] Lbx - Lp n l '= b L - Lp MnI if(Mn1 <Mp,Mn1,Mp) Mn1= 515.7•kip•in FCrx :_ Cb.Ir2•Es Lbx 2 its Jt' cI j Lbx 2 1+.078 — Sx'ho its Mn2 := Fc•Sx MnE if(Mn2 < Mp,Mn2,Mp) MnE = 540•kip•in [.7.Fy) Sxho 2 Es Jt•cI FcTX = 148.1 •ksi If unbraced ength is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Page 5 of 9 483 of 571 .40 Un i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K83 Beam -Column Member Approved By: Approval Date: 3. Flange Local Buckling Mn3 :=[Mp — (Mp — 0.7•FY.Sx). X1_Xpl\ / Xr 1 Mn3 = 508.3 kip•in = 508:3•1Zip:in Nominal flexural strength for strong axis bending Limit_State = "FLB" fib; Mnx = 457.5 -kip -in Design strong axis flexural strength for use with I factored loading F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy := min[(Fy • Zy) (1.6. Fy • Sy)] Myy := Mpy Myy = 237.5•kip•in 2. Flange Local Buckling Plastic moment establishing the limit state of yielding (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 X 1 XP 1 MYnc := MPY — [MPY — (•7.FY.SY)]1 Mync = 217. l •kip • in (c) For section with slender flanges .69.Es Fry :_ bf 2•tf 2 Fcry = 150.8•ksi Mys := Fcry Sy Weak Axis Limit State ="FLB" Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Iviny =4217:1 .kip -in Nominal flexural strength for weak axis bending , Design weak axis flexural strength for use with tOb; Tviny = 195:4.•kip•i factored loading Page 6 of 9 484 of 571 4104 • Alo U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: K83 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pc := min(4c•Pn,(1)c•Pn.red) Mrx := Mxmax Mry := Mymax MeX := (1)b'Mnx Mcy := (1)b•Mny Pr X := —Pc Pr (a) Where -- > .2 Pc P (b) Where -- < .2 Pc Pr = 29.0 -kip Pc = 138.9- kip Mrx = 124.0•kip- in Mry = 10.0•kip•in MeX = 457.5•kip- in Mcy = 195.4•kip•in Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength X = 0.2 Parameter used to detemine proper force combination Pr 8Mrx M H1 la:=—+— —+ rY Pc 9 Mcx Mcy H1 lb := Pr Mrx — + + 2Pc Mcx Unity_Check := if (x .2,H1_1a,H1_1b) Mry Mcy iity' _Che kV= 0.50 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 485 of 571 404. Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K83 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions (Ov yd := 1.0 Ov.b 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Ate, := d•tw Ate, = 1.4•in2 (a) Yielding Cv yd := 1.0 (b) Buckling kv:=5 h kv•E (i) For < 1.10 F w y LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24 t� Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv•E h kv•E kv•Es (ii) For 1.10 < — < 1.37 F t� F Y Y C 1.10 FY tw h kv•E (iii) For -h > 1.37 kv•Es t w FY Cv.b.iii := 1.51 �v y = 1.0 Cv y = 1.000 Vn.y := 0.6•Fy•Aw•Cv.y Limit_State_Shear = "Yielding" yl =4.1 `3 kipi yYtyY= 41 :kilt h (J2 tw FY Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 8 of 9 486 of 571 93.4 kip 4.46 4414fr U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: K83 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slenderness limit. bf — = 23.0 tf (1)v.x (I)v.yd Cv.x := Cv.yd Af bf'tf must be less than (I)v.x = 1.0 Cv x = 1.000 Af = 1.6•in2 2.24 I F = 53.9 JY Vn.x := 0.6•Fy•(2Af)'Cv.x Vn.x -93.4-kip .x' LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 tom, Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with factored loading Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Stong Axis Weak Axis (pvyVny=41.3•kip (I)v.x'Vn.x = 93.4•kip Vymax = 2.0 kip Vxmax = 0.2 kip Required Bolts Vymax = 0.2 (1)Rn.b Vxmax - 0.0 4Rn.b Page 9of9 487 of 571 47316 11‘. Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: K84 Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: K84 Design for Wide Flange Column Member Cross-section Inputs: ;W6 X15}- Ag := 4.43•in2 IX := 29.1 in4 Iy := 9.32•in4 Material Inputs: F := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 272in Lbx := 99in Lby := 272in Kx := 1 K := 1 PC := 82.6•kip d := 5.99in Sx := 9.72•in3 Sy := 3.11 • in3 Es := 29000•ksi tom,:= 0.230•in Zx := 10.8•in3 Zy := 4.75•in3 length of member Based on AISC SCM 13th ed.(2005) bf := 5.99•in rx := 2.56•in ry := 1.45 -in tf := 0.260•in Jt := 0.101 in4 Com, := 76.5in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied Factored Compression Force kdes 0.510in Page 1 of 3 488 of 571 ice U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: K84 Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: Cha • ter E: Desi • n of Members for Com • ression El. General Provisions (I)c :_ .90 E2. Slenderness Limitations := Kx'Lbx x r Y Ky• Lby = 68.3 ' rx "y = 106.3 if < 200 OK B4. Classification of Sections for Local Buckling bf b := — 2 b = 11.5 tf Es Ar3 := .56. •F y LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 3.0•in Flange width for Case 3 in Table B4.1 Xr3 = 13.5 Case3_Check = "Flange OK" h := d - (2•kdes) h = 21.6 tom, T�`r10 y Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 5.0•in Web height for Case 10 in Table B4.1 Xr10 = 35.9 Case10 Check = "Web OK" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements 'I'max := max(`I'x, "y) "max = 106.25 Fe :_ 2 4' max Tr2' Es Fe = 25.35•ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 3 489 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: K84 Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: FY F Fc1:= `.658 e •FY Fcr := if `I'max 4.71 Fn := Fcr Ag Unity Check: Es c1,Fc2• 1Y Fc2:_ .877Fe Critical stress equations Fcr = 21.9•ksi Flexural Buckling Stress (1)c• 87.3`kip PC = 82.6•kip PC — 0.95 (1)c*Pn Design Compressive Strength of Column Without Slender Elements > Pc OK Required compressive strength Okay if less than 1 Page 3 of 3 490 of 571 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Louver Panel Shear Plate Date of Creation: January 18, 2008 Approved By: Approval Date: Design for Louver Panel Shear Plate Plate Cross-section Inputs: PL 112" x 20" x 0.25" Ag := 5.0•in2 Material Inputs: F := 36•ksi Fu := 58•ksi Analysis Inputs: Vymax := 19.0kip c13.12.n b := 11.1kip d := 20.0in Es := 29000•ksi Based on AISC SCM 13th ed.(2005) tw := 0.25.in hp := 112•in Applied maximum Factored shear (absolute value) Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt in an oversize hole Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling,' Post buckling strength due to tension field action is conservatively, not considered below, but could be included by using the provisions in G3 G1. General Provisions (13.v.yd := 1.0 (I)v.b := 0.9 LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw := d•tw Aw = 5.0 int Shear area of web (a) Yielding Web shear coefficient when h < 2.24 CV.yd := 1.0 tw FY (b) Buckling kv := 5 h kv•E (i) For — 1.10 tw Fy Cv.b.i := 1.0 Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Page 1 of 3 491 of 571 1111 •ice U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Louver Panel Shear Plate Approved By: Approval Date: kv•E h (ii) For 1.10 < — < 1.37 kv• E F t Fy Y w h kv•E (iii) For -h > 1.37 tw FY (c) Governing Resistance ivy= 0.9 Cv y = 0.873 Vn y := 0.6•Fy•Aw•Cv.y Vn y =' 94.2 kip Limit State Shear ='Buckling Unity Check kv•Es FY Cv.b.h 1.10 d Cv.b.iii 1.51 y Vn.y 84.8 kip Vymax = 19.0 kip 0.22 tw kv.Es d 2 tw/ FY Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Required strength Unity check: less than 1 is okay;', Required Number of Bolts and Weld Size for Vertical Connection to W -shape The shear plate is attached along the two long vertical dimensions with bolts to the 4 inch leg of 4x3x0.375 angle, which has the 3 inch leg welded to the flanges of W -shape columns. The shear force to transfer to the vertical connections is determined by multiplying the horizontal shear above by the ratio of the vertical length o the connection to the horizontal length of the plate. Bolted Connection h Vv.max d •Vymax Vv.max = 106.4 kip Vv.max Nb Nb = 9.6 (ORn.b Le := 2in Sb :_ Nb hp - 2•Le Sb= 11.3 in Vertical shear force to transfer to connections Required number of bolts to transfer force Edge distance from end of plate to center of holes Maximum bolt spacing Page 2 of 3 492 of 571 �i�.i U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Louver Panel Shear Plate Approved By: Approval Date: Welded Connection 1:13'v.w 0.75 Fexx 70ksi Dw := 0.25in Fexx rn.w •.= 0.6 V 2 14;iv.w.rn.w = 22.3 ksi Law := 3 in Mc •= uv.max 2 La.wl 2 2 J Iw La.w Iw := 2 Sw := Lam Av.w cv.w. rn.w 2 Vv.max Mc + — 2 Sw Lw :_ Dw Avw hp – 2.1in Sw.2 Lw 2in rnw= 29.7 ksi Mc = 159.6 kip•in Iw = 4.5 in2 Sw= 3.0 in Av.w = 4.8 in2 Lw= 19.1 in 2 12.9111 LRFD factor for shear on a fillet weld Weld strength Minimum weld size for the flange of the W -shape Nominal strength of fillet weld Design strength stress of fillet weld Leg dimension of welded angle Moment on weld group due to eccentricity of load Moment of inertia of weld group Section modulus of weld group Required area per weld line Required length of weld per line Required c -to -c spacing for 2 inch skip welds Use 0.25 inch fillet welds on each side of the angle with 2 inch on 8 inch skips. Page 3 of 3 493 of 571 KYVJENTURE FORMED METAL DECK CALCULATIONS <�( <<< ( UNI -SYSTEMS 14R4-4.3 STRUCTURAL STEEL CALCULATIONS JUSTIN WALDRON, P.E. UNI -SYSTEMS, LLC JANUARY 21, 2008 494 of 571 •44 44. U n i -Systems SkyVenture Date of Creation: December 2007 14R4-4.3 Steel Frame Design Evaluation for: Approved By: Observation Deck Design Approval Date: Composite Decking Design - Observation Deck General Floor System Parameters LB := 72ft DB := 33ft Htrib := 15ft Lp.max 92in Lp A,p := 92in is := 5in fc := 3ksi Lp.max = 7.67 ft LpA,p=7.67ft Applied Gravity and Wind Loads (unfactored) WD.0 := 60psf WD.S := 3psf wL := 100psf Length of building for floor diaphragm action Depth of building for floor diaphragm action Tributary height for wind load on floor diaphragm Maximum deck pan span length Typical deck pan span length Overall thickness of composite slab Compressive strength of normal weight concrete Dead load of concrete Dead Toad of steel decking Live load WW.lateral 31.6psf Lateral wind load at floor height Design Method The steel decking was selected based on the above loads along with design tables from a typical steel decking manufacturer (note that capacities vary slightly between manufacturers, and the Engineer of Record must verify with the selected manufacturer of the deck pans that the necessary capacity is provided). The resulting steel decking is: 2 inch depth x 12 inch rib spacing x 20 Ga. galvanized steel composite deck Welded wire fabric 6x6 - WI.4xW1.4 at a depth of 1 inch from the top of the concrete The required welds are based on the requirements for diaphragm load transfer. Calculations for these are provided below along with a summary of the resulting weld requirements. Arc puddle welds are assumed to be a minimum of 5/8 inch diameter. Strength calculations for the welds are based on the ASD provisions in the AISI North American Specification for the Design of Cold -Formed Steel Structural Members (2001). The steel pan is assumed to have a yield strength of 33 ksi and an ultimate strength of 45 ksi. The weld strength is assumed to be a minimum of 60 ksi. Since some of the Observation Deck structural beams are designed to be composite, arc studs have been used inplace of arc puddle welds for attachment to those members. Weld Strength Calculations Fxx := 60ksi F := 33ksi Fu := 45ksi Minimum weld strength Yield strength of steel pan Ultimate strength of steel pan t := 0.0358in Total combined sheet metal thickness (single 20 Ga) d := 0.625in Visiable diameter of weld Page 1 of 3 495 of 571 1110 .46 Oo • Uni-Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Observation Deck Design Approved By: Approval Date: de := min(0.55•d,0.7•d — 1.54) da:=d — t Shear Strength Vn.wl •= 0.75 4 �de2 Fxx 2.20•t•da'Fu Vn.w2 Vn.wl Vn.w2 Vw.all min 2.55 2.20 Tensile Strength Pn.w l 7r•de 2 4 Fxx F 2 Pn.w2:= 0.8• u •t•da•Fu Fy /Pn.w l Pn.w2 Pw.all min` 2.50 2.50 Pw.sl.a11 0•7Pw.a11 de = 0.3438 in da = 0.5892 in Vn.wl = 4.176 kip Vn.w2 = 2.088 kip Vw.all = 0.949 kip = 5.568 kip Pn.wl 1.412 kip Pn.w2 = Pw.a11 = 0.565 kip Pw.sl.all = 0.395 kip Design of Steel Roof Deck for Lateral Wind Loads 2 Mmax `�W.lateral'Htrib'LB Mmax = 3685.8 kip•in 8 Mmax Fchord gchord schord DB Fchord LB 2 Vw.all gchord WW.lateral' Htrib' LB Vmax 2 Fchord = 9.31 kip Effective diameter of fused area at shear plane Average diameter of weld at mid -thickness of t Shear strength based on weld Shear strength based on steel pan Allowable shear per arc puddle weld Tensile strength based on weld Tensile strength based on steel pan Allowable tension per arc puddle weld Allowable tension per arc puddle weld at side laps i.e., edge connections to structural steel Maximum moment in roof diaphragm at midspan Chord force due to roof diaphragm action gchord = 0.259 kiftp Required shear transfer along chords stglowleA Vmax = 17.06 kip Maximum weld spaclr�ig a longchords Maximum shear in roof diaphragm at ends Page 2 of 3 496 of 571 ••11 •• • Uni-Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: Observation Deck Design Approval Date: Vmax (lends - DB uw.all sends := (lends gends = 0.517 ft se Required shear transfer at end beams Maximum "wee d.spacinglalongr'end beams To achieve the required shear forces in the diaphragm structure, the manufacturer requires the following: Side seams between pans: attached at 36 inches on center Support attachment: 3 arc puddle welds per 36 inch wide pan with minimum 0.5 inch diameter welds Side lap attachment: Maximum spacing of 36 inches for attachment to chords In addition, the average maximum spacing of welds for the interior ribs is 12 inches, with the maximum spacing being 18 inches. Summary of Roof Decking Design Decking: 2 inch deep rib x 12 inch rib spacing x 20 Ga. galvanized steel composite deck Welded wire fabric 6x6 - W1.4xW1.4 at a depth of 1 inch from the top of the concrete Attachments: Intermediate and End Support attachment: 5/8 inch diameter arc puddle welds or 5/8 inch diameter arc studs at 12 inches on center Side seams between adjacent pans: attached at 36 inches on center Side lap attachment (i.e., to chords): 5/8 inch diameter arc puddle welds at 24 inches on center Around openings: attachment at maximum spacing of 12 inches Page 3 of 3 497 of 571 dik° Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Plenum Deck Design Approval Date: Composite Decking Design - Plenum Deck General Floor System Parameters LsP := 78in Lsp = 6.5041 is := 4in fc := 3ksi Applied Gravity Loads (unfactored) wD.0 50psf wD.S := 3psf wL := 100psf Decking span length, i.e., beam to beam spacing Overall thickness of composite slab Compressive strength of concrete Dead Toad of concrete Dead load of steel decking Live load Design of Composite Steel Deck for Gravity Loads The steel decking was selected based on the above loads along with design tables from a typical steel decking manufacturer (note that capacities vary slightly between manufacturers, and the Engineer of Record must verify with the selected manufacturer of the deck pans that the necessary capacity is provided). The resulting steel decking is: 1.5 inch depth x 12 inch (or 6 inch) rib spacing x 20 Ga. galvanized steel composite deck Welded wire fabric 6x6 - WI.4xW1.4 at a depth of 1 inch from the top of the concrete The required welds are based on the minimum requirements for composite decking stability. Arc puddle welds are assumed to be a minimum of 5/8 inch diameter. The weld strength is assumed to be a minimum of 60 ksi. Since the Plenum Deck structural beams are designed to be composite, arc studs have been used inplace of arc puddle welds for attachment to those members. Attachments: Intermediate and End Support attachment: 5/8 inch diameter arc puddle welds or 5/8 inch diameter arc studs at 12 inches on center Side seams between adjacent pans: attached at 36 inches on center Side lap attachment (i.e., to chords): no chords in layout Around openings: attachment at maximum spacing of 12 inches Page 1 of 1 498 of 571 Allowable tensile resistance of system +401$ 4114A U n i -Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: Flow Path Decking Design Approval Date: Decking Design - Flow Path Lining General Floor System Parameters Lp AYp := 78in Lp t p = 6.50 ft Maximum deck pan span length Applied Loads (unfactored) 'max l0psf Maximum tension force on pan due to self -weight and air flow Design Method The steel decking was selected based on the above loads along with design tables from a typical steel decking manufacturer (note that capacities vary slightly between manufacturers, and the Engineer of Record must verify with the selected manufacturer of the deck pans that the necessary capacity is provided). The resulting steel decking is: B -Deck - 1.5 inch depth x 36 inch wide coverage x 22 Ga. steel deck Includes a 20 Ga. sheet metal liner The required attachments are based on the requirements for tensile pulloff. Calculations for these are provided below. Strength calculations for the attachments are based on the ASD provisions in the AISI North American Specification for the Design of Cold -Formed Steel Structural Members. Nominal strength values below were pulled from a table provided in the SDI Roof Deck Construction Handbook (2000). The steel pan is assumed to have a yield strength of 33 ksi and an ultimate strength of 45 ksi. Screws are assumed to be #12 screws with head diameters of 0.400 inches. For the attachment of the decking to the structural steel, pullover is assumed to control the resistance of the screw connections. Note that this is not the case for the liner connected to the decking, where pull through will govern the screw connection (calculations for liner screws not provided here). Resistance Provided by Decking s f := 12in Pall 8001bf Pall = 266.7 lbf 3.0 Cd := 3ft Cd k := — sf k' Pall Uall := C L d p.typ k=3 41,Obsf' Spacing of fasteners Allowable pullover strength for #12 screw Cover width of deck pan Effective number of connectors per deck cover width This resistance is'much greater than the 10 psf expected, but is provided to prevent chatter in the air flow that could result with larger, fastener spacings. Page 1 of 1 499 of 571 110 •4014 .40 Uni-Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: High Roof Decking Design Approval Date: Roof Decking Design High Roof General Floor System Parameters LB := 99ft DB := 33ft Htrib 9ft Lp.max := 157in Lp A,p := 150in Lp.max = 13.08 ft Lptyp= 12.50ft Applied Gravity and Wind Loads (unfactored) wD:= l0psf ws := 37.8psf wRL := 20psf qh := 36.6psf WWuplift.Z] 1.58•gh WWuplift.Z2 2.48•gh wWuplift.Z3 3.38•gh WW.lateral 40.4psf WWuplift.Z1 = 57.8psf WWuplift.Z2 = 90.8 psf WWuplift.Z3 = 123.7 psf Length of building for roof diaphragm action Depth of building for roof diaphragm action Tributary height for wind load on roof diaphragm Maximum roof deck pan span length Typical roof deck pan span length Dead load of decking, insulation, and membrane Snow load Roof live load (note that snow load governs) Velocity pressure at high roof height (ASCE 7-05) Wind uplift load in Zone 1 for fasteners (ASCE 7-05) Wind uplift load in Zone 2 for fasteners (ASCE 7-05) Wind uplift load in Zone 3 for fasteners (ASCE 7-05) Lateral wind load at roof height Design Method The steel decking was selected based on the above loads along with design tables from a typical steel decking manufacturer (note that capacities vary slightly between manufacturers, and the Engineer of Record must verify with the selected manufacturer of the deck pans that the necessary capacity is provided). The resulting steel decking is: N -Deck - 3 inch deep rib x 24 inch wide coverage x 18 Ga. steel roof deck The required welds are based on the requirements for diaphragm Toad transfer and wind uplift. Calculations for these are provided below along with a summary of the resulting weld requirements. Arc puddle welds are assumed to be a minimum of 5/8 inch diameter. Strength calculations for the welds are based on the ASD provisions in the AISI North American Specification for the Design of Cold -Formed Steel Structural Members (2001). The steel pan is assumed to have a yield strength of 33 ksi and an ultimate strength of 45 ksi. The weld strength is assumed to be a minimum of 60 ksi. Weld Strength Calculations Fxx := 60ksi Fy := 33ksi Fu := 45ksi t := 0.0474in Minimum weld strength Yield strength of steel pan Ultimate strength of steel pan Total combined sheet metal thickness (single 18 Ga) Page 1 of 5 500 of 571 Oo • Urli-Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: High Roof Decking Design Approval Date: d := 0.625in de := min(0.55•(1,0.7•d - 1.51) da := d - t Shear Strength 'rr de2 Vn.wl 0.75 'Fxx 2.20•t•da•Fu un.w2 "Vn.wl Vn.w2 Vw.all := m11\ 2.55 ' 2.20 Tensile Strength Trde2 Pn.wl 4 Fxx F 2 Fa Pn.w2 := 0.8• •t•da'Fu Y rPn.w1 Pn.w2 Pw.all min{i 2.50 2.50 Pw.sl.all 0•7Pw.a11 Visiable diameter of weld de = 0.3438 in Effective diameter of fused area at shear plane da = 0.5776 in Va.wl = 4.176 kip Va.w2 = 2.710 kip Vw.all = 1.232 kip = 5.568 kip Pn.wl 1.833 kip Pn.w2 = Pw.a11 = 0.733 kip Pw.sl.all = 0.513 kip Design of Steel Roof Deck for Lateral Wind Loads 2 w'W.lateral' Htrib' LB Mmax := 8 Mmax Fchord= DB Fchord qchord LB _2 schord Vmax 2 Vw.all qchord w'W .lateral' Htrib' LB Average diameter of weld at mid -thickness of t Shear strength based on weld Shear strength based on steel pan Allowable shear per arc puddle weld Tensile strength based on weld Tensile strength based on steel pan Allowable tension per arc puddle weld Allowable tension per arc puddle weld at side laps i.e., edge connections to structural steel Mmax = 5345.5 kip -in Maximum moment in roof diaphragm at midspan Fchord = 13.50 kip Chord force due to roof diaphragm action qchord = 0.273 —kip Required shear transfer along chords ft ,1 ctior 4.2 m Vmax = 18.00 kip Maximum. weldlspacingJalo g chord Maximum shear in roof diaphragm at ends Page 2 of 5 501 of 571 04410 U n i -Systems AO SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: High Roof Decking Design Approval Date: Vmax gends= B sends Vw.all gends gends = 0.545 kip ft ends =27.lin Required shear transfer at end beams Maximum weld spacing alon end beams To achieve the required shear forces in the diaphragm structure, the manufacturer requires the following: Side seams between pans: 1.5 inch seam welds at 24 inches on center Support attachment: 4 arc puddle welds per pan with minimum 0.5 inch diameter welds Side lap attachment: Maximum spacing of 36 inches for attachment to chords Design of Steel Roof Deck for Wind Uplift Loads a := max(0.10•min(LB,DB),3ft) DB a = 3.30 ft LB Uplift zone definition parameter 3 2 2 3 1 3 2 2 3 2a For Intermediate Beams (length of DB): Zone 1 WI.trib Lp.max WI.trib = 13.08 ft guplift.I WWuplift.Z1'Wl.trib Pw.all suplift.I guplift.I gupiift.I = 0.757 kip ft suplift. a Maximum tributary width for welds I 2a a Required tension force along Intermediate beams = 1.61n Maximum weld spacing along Intermediate beams Page 3 of 5 502 of 571 -.40$ 44A U n i -Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: High Roof Decking Design Approval Date: For Perimeter Beams along LB: WP.L.trib := a Zone 2 quplift.P.L2 :=WWuplift.Z2'WP.L.tribquplift.P.L2 = 0.300 ft kip Pw.sl.all WP.L.trib = 3.30 ft Tributary width for welds suplift.P.L2 quplift.P.L2 Zone 3 auplift.P. Required tension force along Perimeter beams Z2 = 20.6 in Maximum weld spacing along intermediate beams Z2 kip quplift.P.L3 WWuplift.Z3'WP.L.trib quplift.P.L3 = 0.408 ft Required tension force along Perimeter beams Z3 ft Pw.sl.a11 suplift.P.L3 quplift.P.L3 For Perimeter Beams along DB: WP.D.trib a WP.D.trib = 3.30 ft WP.D.tribl:= 2 Zone 2 & 1 3 = 15.1 in Maximum weld spacing along intermediate beams Z3 Tributary width for Zones 2 and 3 p.ryp WP.D.trib WP.D.tribl = 2.95 ft Tributary width for Zone 1 quplift.P.D2 WWuplift.Z2' WP.D.trib + WWuplift.Z1' WP.D.trib l quplift.P.D2 = 0.470 kip Required tension force along Perimeter beams Z2 ft suplift.P.D2 Zone 3 & 1 %plift.P.D3 WWuplift.Z3' WP.D.trib + WWupiift.Z1' WP.D.trib1 quplift.P.D3 = 0.579 1613 Required tension force along Perimeter beams Z3 ft Pw.a11 quplift.P.D2 sup! P.D2 = 1 7 in Maximum weld spacing along intermediate beams Z3 Pw.all suplift.P.D3 quplift.P.D3 suptift.P.D3 5.2 in Maximum weld spacing along intermediate beams Z3 Page 4 of 5 503 of 571 +:moi 40 Un i -Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: High Roof Decking Design Approval Date: Maximum Allowable Weld Spacing for Beams based on Interaction of Shear and Tension For Intermediate Beams (length of DB): SI := 1.5 sends) / -2 suplift.I� 9.9 in For Perimeter Beams along LB (i.e., chords): sL2 / 1 1.5 / 1 schord suplift.P.L2 ) 1 schord) 1.5 ( 1 suplift.P.L3) SL3 = 13.7 —2 1.5 3 —2 1.5 3 Required eld', spacing along Intermediate Beams 2 =17,9 i/1 Required weld spacing along Chords in Zone 2 n Required weld spacing along Chords in Zone 3 For Perimeter Beams along DB (i.e., end supports): sD2 :_ sends) sD3 1.5 sends ) / 1 ( 1 suplift.P.D2) 1 suplift.P.D3) -2 1.5 3 -2 1.5 3 sD2 _ '1 Required weld spacing along Edge Bea s in Zone 2 3 = 12.0 in Required weld spacing along Edge Beams in Zone 3 Summary of Roof Decking Design Decking: 3 inch deep rib x 24 inch wide x 18 Ga. steel roof deck (8 inch rib spacing) Attachments: Intermediate and End Support attachment: 5/8 inch diameter arc puddle welds at 8 inches on center Side seams between adjacent pans: 1.5 inch seam welds at 24 inches on center Side lap attachment (i.e., to chords): 5/8 inch diameter arc puddle welds at 12 inches on center Around openings: attachment at maximum spacing of 8 inches Page 5 of 5 504 of 571 +1044 Uni-Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: Low Roof Decking Design Approval Date: Roof Decking Design - Low Roof General Floor System Parameters LB := 72ft DB := 33ft Htrib 8ft Lp.max := 92in Lp tp := 92in Lp.max = 7.67•ft Lp A,p = 7.67.ft Applied Gravity and Wind Loads (unfactored) wD:= l Opsf ws := 35.0psf w� := 20psf qh := 30.9psf WWuplift.Z l 1.58 • qh WWuplift.Z2 2.48•gh wWuplift.Z3 3•38•gh WW.lateral 34. I psf Design Method wWuplift.Z1 = 48.8•psf WWuplift.Z2 = 76.6•psf WWuplift.Z3 = 104.4.psf Length of building for roof diaphragm action Depth of building for roof diaphragm action Tributary height for wind Toad on roof diaphragm Maximum roof deck pan span length Typical roof deck pan span length Dead load of decking, insulation, and membrane Snow load Roof live load (note that snow Toad governs) Velocity pressure at low roof height (ASCE 7-05) Wind uplift load in Zone 1 for fasteners (ASCE 7-05) Wind uplift load in Zone 2 for fasteners (ASCE 7-05) Wind uplift Toad in Zone 3 for fasteners (ASCE 7-05) Lateral wind load at roof height The steel decking was selected based on the above loads along with design tables from a typical steel decking manufacturer (note that capacities vary slightly between manufacturers, and the Engineer of Record must verify with the selected manufacturer of the deck pans that the necessary capacity is provided). The resulting steel decking is: N -Deck - 3 inch deep rib x 24 inch wide coverage x 18 Ga. steel roof deck The required welds are based on the requirements for diaphragm load transfer and wind uplift. Calculations for these are provided below along with a summary of the resulting weld requirements. Arc puddle welds are assumed to be a minimum of 5/8 inch diameter. Strength calculations for the welds are based on the ASD provisions in the AISI North American Specification for the Design of Cold -Formed Steel Structural Members (2001). The steel pan is assumed to have a yield strength of 33 ksi and an ultimate strength of 45 ksi. The weld strength is assumed to be a minimum of 60 ksi. Weld Strength Calculations Fxx := 60ksi F := 33ksi Fu := 45ksi t := 0.0474in Minimum weld strength Yield strength of steel pan Ultimate strength of steel pan Total combined sheet metal thickness (single 18 Ga) Page 1 of 5 505 of 571 4 • 4 to U n i -Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Low Roof Decking Design Approved By: Approval Date: d := 0.625in de := min(0.55•d,0.7.d — 1.51) da := d — t Shear Strength Vn.wl •= 0.75 4 lrr de2 Fxx 2.20.t•da'Fu Vn.w2 f Vn.wl Vn.w2 Vw.ali min\ 2.55 2.20 Tensile Strength Pn.w1 7t. de2 4 Fxx Pn.w2 0.8{H2." •F a u /Pn.wl Pn.w2 Pw.all min2.50 2.50 Pw.sl.all 0.7Pw.a11 de = 0.3438•in Visiable diameter of weld Effective diameter of fused area at shear plane da = 0.5776•in Average diameter of weld at mid -thickness of t Vn wl = 4.176•kip Vn.w2 = 2.710•kip Vw.all = 1.232•kip Shear strength based on weld Shear strength based on steel pan Allowable shear per arc puddle weld Pn wl = 5.568•kip Tensile strength based on weld Pn.w2 = 1.833•kip Tensile strength based on steel pan Pw.all = 0.733 •kip Allowable tension per arc puddle weld Pw.sl.a11 = 0.513•kip Design of Steel Roof Deck for Lateral Wind Loads 2 wW.lateral' Htrib' LB Mmax := 8 Mmax Fchord DB Fchord gchord LB schord Vmax := 2 2 Vw.all gchord wW.lateral' Htrib' LB Allowable tension per arc puddle weld at side laps i.e., edge connections to structural steel Mmax = 2121.3•kip•in Maximum moment in roof diaphragm at midspan Fchord = 5.36•kip Chord force due to roof diaphragm action gchord = 0.149• k'Required shear transfer along chords ft ,4499 gchori� Vmax = 9.82•kip Maximum weld spacing along ctjor"ds Maximum shear in roof diaphragm at ends Page 2of5 506 of 571 U n i -Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: Low Roof Decking Design Approval Date: Vmax 'lends DB Vw.all sends gends gends = 0.298 • 49.7•in kip ft Required shear transfer at end beams Maximum weld spacing along end beams To achieve the required shear forces in the diaphragm structure, the manufacturer requires the following: Side seams between pans: 1.5 inch seam welds at 24 inches on center Support attachment: 2 arc puddle welds per pan with minimum 0.5 inch diameter welds Side lap attachment: Maximum spacing of 36 inches for attachment to chords Design of Steel Roof Deck for Wind Uplift Loads a := max(0.10•min(LB,DB),3ft) DB a = 3.30•ft Uplift zone definition parameter LB 3 2 2 3 1 3 2 2 3 2a. For Intermediate Beams (length of DB): Zone 1 Wl.trib := Lp.max WLtrib = 7.67•ft guplift.I WWuplift.Z 1 • Wl.trib pw.a11 suplift.I guplift.I a Maximum tributary width for welds 2a a guplift.I = 0.374•1-3 Required tension force along Intermediate beams ft supiif 23,5.E Maximum weld spacing along intermediate beams Page 3 of 5 507 of 571 23.7•in •4.i U n i -Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: Low Roof Decking Design Approval Date: For Perimeter Beams along LB: WP.L.trib a Zone 2 quplift.P.L2 WWuplift.Z2' WP.L.trib quplift.P.L2 = 0.253. WPft Required tension force along Perimeter beams Z2 Pw.s1.a11 WP.L.trib = 3.30•ft Tributary width for welds suplift.P.L2 Zone 3 quplift.P.L3 wWuplift.Z3' WP.L.trib quplift.P.L3 = 0.345. kipftRequired tension force along Perimeter beams Z3 Pw.s1.a11 quplift.P.L2 suplift.p L2 = 24.4•in ximum weld spacing along intermediate beams Z2 suplift.P.L3 quplift.P.L3 pi ift.P.L3 = 17.9=in Maximum weld spacing alone For Perimeter Beams along DB: WP.D.trib a WP.D.trib = 3.30•ft W LPAYP W P.D.tribl 2 P.D.trib ntermediate beams Z3 Tributary width for Zones 2 and 3 WP.D.tribl = 0.53•ft Tributary width for Zone 1 Zone 2 & 1 quplift.P.D2 WWuplift.Z2'WP.D.trib+wWuplift.Z1'WP.D.tribl quplift.P.D2 = 0.279' kkiP Required tension force along Perimeter beams Z2 ft suplift.P.D2 Suplift.l?.D2 = 31.5•itt Maximum weld spacing along intermediate beams Z3 Pw.all quplift.P.D2 Zone 3 & 1 quplift.P.D3 WWuplift.Z3'WP.D.trib + WWuplift.Z1'WP.D.trib1 quplift.P.D3 = 0.371. ft Required tension force along Perimeter beams Z3 suplift.P.D3 Pw.a11 quplift.P.D3 suplifit .D3 Maxie um w� d spacing along intermediate beams Z3 Page 4 of 5 508 of 571 Uni-Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: Low Roof Decking Design Approval Date: Maximum Allowable Weld Spacing for Beams based on Interaction of Shear and Tension For Intermediate Beams (length of DB): / 1 1.5 1 \ 1.5 sI :_ + sends suplift.I.1 _ —2 3 19. For Perimeter Beams along LB (Le., chords): sL2 5L3 := schord 1 suplift.P.L2 -2 1.5 3 1 -2 3 Required weld pacing along intermediate Beams sL2=22.6.in Required weld spacing 1 1.5 1 1.5 ) schord suplift.P.L3 s 3 =',17.0.in Required weld For Perimeter Beams along DB (i.e., end supports): sD2 := sD3 1.5 ( sends suplift.P.D2 1 1 sends - 2 1.5 3 1.5 1.5 suplift.P.D3 1 - 2 3 sD2 long Chords in Zone 2 ing along Chords in Zone 3 4.4•it Required weld spacing along Edge Beams in Zone 2 sD3 = 19.b iu Required weld', spacing along Edge Beams in Zone 3 Summary of Roof Decking Design Decking: 3 inch deep rib x 24 inch wide x 18 Ga. steel roof deck (8 inch rib spacing) Attachments: Intermediate and End Support attachment: 5/8 inch diameter arc puddle welds at 16 inches on center Side seams between adjacent pans: 1.5 inch seam welds at 24 inches on center Side lap attachment (i.e., to chords): 5/8 inch diameter arc puddle welds at 18 inches on center Around openings: attachment at maximum spacing of 12 inches Page 5 of 5 509 of 571 S KYVENTURE STEEL FRAME CONNECTIONS CALCULATIONS <<<''<- UNI -SYSTEMS 14R4-4.3 STRUCTURAL STEEL CALCULATIONS JUSTIN WALDRON, P.E. UNI -SYSTEMS, LLC JANUARY 21, 2008 510 of 571 *4# U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Extended Plate Connection Approval Date: (4 bolts) Extended Plate Connection Design (6 Bolts) Based on AISC SCM 13th ed.(2005) This calculation sheet provides the minimum strength for an extended single plate shear connection for an I-beam connected with 4 bolts. Bolts are assumed to be 0.875 inch diameter A325 in standard holes, thus providing a bearing connection as described by AISC SCM (2005). The plates are welded to the supporting member with an eccenticity to the bolts of approximately 6 inches. I. General Parameters A. Plate Cross-section Inputs: PL 12 x 7.5'k 0.375" Lb := 7.5in to := 0.375•in B. Material Inputs: Fy 36 := 36ksi Fu.36 := 58ksi Fy 50 := 50ksi Fu.50 65ksi Fexx 70ksi Es := 29000ksi C. Analysis Inputs: 5 Dw := 8 •ta train Nb := 4 sb := 3in db := 0.875 in dh := 0.9375in dh.d := dh + • 116 in tv, := 0.295 in Lev := 1.5in dh.d Lev := Lev — Leh := 1.Sin Lch := Leh — 2 dh.d 2 3.09ksi(Dw•16) Fu.50 Dom, = 0.234•in train = 0.18 • in Length of bolted leg and thickness of connection plate Minimum leg dimension of fillet weld per side of plate to develop full strength of connection plate Minimum support member thickness to develop weld on a single side of the member Number of bolts in connection Vertical spacing of bolts Diameter of bolt Diameter of bolt hole (standard) Diameter of bolt hole assuming damage due to dh.d = 1'in punching of hole Minimum thickness of web for connected beam Vertical edge distance from center of hole to edge of member Vertical clear distance from edge of hole to edge of member Horizontal edge distance from center of hole to edge of member Horizontal clear distance from edge of hole to edge of member Total length of connection plate Lcv = 1.000 • in Lch = 1.000 • in La [(Nb — 1) sb + 2•LeV] La = 12•in Page 1 of 5 511 of 571 1011 040 U n i -Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: Extended Plate Connection Approval Date: (4 bolts) 11. Strength of Bolts A. Shear Strength of Bolts (AISC J.3.6) (I)b.v :_ .75 Ab rr db2 4 Fb v := 48ksi Rn.v := Ab'Fb.v Ab = 0.601 • in2 Rn.v = 28.86 -kip Rn.v = 21,65.kip B. Bearing Strength at Bolt Holes (AISC J3.10) (1)brg := .75 Rn.brg.1 2.4 db min�t� Fu.50,ta'Fu.36) 4brg"Rn.brg.1 = 30.20•kip Rn.brg.2 := min(1.2•Lcv.min(tw•Fu.50,ta'Fu.36),Rn.brg.l (ba .brg. = 17.26.kip C. Reduction Factor on Bolts due to Eccentricity of ea := Lb - Leh ea = 6•in �sb12 (3'sb1 Jb:=2_\2) +\ 2 J f - 1 v.y ' Nb 1•ea•(1.5•sb) fm.x J ff fv y 2 0.5 (fV.Y2 + fm.x ) fvy= 0.250 fm.x = 0.600 Jb = 45•in2 0.385 Resistance factor used for shearing of bolt steel Nominal area of unthreaded bolt Nominal shear stress of bolt assuming threads NOT excluded from shear plane Nominal shear strength of one A325 7/8" diameter bolt with the threads in the shear plane Design shear strength per bolt Resistance factor used for the limit state of bearing Maximum. Bearing strength' Bearing strength for top bolts Connection Eccentricity from weld to bolt line Polar moment of inertia for bolt group Vertical shear factor per bolt due to reaction force Maximum horizontal shear factor per bolt due to moment on bolt group Maximum shear factor per bolt: multiply individual bolt strengths by this factor to get reduced vertical shear strengths accounting for eccentricity. Page 2 of 5 512 of 571 44110'44 4.40 Uni-Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: Extended Plate Connection Approval Date: (4 bolts) III. Shear Limit State of Connecting Elements (AISC J4.2) s.y := 1.0 d)s.r := 0.75 [2Lev + (Nb — 1)• Lgv.ssb] Lnv.s Lgv.s — Nb•dh.d A. Connection Plate Rn.s.al 0.6•Fy.36'Lgv.s'ta Rn.s.a2 0.6•Fu.36'Lnv.s'ta Resistance factor for limit state of shear yielding Resistance factor for limit state of shear rupture Lgv.s = 12.000•in Gross length subject to shear Lnv.s = 8.000•in Net length subject to shear Rn.s.a1 = 97.2•kip Nominal strength of angle for shear yielding = 104.4 kip Nominal strength of angle for shear rupture Rn s d)Rn.s.a min(4s.y'Rn.s.al'Rn.s.a2) ORn.s.a = 78.: 0. *p Design shear strength of connection angle B. Beam Web (conservatively assuming copes on top and bottom) Rn.s.b1 := 0.6•Fy.50'Lgv.s'tw Rn.s.b2 0.6•Fu.50'1-nv.s'tw Rn.s.b1 = 106.2 .kip Rn.s.b2 = 92.04•kip 'Rn.s.b min(�s.y'Rn.s.bl��s.r'Rn.s.b2) its C. Overall 4Rn.s := min(l)Rn.s.a, 4Rn.s.b) Nominal strength of beam web for shear yielding Nominal strength of beam web for shear rupture s.b 69.03 •kip Design shear strength' of bear 9.03 .kip web Design strength of connection for shear IV. Block Shear Limit State of Connecting Elements (AISC J4.3) lbs :_ .75 Ubs := 1.0 Lnv.bs Lev + (sb — dh.d).(Nb — 1) Lnt.bs Leh Lgv.bs [Lev + (Nb — 1)'sb] Lnv.bs = 7.000 in Lnt.bs = 1.000•in Lgv.bs = 10.500•in Resistance factor for the limit state of block shear Shear lag factor for block shear when tensile area is under uniform tension (i.e., single row of bolts). Shear length in block shear rupture Tensile length in block shear rupture Gross length subject to shear Page 3 of 5 513 of 571 40# 44,44 Um -Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Extended Plate Connection (4 bolts) Approved By: Approval Date: A. Connection Plate Rn.bs.al (•6•Fu.36•Lnv.bs•ta) + (Ubs'Fu.36•Lnt.bs•ta) Rn.bs.a2 := (.6•Fy.36•Lgv.bs•ta) + (Ubs'Fu.36•Lnt.bs•ta) Rn.bs.a min(Rn bs.al ,Rn.bs.a2) ,b; = 106.8 ip Rn.bs.al = 113.1 kip Rn.bs.a2 = 106.8•kip Block shear st ngth of angle' B. Beam Web (conservatively assuming copes on top and bottom Rn.bs.b1 (•6'Fu.50'Lnv.bs•tw) + (Ubs•Fu.50'Lnt.bs.tw) Rn.bs.b2 := (.6•Fy.50'Lgv.bs•tw) + (Ubs•Fu.50'Lnt.bs'tw) Rn.bs.b min(Rn.bs.b 1 > Rn.bs.b2) C. Overall Rn.bs min(Rn.bs.a, Rn.bs.b) Rn.bs,b 99.711P Rn.bs = 9931.16P bs'Rn.bs= 74.78•ki Rn.bs.bl = 99.71'/(113 Rn.bs.b2 = 112.1•kip Block shear strength of beam web. Nominal block shear strength of connection Design strength of connection for block shear V. Flexural Strength of Connection Plate (AISC Part 10) A. Yielding Including Von Mises Shear Reduction ff' 4)b.v'Rn.v'Nb Fv Lata 2 Fcr.y JF,362 — 3'Fv (La) Zp y := Lata• izi)Mn.y := 0.9•Fcr.yZp•y (1)Mn.y i:ORfy• ea B. Plate Buckling Fv = 7.401•ksi Fcr.y = 33.64•ksi Zp y = 27.00•in3 4Mn.y= 817.5•kip•in �f. 6.2•kip >b .— La Fy.36 >b = 0.387 \2 lOta 475ksi + 280ksi• Q := 1 La �Lb — 3in� Shear stress on plate conservatively assuming maximum vertical shear force for all bolts Critical stress for flexural yielding Plastic modulus for connection plate Design flexural yielding strength of plate Design shear force for plate Buckling factor assuming 3 inch stiffeners If kb < 0.7, Q=1 and buckling does not occur Page 4 of 5 514 of 571 410 4.40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Extended Plate Connection (4 bolts) Date of Creation: December 2007 Approved By: Approval Date: Fcr.b := Q'Fy.36 ta•La2 Sb 6 (I)Mn.b:= 0.9•Fcr.b'Sb 4Mn.b ea (1)Rf.b C. Overall 4Rf:= min(c)Rfy,(i)Rfb) 36.00•ksi Fcr.b = Sb = 9 • in3 11)Mn b = 291.6•kip. in (1)Rfb = 48.6.kip QTR. f = 48.6 kip Critical stress for flexural buckling Section modulus for connection plate Design flexural buckling strength of plate Design shear force for plate Design shear force for plate based on flexure VI. Governing Resistance of Single Plate Shear Connection A. Bolt Strength '1)Rn.1 := ff•[min((kb.v.Rn.v,4brg'Rn.brg.2) + (Nb — 1)•min(4b.v'Rn.v,Ibrg'Rn.brg.1)] 1:1)Rn.1 = 31.62 • kip B. Connection Elements 0n.2 := min(�Rf.s, (I)bs'Rn.bs, ciRf) (1)Rn 2 = 48.60•kip C. Overall Governing Strength of Connection (1)Rn := min(*Rn 1, (ORn 2) 4 Rn = 31.62•kip Design Connection Strength Page 5 of 5 515 of 571 •40friti U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Extended Plate Connection (5 bolts) Date of Creation: December 2007 Approved By: Approval Date: Extended Plate Connection Design (5 Bolts) Based on AISC SCM 13th ed.(2005) This calculation sheet provides the minimum strength for an extended single plate shear connection for an I-beam connected with 5 bolts. Bolts are assumed to be 0.875 inch diameter A325 in standard holes, thus providing a bearing connection as described by AISC SCM (2005). The plates are welded to the supporting member with an eccenticity to the bolts of approximately 6 inches. 1. General Parameters A. Plate Cross-section Inputs: B. C. PL" 15x7..5x0.375 Lb := 7.5in Material Inputs: Fy 36 := 36ksi Fy 50 := 50ksi Fexx 70ksi Analysis Inputs: 5 Dw := 8 •ta train Nb := 5 sb := 3 in db := 0.875 in dh := 0.9375in dh.d := dh + 161n tw := 0.295in Lev := 1.5in Lcv := Lev — dh.d 2 Leh := 1.5in dh.d Lch := Leh — 2 to := 0.375 -in Fu.36 := 58ksi Fu 50 := 65ksi Es := 29000ksi 3.09ksi(Dw• 16) Fu.50 Dw = 0.234•in tmin = 0.18 • in Length of bolted leg and thickness of connection plate Minimum leg dimension of fillet weld per side of plate to develop full strength of connection plate Minimum support member thickness to develop weld on a single side of the member Number of bolts in connection Vertical spacing of bolts Diameter of bolt Diameter of bolt hole (standard) Diameter of bolt hole assuming damage due to dh.d = 1 •in punching of hole Minimum thickness of web for connected beam Vertical edge distance from center of hole to edge of member Vertical clear distance from edge of hole to edge of member Horizontal edge distance from center of hole to edge of member Horizontal clear distance from edge of hole to edge of member Total length of connection plate Lcv = 1.000•in Leh = 1.000 -in La:= [(Nb — 1)•sb + 2•LeV] La= 15•in Page 1 of 5 516 of 571 U n i -Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: Extended Plate Connection Approval Date: (5 bolts) II. Strength of Bolts A. Shear Strength of Bolts (AISC J.3.6) ci)b.v :_ .75 Ab Tt•db2 4 Fb v := 48ksi Ab = 0.601 • in2 Rn.v := Ab'Fb.v Rn.v = 28.86•kip (0b.v'Rn.v= 21.65•kip B. Bearing Strength at Bolt Holes (AISC J3.10) (I)brg :_ .75 Rn.brg.1 := 2.4•db•min(tw Fu.50,ta'Fu.36) 4'brg' Rn.brg C. Resistance factor used for shearing of bolt steel Nominal area of unthreaded bolt Nominal shear stress of bolt assuming threads NOT excluded from shear plane Nominal shear strength of one A325 7/8" diameter bolt with the threads in the shear plane Design shear strength per bolt Resistance factor used for the limit state of bearing = 30.20•kip Maximum Bearing strength' Rn.brg.2 min(1.2 Lcvmin�ty Fu.50,ta•Fu.36)Rn.brg.1) 'Rn.brg. •kip, Bearing strength for top bolts Reduction Factor on Bolts due to Eccentricity of Connection ea•'= Lb — Leh Jb := 2.[sb2 + (2sb)2] f = 1 v.y' Nb 1•ea•(2.0•sb) fm.x Jb ff :_ fv y (f2 2)0.5 v.y+ fm.x ea = 6•in fvy= 0.200 fm.x = Jb = 90•in2 Eccentricity from weld to bolt line Polar moment of inertia for bolt group Vertical shear factor per bolt due to reaction force 0.400 Maximum horizontal shear factor per bolt due to moment on bolt group ff 0.447 Maximum shear factor per bolt: multiply individual bolt strengths by this factor to get reduced vertical shear strengths accounting for eccentricity. Page 2of5 617 of 571 4•.41 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Extended Plate Connection (5 bolts) Date of Creation: December 2007 Approved By: Approval Date: 111. Shear Limit State of Connecting Elements (AMSC J4.2) �Sy:= 1.0 (1)s.r := 0.75 [2Lev + (Nb — 1) sb] Lgv.s := Lnv.s := Lgv.s — Nb.dh.d A. Connection Plate B. Rn.s.al := 0.6•Fy.36•Lgv.s•ta Rn.s.a2 0.6•Fu.36•Lnv.s•ta Lgv.s = 15.000•in Lnv.s = 10.000•in Net length subject to shear Resistance factor for limit state of shear yielding Resistance factor for limit state of shear rupture Gross length subject to shear Rn.s.al = 121.5 -kip Nominal strength of angle for shear yielding = 130.5.kip Nominal strength of angle for shear rupture Rn s (1)Rn.s.a min(0)s.y•Rn.s.a1,4 s.r.Rn.s.a2 97.87 -kip Design she engt1 Beam Web (conservatively assuming copes on top and bottom) Rn.s.b1 := 0.6•Fy.50•Lgv.s•tw Rn.s.b2 := 0.6•Fu.50'Lnv.s•tw Rn.s.b1 = 132.75•kip Rn.s.b2 = 115.05•kip (I)Rn.s.b := min(4)s.y.Rn.s.bl0:0s.r.Rn.s.b2) C. Overall (ORn.s := min(4Rn.s.a, (1)Rn.s.b) of connection angle Nominal strength of beam web for shear yielding Nominal strength of beam web for shear rupture 6.29.kip Design shear strength' of beam web 6.29.14 Design strength of connection for shear IV. Block Shear Limit State of Connecting Elements (AMSC J4.3) d'bs :_ .75 Ubs := 1.0 Lnv.bs := Lev + (sb — dh.d).(Nb — 1) Lnt.bs := Leh Lgv.bs := [Lev + (Nb — 1).sb] Lnv.bs = 9.000 in Lnt.bs = 1.000 in 13.500•in Lgv.bs = Resistance factor for the limit state of block shear Shear lag factor for block shear when tensile area is under uniform tension (i.e., single row of bolts). Shear length in block shear rupture Tensile length in block shear rupture Gross length subject to shear Page 3 of 5 518 of 571 �i10 � U n i -Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: Extended Plate Connection Approval Date: (5 bolts) A. Connection Plate Rn.bs.al := (.6'Fu.36•Lnv.bs'ta) + (Ubs'Fu.36'Lnt.bs•ta) Rn.bs.a2 := (.6•Fy.36'Lgv.bs•ta) + (Ubs'Fu.36'Lnt.bs•ta) Rn.bs.a min(Rf bs.al,Rn.bs.a2) .b 1. .kip Rn.bs.al = 139.2 -kip = 131.1 •kip Rn.bs.a2 Block shear strength of angle B. Beam Web (conservatively assuming copes on top and bottom Rn.bs.b1 (•6'Fu.50'Lnv.bs'tw) + (Ubs'Fu.50'Lnt.bs'tw) Rn.bs.b2 := (.6•Fy.50'Lgv.bs•tw) + (Ubs'Fu.50.Lnt.bs'tw) Rn.bs.b min(Rn.bs.b1 ,Rn.bs.b2) C. Overall Rn.bs min(Rn.bs.a, Rn.bs.b) .bs,b 22.72. 122.72•kip Rn.bs = .b Rn.bs.b1 = 122.72•kip Rn.bs.b2 = 138.65 kip Block shear strength of beam web' Nominal block shear strength of connection = 92.04•kip Design strength of connection for block shear V. Flexural Strength of Connection Plate (AISC Part 10) A. Yielding Including Von Mises Shear Reduction F ff'.b.v'Rn.v'Nb F = 8.605 ksi v Lata v Fcr.y 1Fy362 – 3•Fv2 Fcr.y = 32.77 ksi (La. Zp y := La•ta• — 2/ cliMn.y := 0.9•Fcr.y•Zp•y (I)Mn.y (1)Rfy '= ea B. Plate Buckling >b Q := 1 Z•= 42'19.m3 Shear stress on plate conservatively assuming maximum vertical shear force for all bolts Critical stress for flexural yielding Plastic modulus for connection plate n y = 1244.2•kip•in Design flexural yielding strength of plate = 207.4' kip' La' Fy.36 Xb = 0.401 2 10ta• 475ksi + 280ksi La Lb – 3 in Design ah+ rce for plate Buckling factor assuming 3 inch stiffeners If kb < 0.7, Q=1 and buckling does not occur Page 4 of 5 519 of 571 • 40 .40 U n i -Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame Design Evaluation for: Extended Plate Connection (5 bolts) December 2007 Approved By: Approval Date: Fcr.b := Q'Fy.36 to • Lal Sb :_ 6 4Mn.b := 0.9•Fcr.b•Sb 4)Mn.b 4Rfb ea C. Overall �Rf := mir0Rfy,.4)Rfb) 36.00•ksi Fcr.b = Sb = 14.06•in3 Critical stress for flexural buckling Section modulus for connection plate 4Mn b = 455.6•kip•in Design flexural buckling strength of plate 75.9.kip Design shear force for plate = 75.94 kip Design shear force for plate based on flexure VI. Governing Resistance of Single Plate Shear Connection A. Bolt Strength 4Rn.1 := ff•[min(kb.v'Rn.v>(1)brg'Rn.brg.2) + (Nb — 1)•min(4b.v.Rn.v,kbrg'Rn.brg.l)] �Rn 1 = 46.44.kip B. Connection Elements 4)Rn.2:= min(c0Rn.s>(Obs'Rn.bs,(WO �Rn 2 = 75.94•kip C. Overall Governing Strength of Connection (kRn := min(ORn 1, (1)Rn 2) ,:tan = 46.44•kip Design Connection Strength Page 5 of 5 520 of 571 4"11114 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Extended Plate Connection Approval Date: (6 bolts) Extended Plate Connection Design (6 Bolts) Based on AISC SCM 13th ed.(2005) This calculation sheet provides the minimum strength for an extended single plate shear connection for an I-beam connected with 6 bolts. Bolts are assumed to be 0.875 inch diameter A325 in standard holes, thus providing a bearing connection as described by AISC SCM (2005). The plates are welded to the supporting member with an eccenticity to the bolts of approximately 6 inches. 1. General Parameters A. Plate Cross-section Inputs: JPL 18 x 7.5 x 0.375" Lb := 7.5in B. Material Inputs: Fy 36 := 36ksi Fu.36 58ksi Fy 50 := 50ksi Fu.50 65ksi 70ksi Es :=•29000ksi Fexx Length of bolted leg and thickness of connection to •.= 0.375•in plate C. Analysis Inputs: 5 Dw:= 8•to min 3.09ksi(Dw16) Fu.50 Dom, = 0.234•in train = 0.18 -in Minimum leg dimension of fillet weld per side of plate to develop full strength of connection plate Minimum support member thickness to develop weld on a single side of the member Nb := 6 Number of bolts in connection sb := 3in Vertical spacing of bolts db := 0.875in Diameter of bolt dh := 0.9375in Diameter of bolt hole (standard) 1 Diameter of bolt hole assuming damage due to dh.d := dh + —16in dh.d = punching 1 of hole tom, := 0.350in Lev := 1.5in Lev := Lev - dh.d 2 Lcv = 1.000 • in Leh := 1.5in d2.d Lch = 1.000 -in Lch := Leh - La:= [(Nb - 1)•sb + 2•LeV] La = 18•in Minimum thickness of web for connected beam Vertical edge distance from center of hole to edge of member Vertical clear distance from edge of hole to edge of member Horizontal edge distance from center of hole to edge of member Horizontal clear distance from edge of hole to edge of member Total length of connection plate Page 1 of 5 521 of 571 • .414 U n i -Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: Extended Plate Connection Approval Date: (6 bolts) II. Strength of Bolts A. Shear Strength of Bolts (AISC J.3.6) (1)b.v :_ .75 Ab 7n db2 4 Fb v := 48ksi Rn.v := Ab•Fb.v Ab = 0.601 • in2 Rn.v = 28.86.kip 21.65• kip B. Bearing Strength at Bolt Holes (AISC J3.10) 4)brg :_ .75 Rn.brg.1 := 2.4•db•min(twFu.50>ta'Fu.36) 4)brg'Rn.brg.1 = 34.26.kip Rn.brg.2 min(1.2•Lcvmin�tw Fu.50,ta•Fu.36) Rn.brg.1) brg Rn,brg.2 Resistance factor used for shearing of bolt steel Nominal area of unthreaded bolt Nominal shear stress of bolt assuming threads NOT excluded from shear plane Nominal shear strength of one A325 7/8" diameter bolt with the threads in the shear plane Design shear strength per bolt Resistance factor used for the limit state of bearing aximum Bearing strength = 19.57.kip Bearing strength for top bolts C. Reduction Factor on Bolts due to Eccentricity of Connection ea := Lb — Leh ea = 6•in .— /sb�2 /3 sb2 rip)2/ \ 2 if =1 'vy Nb 1•ea•(2.5•sb) fm.x '= Jb ff:= fv y (fV.y2 fm.x 2)0.5 fvy= 0.167 m.x Eccentricity from weld to bolt line Jb = 157.5•in2 Polar moment of inertia for bolt group Vertical shear factor per bolt due to reaction force = 0.286 Maximum horizontal shear factor per bolt due to moment on bolt group of 0.: Maximum shear factor per bolt: multiply individual bolt strengths by this factor to get reduced vertical shear strengths accounting for eccentricity. Page 2of5 522 of 571 ,•a# 40106 Uni-Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: Extended Plate Connection Approval Date: (6 bolts) lll. Shear Limit State of Connecting Elements (AISC J4.2) cks y := 1.0 (I)s.r 0.75 [2Lev + (Nb — 1)•sbl Lgv.s := Lnv.s Lgv.s — Nb.dh.d A. Connection Plate Rn.s.al := 0.6•Fy.36'Lgv.s'ta 0.6•Fu.36'Lnv.s'ta Rn.s.a2 Lgv.s = 18.000•in Lnv.s = 12.000•in Net length subject to shear Resistance factor for limit state of shear yielding Resistance factor for limit state of shear rupture Gross length subject to shear Rn.s.al = 145.8•kip Nominal strength of angle for shear yielding Rn.s.a2 = 156.6•kip Nominal strength of angle for shear rupture d'Rn.s.a := min(ks.y'Rn.s.al ° 0s.r'Rn.s.a2) ORn. 1 7.45•kip Design', shear strength of connection angle B. Beam Web (conservatively assuming copes on top and bottom) Rn.s.b l 0.6• Fy.50' Lgv. s'tw Rn.s.b2 0.6•Fu.50'Lnv.s'tw Rn.s.bl = 189•kip Rn.s.b2 = 163.8•kip (I)Rn.s.b min(�s.y.Rn.s.bl,d's.r'Rn.s.b2) Rn.s.b C. Overall (1)Rn.s := min(cORn.s.a, (1)Rn.s.b) Nominal strength of beam web for shear yielding Nominal strength of beam web for shear rupture ki Design shear strength of beam web 122.85 p ;117.45 kip Designstrength of connection for shear IV. Block Shear Limit State of Connecting Elements (AISC J4.3) 4)bs :_ .75 := 1.0 Ubs Lnv.bs Lev + (sb — dh.d).(Nb — 1) Lnt.bs Lch Lgv.bs Lev + (Nb — 1). sb] 11.000 in Lnv.bs = Lnt.bs = 1.000 • in 16.500•in Lgv.bs = Resistance factor for the limit state of block shear Shear lag factor for block shear when tensile area is under uniform tension (i.e., single row of bolts). Shear length in block shear rupture Tensile length in block shear rupture Gross length subject to shear Page 3 of 5 523 of 571 155.4.kp ip tp = 290,2 •kip ign shear force for plate • 10.14 44140 U n i -Systems 111 SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Extended Plate Connection (6 bolts) Approved By: Approval Date: A. Connection Plate Rn.bs.a1 (.6.Fu.36.Lnv.bs•ta) + (Ubs•Fu.36'Lnt.bs'ta) Rn.bs.a2 := (.6•Fy.36'Lgv.bs•ta) + (Ubs•Fu.36'Lnt.bs•ta) Rn.bs.a min(Rn.bs.al ,Rn.bs.a2) Rn,bs.a Rn.bs.al = 165.3•kip Rn.bs.a2 = 155.4•kip Block shear strength of angle B. Beam Web (conservatively assuming copes on top and bottom Rn.bs.b1 (•6.Fu.50'Lnv.bs.tw) + (Ubs.Fu.50.Lnt.bs'tw) Rn.bs.b2 := (.6.Fy.50.Lgv.bs•tw) + (Ubs'Fu.50.Lnt.bs'tw) Rn.bs.b min(Rn.bs.b1 ,Rn.bs.b2) C. Overall Rn.bs min(Rn.bs.a,Rn.bs.b) bs.b'. 72,9.; Rn.bs = 155.40•kip Obs' Rn.bs 6.55 Rn.bs.b1 = 172.9•kip Rn.bs.b2 = 196•kip Block shear strength of beam web Nominal block shear strength of connection Design strength of connection for block shear V. Flexural Strength of Connection Plate (AISC Part 10) A. Yielding Including Von Mises Shear Reduction Fv ff'�b.v'Rn.v'Nb Fv = 9.696•ksi Lata Fcr.y jF.362 — 3.F2 Fcr.y = 31.84•ksi Zp := La•ta• rL 1 a 2 04n.y:= 0.9•Fay. Zp•y ClRf.y ' ea B. Plate Buckling Zp y = 60.75 • in3 Shear stress on plate conservatively assuming maximum vertical shear force for all bolts Critical stress for flexural yielding Plastic modulus for connection plate (OMn y = 1741.0•kip•in Design flexural yielding strength of plate £y La' Xb .— F47.;; Xb = 0.409 lOta• 475ksi + 280ksi• Q := 1 La Lb — 3ini Buckling factor assuming 3 inch stiffeners If kb < 0.7, Q=1 and buckling does not occur Page 4 of 5 524 of 571 100 046 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Extended Plate Connection (6 bolts) Date of Creation: December 2007 Approved By: Approval Date: Fcr.b := Q'Fy.36 ta' La 2 Sb • 6 �Mn.b:= 0.9•Fcr.b'Sb 4:1Rf.b (I)Mn.b ea C. Overall (11:0R f := mi10Rf y, 4Rfb) Fcr.b = 36.00•ksi Sb = 20.25•in3 4Mn b = 656.1 •kip•in 4Rfb = 109 p Critical stress for flexural buckling Section modulus for connection plate Design flexural buckling strength of plate Design shear for for plate (PRf = 109.35•kip Design shear force for plate based on flexure VI. Governing Resistance of Single Plate Shear Connection A. Bolt Strength (I)Rn.l := ff•[min(ckb.v.Rn.v,4brg'Rn.brg.2) + (Nb — 1)•min(h.v'Rn.v,cb. brg'Rn.brg.1)] �Rn 1 = 64.40.kip B. Connection Elements (ORn.2:= milORn.s,(1)bs'Rn.bs,0:Rf) itRn 2 = 109.35.kip C. Overall Governing Strength of Connection �Rn := min(4Rn 1, 4Rn 2) (PRn = 64.40•kip Design Connection Strength Page 5of5 525 of 571 4 • Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: Jan 19, 2008 Design Evaluation for: Leaner Column Base Plate Approved By: Approval Date: Steel Base Plate Design (Leaner Column) Base Plate Design Narrative: The base plate is assumed to transfer the column axial force into the concrete as a uniform bearing pressure through cantilever bending of the plate. Design guidance for sizing the plate to achieve the assumed load transfer mechanism, detailing, and fabrication considerations is provided by: AISC Steel Construction Manual, 13th ed. (2005) AISC Steel Design Guide 1: Column Base Plates (1990) ACI 318-05 Building Code Requirements For Structural Concrete (2005) Material Inputs: FyA36 36-ksi FuA36:= 58.ksi fya := 36ksi fua := 58ksi Es := 29000•ksi Analysis Inputs: Pu := 207kip Tu := Okip fc := 4•ksi (1)c := .90 Pn := 282kip Vlx := Okip Vly := Okip Yield Strength of Plate Tensile Strength of Plate Yield Strength of Anchor Rod (ASTM F1554) Tensile Strength of Anchor Rod (ASTM F1554) Maximum Factored compression load Maximum Factored tension load Concrete compressive strength Resistance factor used for compression yielding and buckling Nominal strength of controlling column Maximum Shear along the x direction not transferred via Shear friction Maximum Shear along the y direction not transferred via shear friction Page 1 of 4 526 of 571 4 .em U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: Jan 19, 2008 Design Evaluation for: Leaner Column Base Plate Approved By: Approval Date: Plate Design For Axial Compression (AISC Chapter 14) Base Plate Geometry bf := 8.0in d := 8.0in N := l0in B := l0in Nominal Width of Flange Depth of Column Depth of Base Plate Width of Base Plate Find Critical Cantilever Dimension N — .95.d µ:= µ= 1.2•in 2 B — (.8•bf) n n = 1.8•in 2 d bf pt=2•in 4 4•d•bf ( Pu X :_ 2 .p X = 0.82 [(d+bf) c nj Xl 1+(Vi—x) x1=1.26 X=1 crit max(µ, n , X• is ) lcrit = 2'in X•i,= 2 -in X:= if(Xi > Critical Cantilever Length Find Minimum Base Plate Thickness (via Thornton 1990) 2•Pu tmin.LRFD:= lcri.t 9•F B•N yA36' twin LRFD = 0.71•in Minimum Plate Thickness by LRFD for Maximum Combined Factored Load tp := 1.0in Selected Plate Thickness Page 2 of 4 527 of 571 0i� U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: Jan 19, 2008 Design Evaluation for: Leaner Column Base Plate Approved By: Approval Date: Steel Strength of Anchor in Tension (ACI Appendix D) F1554 Grade 36 Low Carbon Anchor Rods Per Steel Specification (Ots := .75 na •.= 4 do := .75in nt:= 7 1 in ASe := (tt • do — Resistance Factor used for Anchor Rod Design Governed by Failure of Ductile Steel Element for Tension Loads Number of Anchor Rods Diameter of Anchor Rods Number of Threads Per inch .974312 nt ASe = 0.29•in2 Effective Area of Steel in one Rod by ANSI/ASME B1.1 futa min[fua,(1.9fya),125ksi] futa = 58•ksi Maximum Stress Allowed in Anchor Rod byD.5.1 Nsa ItIts'na'Ase'futa = 50.99 -kip Capacity of Anchor Rod Group Governed By Steel Failure. Tu = 0•kip Design Ultimate Tension Load on Anchor Rod Group Check Bearing Stress Applied to Concrete (ACI 10.17) When the supporting area of concrete is larger than the base plate, as is the case with the pedestal, there is an increase in bearing capacity allowed because the concrete under the base plate is confined by the surrounding concrete. "Confined" concrete subjected to a triaxial stress state will have a higher crushing strength. The maximum allowable increase is two and based on the root of the ratio of the base plate area to the area found when a slope of 2:1 is taken off of the bottom of the plate to the, nearest abutment wall. (Obrg := .65 Al := B•N Al = 100•in2 A2 := [B + (4in•2)]•[N + (4in•2)] A2 = 324 • in2 Strength Reduction Factor For Bearing on Conrete ACI 9.3.2.4 Area of Base Plate Area of Frustrum Base Found Above Page 3 of 4 528 of 571 • Alp 1114" U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: Jan 19, 2008 Design Evaluation for: Leaner Column Base Plate Approved By: Approval Date: :_ J "1 := if(a <_ 2,a,2) Pmax (1)brg•(.85•fc•A1)•-y a= 1.8 = 1.8 Bearing on Grout (ACI 10.17) fcg := 5ksi Pga:= B•N•.85•0brg fig 97.8 -kip Base Plate for Failure Mode of Concrete Crushing Allowable increase for confined concrete Maximum Factored Load that Can Be applied to the 276,25 . kip Compressive strength of grout Allowable compressive load on grout Grout is not assumed to be confined because it is elevated from surrounding concrete Page 4of4 529 of 571 • 4 4 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2007 Design Evaluation for: RAT Base Plate Approved By: Approval Date: Steel Base Plate Design (RAT) Base Plate Design Narrative: The base plate is assumed to transfer the column axial force into the concrete as a uniform bearing pressure through cantilever bending of the plate. Design guidance for sizing the plate to achieve the assumed load transfer mechanism, detailing, and fabrication considerations is provided by: AISC Steel Construction Manual, 13th ed. (2005) AISC Steel Desiqn Guide 1: Column Base Plates (1990) ACI 318-05 Building Code Requirements For Structural Concrete (2005) Material Inputs: FyA36 36•ksi FuA36 58•ksi fya := 36ksi fua := 58ksi Es := 290001si Analysis Inputs: Pu := 263kip Tu := 115kip fe := 4ksi (1)c:=.90 Pn := 475kip V1x := 43.1 kip Viy := 48.1 kip Yield Strength of Plate Tensile Strength of Plate Yield Strength of Anchor Rod (ASTM F1554) Tensile Strength of Anchor Rod (ASTM F1554) Maximum Factored compression load Maximum Factored tension Toad Concrete compressive strength Resistance factor used for compression yielding and buckling Nominal strength of controlling column Maximum Shear along the x direction not transferred via shear friction Maximum shear along the y direction not transferred via shear friction Page 1 of 10 530 of 571 +114 Un i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2007 Design Evaluation for: RAT Base Plate Approved By: Approval Date: Plate Design For Axial Compression (AISC Chapter14) Base Plate Geometry bf := 8.01in d := 11.9in N := 14in B := 10in Nominal Width of Flange (W12X40) Depth of Column Depth of Base Plate Width of Base Plate Find Critical Cantilever Dimension N — .95.d µ 2 = 1.35 in n :— := X :— B — (.8•bf) 2 d•bf 4 4•d•bf ( Pu (d + bf)2 (1)c Pn X • 1 1 + (4 i — x) X = 0.94 'crit := max(µ, n , X• i) 'crit = 2.29 in n = 1.8in is,= 2.44 in X = 0.59 X:= if (Xi > 1,1,Xi) X•K= 2.29 in Critical Cantilever Length Find Minimum Base Plate Thickness (via Thornton 1990) tmin.LRFD •='crit 2•Pu 9 FyA36 B.N jtlnin:LRFD -°0 Z8,in Minimum Plate Thickness by LRFD for Maximum •Combined Factored Load tP := 1.0in Selected Plate Thickness Page 2 of 10 531 of 571 Oo 400 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2007 Design Evaluation for: RAT Base Plate Approved By: Approval Date: Steel Strength of Anchor in Tension (ACI Appendix D) F1554'Grade`36'Low Carbon Anchor Rods Per Steel Specification (Pts := .75 na := 4 do := 1.25in 1 nt in A5e ._ (�rrl •(do .974312 \4J l nt uta min[fua, ( 1.9fya) ,125ksi] Nsa Ots'na'Ase'futa ASe = 0.97 in2 Resistance Factor used for Anchor Rod Design Governed by Failure of Ductile Steel Element for Tension Loads Number of Anchor Rods Diameter of Anchor Rods Number of Threads Per inch Effective Area of Steel in one Rod by ANSI/ASME B1.1 futa = 58 ksi Maximum Stress Allowed in Anchor Rod byD.5.1 ,1;6$:63 kip Tu = 115 kip Capacity of Anchor Rod Group Governed By Steel Failure. Design Ultimate Tension Load on Anchor Rod Group Concrete Breakout Strength of Anchor in Tension (ACI Appendix D) The limit state of concrete breakout assumes that a concrete failure prism forms with an angle of about 35 degrees to the concrete surface. The concrete resists the tensile forces up to its own modulus of rupture over the failure surface area. The code equations are based on limiting stress to this tensile limit and generating an allowable Toad based on the area of the failure surface. If our Toad is higher than this we must assume that we have a cracked section and provide developed tensile reinforcement accordingly. Our failure surface is not a complete truncated pyramid due to geometry of the wall, so we will reduce the strength based on the loss of area. Assumes Columns are placed on and 18" x 18" Pedestal and no surrounding wall Given fc = 4000 psi 03tc :_ .75 heft= 12in 1.5•hef = 18in 2 ANco 9'hef Compressive Strength of Concrete LRFD Resistance Factor for pull out failure of cast -in anchors in tension where steel crosses the expected failure plane Effective Depth of Anchor Rod Group, Limited to 25" due to current test data Limiting Edge Distance for Published values Failure Surface Area for a Single Anchor Page 3 of 10 532 of 571 14.62 kip #411 4,016 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: RAT Base Plate Date of Creation: January 18, 2007 Approved By: Approval Date: s1 := 5.5in s2 := 6in ca.min mii ca.min = 6in cat := 18in 2 18in s2 2 2 — 511 2J, 18in 2 s2 2 ca2 = 6in Spacing from Center To Center of Corner Anchors Spacing from Center To Center of Corner Anchors Approximated distance From Edge Anchor Rod To Side of Wall 18in sl cal := cal = 6.25 in Distance From Edge Anchor Rod side of pedestal 2 2 ANc := cal + sl + cal)•(ca2 + s2 + ca2) ec.N 1 ed.N if ca.min < 1.5•hef, .7 + .3 ANc = 324 in2 ca.min 1 1.5•hef) ed.N = 0.8 Area of Truncated Pyramid Failure Surface Modification Factor For Anchor Groups Loaded Eccentrically in Tension Modification Factor For Edge Effects for Anchor Groups Loaded in Tension 10c.N 1.25 Modification Factor For Cast -In Anchor Groups in an Uncracked Section ')cp.N := 1 5 �3 Nb := 16.(N5-6-0-5)• nets 6.(6000)•hef •lbf in Ncbg :— ANc ANc ANcoi Modification Factor For Post -Installed Anchor Groups. (=1 for cast -in) Nominal Breakout Strength for a Single Anchor in Nb = 77.95 kip Tension, in Cracked Concrete. With effective depth between 11in and 25in ' ec.N'*ed.N'10c.N'cp.N'Nb Nominal Concrete Breakout Strength of Anchor Ncbg = 19.49 kip vroup. — 0.25 Ratio of strength of anchor group to strength of one ANco anchor. tztt N, bg Factored Breakout strength of anchor group. Page 4 of 10 533 of 571 411$ .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2007 Design Evaluation for: RAT Base Plate Approved By: Approval Date: The breakout strength is Tess than the applied load so we need to assume that the truncated, pyramid crack has formed and cross that crack with enough developed steel to react the entire factored load of 150 kips. Thereby assuming that the concrete has no strength because it is all a cracked region. We will use a resistance factor that reflects a tension controlled section because the only possible failure is due to tensile yielding of rebar. Tensile Strength of Cracked Section (ACI 10) fys := 60ksi (tit := .90 Tu = 115 kip Tu Fnt.des (1)t Fnt.des As.min :-2 Fnt.des = 127.78 kip As.min .60in 2 As.min = 2.13 in ys n7 = 3.55 Need at least (4) #7 Vertical bars to be developed Yield Strength of Rebar Resistance Factor for Tension Controlled Sections Design Load Minimum Area of Developed Rebar Required t the expected crack plane Check Bearing Stress Applied to Concrete (ACI 10.17) When the supporting area of concrete is larger than the base plate, as is the case with the pedestal, there is an increase in bearing capacity allowed because the concrete under the base plate is confined by the surrounding concrete. "Confined" concrete subjected to a triaxial stress state will have a higher crushing strength. The maximum allowable increase is two and based on the root of the ratio of the base plate area to the area found when a slope of 2:1 is taken off of the bottom of the plate to the nearest abutment wall. kbrg :_ .65 Al := B•N Al = 140in2 A2 := [B + (4in•2)]•[N + (2in•2)1 A2 = 324 in2 Strength Reduction Factor For Bearing on Conrete ACI 9.3.2.4 Area of Base Plate Area of Frustrum Base Found Above Page 5 of 10 534 of 571 .111 47316 .10 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: RAT Base Plate Date of Creation: January 18, 2007 Approved By: Approval Date: OL :_ 1 �:=if(a<_2,a,2) Pmax (1)brg•(.85•fc•A1)•' a= 1.52 = 1.52 Bearing on Grout (ACI 10.17) fcg := 5ksi Pga:= B•N•.85•�brg fig Allowable increase for confined concrete 470 68 kid Maximum Factored Load that Can Be applied to the Base Plate for Failure Mode of Concrete Crushing 86.75 kip Compressive strength of grout Allowable compressive Toad on grout Grout is not assumed to be confined because it is elevated from surrounding concrete Design for Shear (SDG 1) For a typical base plate design most shear is reacted by friction between the column base plate and the grout. Steel design guide 1 recommends not using anchor rods for shear for any loads above a few kips. In our case because we have shear in addition to uplift we do not have the normal force needed to produce friction to react the shear force. For these columns we will need to use a shear key to transfer the shear load to the foundation. X Direction, Along Width of Tunnel Vlx = 43.1 kip Alx Vlx Aix = 19.5 int .85•(kbrgfc dlx Aix dix = 1.95 in dlux := 2.0in hg := 2in hlx dlux + hg hlx = 4 in Alux:= dlux'B Alux = 20 in 2 Mlx Vlx'[� 2 hg + \d2 Mix = 129.3 kip•in JJ Maximum shear load applied to the base plate Area of contact of shear lug with cast concrete pedestal (not grout) Depth of embedment required for the shear lug Depth of embedment used Height of grout pack Total height of shear lug Embedded area of shear lug Moment on a simplified shear lug that is only a plate extending from the bottom of the base plate Page 6 of 10 535 of 571 +11111 *040 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2007 Design Evaluation for: RAT Base Plate Approved By: Approval Date: tl := lin B.t12 Slx := 6 13•t12 Zlx := 4 cl)b :_ .90 Six = 1.67 in3 Zlx = 151.113 Mnix := min(FYA36'Zlx,1.6•FYA36•Slx) b nl8 ki din b� Y Direction, Along Length of Tunnel V1y = 48.1 kip Aly Vly .85 • (1)brg' fc AlY d1Y :_ — N diuy := 2.0in hg=2in hiy := diuy + hg hly = 4 in A1Y = 21.76 in2 d1Y = 1.55 in A1uy := dluy• N AIuY = 28 in2 �1 M1y := Viy hg + I d2 Y Mly = 144.3 kip•in t1 = 1 in N•t12 3 Sly := 6 Sly = 2.33 in N•t12 3 Z1Y := 4 Z1y = 3.5 in 43b=0.9 Thickness chosen for shear lug Section modulus of lug Plastic section modulus of lug Resistance fator used for bending Strength of simplified shear lug Maximum shear load applied to the base plate Area of contact of shear lug with cast concrete pedestal (not grout) Depth of embedment required for the shear lug Depth of embedment used Height of grout pack Total height of shear lug Embedded area of shear lug Moment on a simplified shear lug that is only a plate extending from the bottom of the base plate Thickness chosen for shear lug Section modulus of lug Plastic section modulus of lug Resistance fator used for bending Page 7 of 10 536 of 571 OW% .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: RAT Base Plate Date of Creation: January 18, 2007 Approved By: Approval Date: Mnly. := min(FyA36'Zly,1.6•FyA36'Sly, = 113.4 kip ii> trength of simplified shear lug There is a shear lug each way for the base plate so one will stiffen the other. In order to avoid being ovely conservative with the design we will provide a finite element model that explores the effect of the added stiffener. Von Mises Stress, Maximum Service shear, X -Direction, with Uplift koaq Wane: Dex Ptele 437111 51i fr nerve,::AIM 2 r i fir-. S104 AWN 101.4** Dsat11 Gefairorix aetlo: 11i.1i7 Page 8 of 10 537 of 571 1101/ 114A Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: RAT Base Plate Date of Creation: January 18, 2007 Approved By: Approval Date: Von Mises Stress, Maximum Service shear, Y -Direction, with Uplift Wei* none: Hex Mole wk et! $7u none: `.,honor Pad Nee pew mow sN43k Peau, Cafo.1r4K7n ac 118.i1 The finite element analysis depicted above applied the load to only the area embedded in the wall. Service loads were used and the stresses were compared to allowable bending stresses for A36 plate. It was determined througl this model that only a couple of hot spots shown above as orange exceeded the allowable bending stess of .66fy. Due to the fact that the volume exceeding .66fy was so small the shear lug was determined to be satisfactory at 1 inch of thickness. Base Plate Uplift Finite Element Analysis We again used a finite element model to compare the service stress level under the maximum uplift combination to allowable stresses in bending. The load was applied to the top of the stub column, while the top edge of the bolt hole was held fixed. We found the maximum bending stresses in the base plate were about 11 ksi. Page 9 of 10 538 of 571 .41 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: RAT Base Plate Date of Creation: January 18, 2007 Approved By: Approval Date: Von Mises Stress, Maximum Service Uplift Von Mises Stress, Maximum Service Uplift &s J w2.!• MS! L,te lry4 RONwre awr+ a171:19e 9ttlk naw dtes: 1k11 N ormtim xele 371115 h,, HYk .100 DOK P... .M. UM RuN.vne' (t P 776e SAC NOY thele AOS. .dam >22 m.eLs ila.vrc yr...10000 t. Page 10 of 10 539 of 571 •ice U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Single Angle Connection (2 bolts) Date of Creation: December 2007 Approved By: Approval Date: Single Angle Connection Design (2 Bolts) Based on AISC SCM 13th ed.(2005) This calculation sheet provides the minimum strength for a single angle shear connection for an I-beam connected with one row of 2 bolts. Bolts are 0.875 inch diameter A325 in standard holes, thus providing a bearing connection as described by AISC SCM (2005). L4x3x3/8 angles are used with the 3 inch leg welded to the supporting member and the 4 inch leg bolted to the supported beam. 1. General Parameters A. Angle Cross-section Inputs: L 4,x:3 x.0.375" Lb := 4in Lam, := 3in B. Material Inputs: Fy 36 := 36ksi Fy 50 := 50ksi Fexx 70ksi C. Analysis Inputs: Dom, := 0.25in ta:= 0.375.in Fu.36 := 58ksi Fu.50 65ksi Es := 29000ksi 3.09ksi(Dw• 16) train .— Nb := 2 sb := 3.0in db := 0.875 in dh := 0.9375in dh.d dh + 161 in tw.mn 0.17in Lev := 1.5in Lcv := Lev — 2 dh.d Leh := 1.5in dh.d Lch := Leh — 2 Fu.50 dh.d = 1 • in tw.mx := 0.17in 1.000•in Lcv = Lch = 1.000•in La := (Nb — 1)•sb + 2.Lev La = 6•in train = 0.19•in Length of bolted and welded legs and thickness of connection angle Leg dimension of fillet weld Minimum support member thickness to develop weld on a single side on the member Number of bolts in connection Vertical spacing of bolts Diameter of bolt Diameter of bolt hole (standard) Diameter of bolt hole assuming damage due to punching of hole Minimum & maximum thickness of web for supported beam Vertical edge distance from center of hole to edge of member Vertical clear distance from edge of hole to edge of member Horizontal edge distance from center of hole to edge of member Horizontal clear distance from edge of hole to edge of member Total length of connection angle Page 1 of 5 540of571 SkyVenture 100. 104 14R4-4.3 Steel Frame Design Evaluation for: Single Angle Connection U n i -Syste 1 1 s (2 bolts) Date of Creation: December 2007 Approved By: Approval Date: II. Strength of Bolts A. Shear Strength of Bolts (AISC J.3.6) (1)b.v :_ .75 Ab. 4 m•db2 := 48ksi Fb v Rn.v Ab'Fb.v Ab = 0.601 •in2 Rn.v = 28.86•kip 21.65•kip B. Bearing Strength at Bolt Holes (AISC J3.10) 4brg :_ .75 Rn.brg.1 2.4•db•min(tw.mn•Fu.50, ta•Fu.36) Resistance factor used for shearing of bolt steel Nominal area of unthreaded bolt Nominal shear stress of bolt assuming threads NOT excluded from shear plane Nominal shear strength of one A325 7/8" diameter bolt with the threads in the shear plane Design, shear strength per bolt Resistance factor used for the limit state of bearing brg.brg.) = 17.40.kip Maximum Bearing strength Rn.brg.2 min(1.2•Lcv•min(tw.mn'Fu.50,ta•Fu.36) Rn.brg.1) " 'brg' Rn.brg.2 = 9.94.kip Bearing strength for top bolt 111. Shear Limit State of Connecting Elements (AISC J4.2) cbs y := 1.0 (1)s.r 0.75 Lgv.s 2Lev + (Nb — 1).sb Lnv.s := Lgv.s — Nb•dh.d A. Connection Angle Rn.s.ai 0.6•Fy.36•Lgv.s•to Rn.s.a2 0.6•Fu.36•Lnv.s•ta Resistance factor for limit state of shear yielding Resistance factor for limit state of shear rupture 6.000•in Gross length subject to shear Lgv.s = Lnv.s = 4.000•in Net length subject to shear Rn.s.al = 48.6•kip Nominal strength of angle for shear yielding = 52.2•kip Nominal strength of angle for shear rupture Rn s (I)Rn.s.a min(ks.y.Rn.s.a1>4s.r'Rn.s.a2) 4'Rn.s.a = 39.154kip Design, shear strength of connection angle B. Beam Web (conservatively assuming copes on top and bottom) Rn.s.bl 0.6•Fy 50•Lgv.s.tw.mn Rn.s.bl = 30.6•kip Nominal strength of beam web for shear yielding Page 2of5 541 of 571 41,40 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Single Angle Connection (2 bolts) Date of Creation: December 2007 Approved By: Approval Date: Rn.s.b2 := 0.6•Fu.50'Lnv.s•tw.mn Rn.s.b2 = 26.52.kip d'Rn.s.b := min((l)s.y.Rn.s.b1 > 4s.r'Rn.s.b2) C. Overall (1)11n.s := min(tRn.s.a, dRn.s.b) ORn.s' b'. Nominal strength of beam web for shear rupture 9.89.kip Design shear st 9.89 •kip :ngth of beam web Design', strength of connection for shear IV. Block Shear Limit State of Connecting Elements (AISC J4.3) lbs :_ .75 Ubs := 1.0 Lnv.bs := Lev + (sb — dh.d)'(Nb — 1) Lnt.bs := Lch Lgv.bs := [Lev + (Nb — 1)'sbl Lnv.bs = 3.000 in Lnt.bs = 1.000 in Lgv.bs = 4.500 in A. Connection Angle Rn.bs.al := (•6'Fu.36'Lnv.bs'ta) + (Ubs'Fu.36'Lnt.bs'ta) Rn.bs.a2 :_ (.6•Fy.36'Lgv.bs'ta) + (Ubs•Fu.36'Lnt.bs•ta) Rn.bs.a := min(Rn.bs.a l , Rn.bs.a2) b .2•kip Resistance factor for the limit state of block shear Shear lag factor for block shear when tensile area is under uniform tension (i.e., single row of bolts). Shear length in block shear rupture Tensile length in block shear rupture Gross length subject to shear Rn.bs.al = 60.9•kip Rn.bs.a2 = 58.2•kip Block shear strength of angle, B. Beam Web (conservatively assuming copes on top and bottom Rn.bs.b1 := (•6'Fu.50'Lnv.bs'tw.mn) + (Ubs'Fu.50.Lnt.bs'tw.mn) Rn.bs.b2 := (.6.Fy.50.Lgv.bs•tw.mn) + (Ubs'Fu.50'Lnt.bs•tw.mn) Rn.bs.b := min(Rn.bs.b1, Rn.bs.b2) Rn.bs.b = 30.94•kip C. Overall - Rn.bs := min(Rn.bs.a, Rn.bs.b) Rn.bs = 30.94 kip sibs'Rn.bs = 23.2• Rn.bs.b1 = 30.94.kip Rn.bs.b2 = 34•kip Block shear strength of beam', web Nominal block shear strength of connection p Design strength of connection for block shear Page 3 of 5 542 of 571 •44 .40 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Single Angle Connection Approval Date: (2 bolts) V. Resistance of Welds between Angle and Supporting Member (AISC J2.4) Provide fillet weld along the vertical edge of the angle farthest from the beam web and along the bottom of the angle. Also, provide a short wrap around the top of the angle with a length of 2*Dw. A. Geometric Properties of Weld Group L2 a Yb xb := O Lw + La•2Dw 2 La+ Lw+ 2•Dw Lw2 (2Dw)2 2 1- + l 2 La + Lw+ 2•Dw 3 I := La + L,•(- a - x 12 2 2 yb = 2.21.in Y coordinate centroid of weld group xb = 0.49•in X coordinate centroid of weld group 2 yb + Lw•yb + 2Dw (La – yb )2 Ix = 43.58.in3 Moment of inertia of weld group about x axis Lw3 + (2Dw)3 Lw 12 D 2 Iy . 12 + Lw; 2 - xbJ + La2 •xb+ 2D� C2 2 - xb l Iy = 6.79•in3 Ip := Ix + Iy Ip = 50.37.in3 cx := xb cx = 0.49 -in cy := La - yb cy = 3.79.in LTw:=La+Lw+2Dw LTw=9.5•in B. Loading Effects on Weld Group ew := (Lw - xb) + 0.25in ew = 2.76•in rp y := 1 rp y = 0.105. 1 LT.w in 1.e w•c 1 rm.x y rm.x •— = 0.208 Ip in Moment of inertia of weld group about y axis Polar moment of inertia of weld group Maximum eccentricity in x direction from CG to weld Maximum eccentricity in y direction from CG to weld Total length of weld Eccentricity of load, assumes a maximum half web thickness for supported beam of 0.25 inch. Vertical shear on weld group per 1 kip reaction Maximum horizontal shear within weld group due to moment with 1 kip of reaction Page 4 of 5 543of571 4110 • U n i -Systems 111 SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: Single Angle Connection Approval Date: (2 bolts) 1 • ew• cx rmy. rmy= 0.027. 1 in 2 210.5 ru.w [rm.x + l ( rp•y - rm•y) C. Resistance of Weld Group cpm, := 0.75 Dom, rn w := 0.6•Fexx' 4)w rn.w (1)Rn.w u.w ru.w = 0.222. 1 in rn.w = 7.42•kip in Maximum vertical shear within weld group due to moment with 1 kip of reaction (NOTE: in opposite direction of rpy) Maximum Required shear within weld group per 1 kip of reaction Resistance factor for shear on fillet weld Nominal strength of weld 4Rn.w = 25.06•kip Design strength for beam reaction on weld VI. Governing Resistance of Single Angle Shear Connection A. Bolt Strength 4)Rn.1 := min(cb.v.Rn.v,4)brg'Rn.brg.2) + (Nb — 1)min(ob.v'Rn.v, brg'Rn.brg.1) cbRn.l = 27.35 -kip B. Connection Elements 4)Rn.2 := min(4)Rn.s, 4bs'Rn.bs) C. Weld Group oan.3 cbRn.w D. Overall Governing Strength of Connection 4 Rn := min(4)Rn.1, cORn.2, (I)Rn.3) cbRn 2 = 19.89.kip cbRn.3 = 25.06 -kip 4Rn=;19.89•kip Design Connection Strength Page 5 of 5 544 of 571 41MS Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Single Angle Connection (3 bolts) Date of Creation: December 2007 Approved By: Approval Date: Single Angle Connection Design (3 Bolts) Based on AISC SCM 13th ed.(2005) This calculation sheet provides the minimum strength for a single angle shear connection for an I-beam connected with one row of 3 bolts. Bolts are 0.875 inch diameter A325 in standard holes, thus providing a bearing connection as described by AISC SCM (2005). L4x3x3/8 angles are used with the 3 inch leg welded to the supporting member and the 4 inch leg bolted to the supported beam. 1. General Parameters A. Angle Cross-section Inputs: IL 4:x(3 0.375" Lb := 4in Lµ, := 3in to := 0.375 -in B. Material Inputs: Fy 36 := 36ksi Fu.36 58ksi Fy 50 := 50ksi Fu.50 65ksi Fexx := 70ksi Es := 29000ksi C. Analysis Inputs: D"" := 0.25in Leg dimension of fillet weld 3.09ksi(Dµ 16) tmin tmin = 0.19 -in Minimum support member thickness to develop weld Fu.50 on a single side on the member Length of bolted and welded legs and thickness of connection angle Nb := 3 Number of bolts in connection sb := 3in Vertical spacing of bolts db := 0.875in Diameter of bolt dh := 0.9375in Diameter of bolt hole (standard) 1 Diameter of bolt hole assuming damage due to dh.d := dh + —16in dh.d = 1 in punching of hole tw mn := 0.250in tw.mx := 0.355in Minimum & maximum thickness of web for supported beam Lev := 1.5in Lev Lev - dh.d Lcv = 1.000•in Vertical clear distance from edge of hole to 2 edge of member Vertical edge distance from center of hole to edge of member Leh := 1.5in Lch Leh - dh.d Lch = 1.000•in La := (Nb - 1) • sb + 2' Lev La= 9•in Horizontal edge distance from center of hole to edge of member Horizontal clear distance from edge of hole to edge of member Total length of connection angle Page 1 of 5 545 of 571 4.62 kip Design shear strength', of connection', angle 110° 440' 010 .40 U n i -Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: Single Angle Connection Approval Date: (3 bolts) II. Strength of Bolts A. Shear Strength of Bolts (AISC J.3.6) (i)b.v :_ .75 ,rr db2 Ab := 4 Ab = 0.601 •in2 Fb.v := 48ksi Rn.v := Ab'Fb.v Rn.v = 28.86•kip =2 .65 kip B. Bearing Strength at Bolt Holes (AISC J3.10) (1)brg :_ .75 Rn.brg.1 Rn.brg.2 2.4•db•min(tw mn'Fu.50,ta'Fu.36) Obrg"Rn.brg.1 = 25.59•kip min(1.2• Lcv min(tw mn' Fu.50 , ta• Fu.36) , Rn.brg. g"Rn.brg.2 Resistance factor used for shearing of bolt steel Nominal area of unthreaded bolt Nominal shear stress of bolt assuming threads NOT excluded from shear plane Nominal shear strength of one A325 7/8" diameter bolt with the threads in the shear plane Design shear strength per bolt Resistance factor used for the limit state of bearing Maximum Bearing strength 1� 8 aring strength for top bolt 111. Shear Limit State of Connecting Elements (AISC J4.2) A. (1)a.y := 1.0 (1)s.r 0.75 Lgv.s := 2Lev + (Nb — 1)'sb Lnv.s := Lgv.s — Nb.dh.d Connection Angle Rn.s.ai := 0.6•Fy.36'Lgv.s'ta Rn.s.a2 0.6 Fu.36 Lnv.s•ta Lgv.s = 9.000 • in Lnv. s = 6.000 • in Rn.s.al = 72.9•kip Rn.s.a2 = 78.3•kip (1)Rn.s.a:= min(�s.y'Rn.s.al>cks.r'Rn.s.a2) ORM s.a' .72•kip Resistance factor for limit state of shear yielding Resistance factor for limit state of shear rupture Gross length subject to shear Net length subject to shear Nominal strength of angle for shear yielding Nominal strength of angle for shear rupture B. Beam Web (conservatively assuming copes on top and bottom) Rn.s.bl 0.6 Fy 50'Lgv.s'tw.mn Rn.s.bl = 67.5.kip Nominal strength of beam web for shear yielding Page 2 of 5 546 of 571 10111 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Single Angle Connection Approval Date: (3 bolts) Rn.s.b2 := 0.6'Fu.50'Lnv.s'tw.mn Rn.s.b2 = 58.5•kip (I)Rn.s.b:= min(ks.y'Rn.s.b1,(1)s.r'Rn.s.b2) Nominal strength of beam web for shear rupture 43 kip Design shear strength of beam web C. Overall �Rn.s := min(�Rn.s.a, �Rn.s.b) 4 Rn.s = 43.88= kap Design strength of connection for shear IV. Block Shear Limit State of Connecting Elements (AISC J4.3) lbs :_ .75 Ubs := 1.0 Lnv.bs := Lev + (sb — dh.d).(Nb — 1) Lnt.bs := Leh Lgv.bs := [Lev + (Nb — 1). sbl A. Connection Angle Lnv.bs = 5.000 in Lnt.bs = 1.000. in Lgv.bs = 7.500•in Rn.bs.al := (.6'Fu.36'Lnv.bs'ta) + (Ubs'Fu.36'Lnt.bs'ta) Rn.bs.a2 := (.6'Fy.36'Lgv.bs'ta) + (Ubs'Fu.36'Lnt.bs'ta) Rn.bs.a := mm(Rn.bs.al ,Rn.bs.a2) a = 82.5 kip' Resistance factor for the limit state of block shear Shear lag factor for block shear when tensile area is under uniform tension (i.e., single row of bolts). Shear length in block shear rupture Tensile length in block shear rupture Gross length subject to shear Rn.bs.al = 874kip Rn.bs.a2 = 82.5•kip Block shear strength of angle B. Beam Web (conservatively assuming copes on top and bottom Rn.bs.b1 :_ (•6'Fu.50'Lnv.bs'tw.mn) + (Ubs'Fu.50'Lnt.bs'tw.mn) Rn.bs.bl = 65•kip Rn.bs.b2 :_ (.6'Fy.50'Lgv.bs'tw.mn) + (Ubs'Fu.50'Lnt.bs'tw.mn) Rn.bs.b2 = 72.5'/(113 Rn.bs.b := min(Rn.bs.bl , Rn.bs.b2 bs.b T,65•kip Block shear strength of beam web'' C. Overall_ Rn.bs := min(Rn.bs.a,Rn.bs.b) Rn.bs = 65.00•kip Nominal block shear strength of connection '?'bs-Rn.bs 48.75'kip Design strength of connection for block shear Page 3 of 5 547 of 571 ••• Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Single Angle Connection • (3 bolts) Date of Creation: December 2007 Approved By: Approval Date: V. Resistance of Welds between Angle and Supporting Member (AMSC J2.4) Provide fillet weld along the vertical edge of the angle farthest from the beam web and along the bottom of the angle. Also, provide a short wrap around the top of the angle with a length of 2"Dw. A. Geometric Properties of Weld Group Yb xb L2 a + 0•L %, + La•2Dw 2 La + LN, + 2.D, Lw2 (2Dw)2 —+0L + 2 a 2 La + Lam, + 2 • Dom, yb = 3.6• in xb = 0.37•in La 3 2 12 + La 2a - yb) + Lw.yb2 + 2D(La - yb)2 Ix = 121.5 • in3 Y coordinate centroid of weld group X coordinate centroid of weld group Moment of inertia of weld group about x axis Lw3 + (2Dw)3 Lw \ 2 2 Dw 12 12 + L� — - xb + La•xb + 2Dw C2 2 - xb J Iy = 7.33•in3 Moment of inertia of weld group about y axis Ip := Ix + Iy Ip = 128.83•in3 cx := xb cx = 0.37•in cy := La - yb cy = 5.4.in LT.w := La + LN, + 2DN, LT.w = 12.5•in B. Loading Effects on Weld Group ems, := (Lw - xb) + 0.25in ems, = 2.88•in rpy:= 1 rpy=0.080.1 LT w in 1.e �,•c 1 rm.x y rm.x = 0.121 •— Ip in Polar moment of inertia of weld group Maximum eccentricity in x direction from CG to weld Maximum eccentricity in y direction from CG to weld Total length of weld Eccentricity of load, assumes a maximum half web thickness for supported beam of 0.25 inch. Vertical shear on weld group per 1 kip reaction Maximum horizontal shear within weld group due to moment with 1 kip of reaction Page 4 of 5 548 of 571 Afr U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Single Angle Connection Approval Date: (3 bolts) rmY 1 • ew cx rmy= 0.008. 1 in 2 210.5 1 ru.w [rm.�c + (rp•Y — rm•Y) J ru.w = 0.140 — in C. Resistance of Weld Group cl := 0.75 rn.w := 0.6•Fexx• Dw rn.w = 7.42. k• ip 1/2 in it•w'rn.w — �Rn.w r (41 i u.w Maximum vertical shear within weld group due to moment with 1 kip of reaction (NOTE: in opposite direction of rpy) Maximum Required shear within weld group per 1 kip of reaction Resistance factor for shear on fillet weld Nominal strength of weld 39:66'kip� besigatrength;for beamtreaction;,on.w.eld VI. Governing Resistance of Single Angle Shear Connection A. Bolt Strength (1)Rn.i := min(4)b.v'Rn.v,(l)brg'Rn.brg.2) + (Nb — 1)min(4)b.v.Rn.v, brg'Rn.brg.1) B. Connection Elements (I)Rn.2 := minORn.s, C. Weld Group 4Rn.3 := (1)Rn.w (kbs' Rn.bs) D. Overall Governing Strength of Connection := min(c Rn.i 4R2, cORn.3) cORn.1 = 57.92 -kip (1)12n.2 = 43.88•kip �Rn 3 = 39.66•kip 4Rn = 39.66 -kip Design Connection Strength Page 5 of 5 549 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Single Angle Connection (4 bolts) Date of Creation: December 2007 Approved By: Approval Date: Single Angle Connection Design (4 Bolts) Based on AISC SCM 13th ed.(2005) This calculation sheet provides the minimum strength for a single angle shear connection for an 1 -beam connected with one row of 4 bolts. Bolts are 0.875 inch diameter A325 in standard holes, thus providing a bearing connection as described by AISC SCM (2005). L4x3x3/8 angles are used with the 3 inch leg welded to the supporting member and the 4 inch leg bolted to the supported beam. 1. General Parameters A. Angle Cross-section Inputs: L':4 'x 3 x 0.375" Lb := 4in Lam, := 3 in B. Material Inputs: Fy 36 := 36ksi Fy 50 := 50ksi Fexx := 70ksi C. Analysis Inputs: Dom, := 0.25in tmin • Nb:=4 sb := 3 in db := 0.875in dh := 0.9375in dh.d dh + 1 in 16 tom, mn := 0.300in Lev := 1.5in Lcv := Lev — dh.d 2 Leh := 1.5in dh.d Lch := Leh — 2 to := 0.375•in Fu.36 58ksi Fu.50 := 65ksi Es := 29000ksi 3.09ksi(Dw•16) Fu.50 dh.d = 1 •in tw.mx := 0.375 in Lev = 1.000 -in Lch = 1.000 • in La := (Nb — 1)'sb + 2 -Lev La = 12•in train = 0.19•in Length of bolted and welded legs and thickness of connection angle Leg dimension of fillet weld Minimum support member thickness to develop weld on a single side on the member Number of bolts in connection Vertical spacing of bolts Diameter of bolt Diameter of bolt hole (standard) Diameter of bolt hole assuming damage due to punching of hole Minimum & maximum thickness of web for supported beam Vertical edge distance from center of hole to edge of member Vertical clear distance from edge of hole to edge of member Horizontal edge distance from center of hole to edge of member Horizontal clear distance from edge of hole to edge of member Total length of connection angle Page 1 of 5 550 of 571 ♦tip± U n i -Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Approved By: Single Angie Connection Approval Date: (4 bolts) II. Strength of Bolts A. Shear Strength of Bolts (AISC J.3.6) (1)b.v :_ .75 Ab. 4 mdb 2 Fb v := 48ksi Rn.v :_ Ab•Fb.v Ab = 0.601 • in2 Rn.v = 28.86.kip 4b.v Rn.v = 21.65.kip B. Bearing Strength at Bolt Holes (AISC J3.10) (I)brg :_ .75 Rn.brg.1 2.4 db min(tw.mn'Fu.50>ta•Fu.36) Obrg Rn.brg.1 = 3 71 Resistance factor used for shearing of bolt steel Nominal area of unthreaded bolt Nominal shear stress of bolt assuming threads NOT excluded from shear plane Nominal shear strength of one A325 7/8" diameter bolt with the threads in the shear plane Design shear strength per bolt Resistance factor used for the limit state of bearing p Maximum Bearing Rn.brg.2 := min(1.2•Lcvmin(tw.mri Fu.50,ta•Fu.36),Rn.brg.1) 4brg .brg.2 17.5 :rength kip Bearing strength for top bolt Ill. Shear Limit State of Connecting Elements (AISC J4.2) �sy:= 1.0 (1)s.r 0.75 Lgv.s:= 2Lev+ (Nb — 1)•sb Lnv.s:= Lgv.s — Nb•dh.d A. Connection Angle Rn.s.al := 0.6•Fy.36•Lgv.s•ta Rn.s.a2 0.6•Fu.36•Lnv.s•ta (I)Rn.s.a := min(1:13•s.y.Rn.s.al, 43•s.r• B. Beam Web (conservatively Lgv.s = 12.000•in Lnv.s = 8.000•in Rn.s.al = 97.2•kip Rn s a2 = 104.4•kip Rn.s.a2) 4)Rn.s.a = 78.3(3•kip Resistance factor for limit state of shear yielding Resistance factor for limit state of shear rupture Gross length subject to shear Net length subject to shear Nominal strength of angle for shear yielding Nominal strength of angle for shear rupture Design shear strengthof connection angle assuming copes on top and bottom) Rn.s.b1 := 0.6•Fy.50•Lgv.s•tw.mn Rn.s.b2 0.6•Fu.50•Lnv.s•tw.mn Rn.s.b1 = 108•kip Rn.s.b2 = 93.6•kip Nominal strength of beam web for shear yielding Nominal strength of beam web for shear rupture Page 2 of 5 551 of 571 -idkx 441to Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Single Angle Connection (4 bolts) Date of Creation: December 2007 Approved By: Approval Date: (I)Rn.s.b := min(tps y Rnsbl (Os.r'Rn.s.b2) C. Overall 4)Rn.s := min(cl)Rn.s.a, (1)Rn.s.b) .b 70.20•kip Design shear strength of beam web 'RTI = 70.204kp Design strength of connection for shear IV. Block Shear Limit State of Connecting Elements (A/SC J4.3) 0)bs := .75 Ubs := 1.0 Lnv.bs := Lev + (sb — dh.d)'(Nb — 1 Lnt.bs := Lch Lgv.bs := [Lev + (Nb — 1)•sb] A. Connection Angle Rn.bs.al := (•6'Fu.36'Lnv.bs'ta) + Rn.bs.a2 := (•6•Fy.36'Lgv.bs•ta) + Rn.bs.a := min(Rf bs.al , Rn.bs.a2) Lnv.bs = 7.000•in Lnt.bs = 1.000•in Lgv.bs = 10.500•in (Ubs' Fu.36' Lnt.bs'ta) (Ubs' Fu.36. Lnt.bs'ta) .bs Resistance factor for the limit state of block shear Shear lag factor for block shear when tensile area is under uniform tension (i.e., single row of bolts). Shear length in block shear rupture Tensile length in block shear rupture Gross length subject to shear Rn.bs.al = 113.1 -kip Rn.bs.a2 = 106.8•kip 106.8•kip Block shear strength of angle B. Beam Web (conservatively assuming copes on top and bottom Rn.bs.bl :_ (.6'Fu.50'Lnv.bs'tw.mn) + (Ubs'Fu.50'Lnt.bs'tw.mn) Rn.bs.b2 :_ (•6'Fy.50'Lgv.bs'tw.mn) + (Ubs'Fu.50'Lnt.bs'tw.mn) Rn.bs.b := min(Rn.bs.b1, Rn.bs.b2) Rn.bs.b = 101.4.kip C. Overall Rn.bs := min(Rn.bs.a, Rn.bs.b) Rn.bs = 101.40•kip 4bs'n.bs = 76.05 •kip Rn.bs.bl = 101.4•kip Rn.bs.b2 = 114 -kip Block shear strength of beam web Nominal block shear strength of connection D ign strength of connection for .block shear Page 3of5 552 of 571 •;44r# • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Single Angle Connection Approval Date: (4 bolts) V. Resistance of Welds between Angle and Supporting Member (AISC J2.4) Provide fillet weld along the vertical edge of the angle farthest from the beam web and along the bottom of the angle. Also, provide a short wrap around the top of the angle with a length of 2*Dw. A. Geometric Properties of Weld Group Yb :_ xb := L2 a — 4 0•Lw, + La-2Dw 2 La + Lw, + 2•Dw Lw2 (2Dw)2 — + 0•La + 2 2 La + Lw + 2.Dw, yb = 5.03•in Y coordinate centroid of weld group xb = 0.3•in X coordinate centroid of weld group La L 3 l2 12 + L•(—a - ybJ + Lw•yb2 + 2Dw (La - yb )2 Ix = 255.48•in3 Moment of inertia of weld group about x axis Lw3 + (2Dw)3 Lw 2 2 Dw 2 I/3'. 12 J + L��•(2 - xbJ + La•xb + 2Dw �2 2 - xbJ1 Ip := Ix + cx := xb cy := La - yb Ip = 263.15•in3 cx = 0.3•in cy = 6.97 -in LTw:= La+Lw,+2Dw, LTW= 15.5•in B. Loading Effects on Weld Group ew := (Lw, - xb) + 0.25in 1 r• _ p•y . L T.w 1.e w; cy rm.x Ip l •ew•cx rmy• Iy = 7.66•in3 Moment of inertia of weld group about y axis ew, = 2.95•in r 1 =0.065 py in rm.x = 0.078. 1 in rmy=0.003.1 in Polar moment of inertia of weld group Maximum eccentricity in x direction from CG to weld Maximum eccentricity in y direction from CG to weld Total length of weld Eccentricity of load, assumes a maximum half web thickness for supported beam of 0.25 inch. Vertical shear on weld group per 1 kip reaction Maximum horizontal shear within weld group due to moment with 1 kip of reaction Maximum vertical shear within weld group due to moment with 1 kip of reaction (NOTE: in opposite direction of rpy) Page 4 of 5 553 of 571 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Single Angle Connection (4 bolts) Date of Creation: December 2007 Approved By: Approval Date: 2 2 0.5 ru.w [rm.x + (rp•y — rm•y)210.5 J C. Resistance of Weld Group >Nv. := 0.75 Dom, rn w := 0.6•Fexx• (Ow rn.w 4)Rn.w u.w VI. Governing Resistance of Single Angle Shear Connection A. Bearing Connection 43Rn.1 := min(4)b.vRn.v, brg.Rn.brg.2) + (Nb — 1)minOb.v.Rn.v, brg.Rn.brg.1) (1)Rn. i = 82.49 •kip rum=0.099.1 in rn.w = 7.42. kip in Maximum Required shear within weld group per 1 kip of reaction Resistance factor for shear on fillet weld Nominal strength of weld = 56.11 *p Design strength for beam reaction on weld B. Connection Elements 'Rn 2 := min(4)Rn s, 4bs'Rn.bs) C. Weld Group itRn.3 := •43.12.n.w D. Overall Governing Strength of Connection 43.1tn := min(�Rn. clRn.2, 4•Rn.3) (1:112.n.2 = 70.20•kip cORn 3 = 56.11•kip = 56.11.kip Design Connection Strength Page 5of5 554 of 571 .40 Ung -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Single Plate Connection (3 bolts) Date of Creation: December 2007 Approved By: Approval Date: Single Plate Connection Design (3 Bolts) Based on AISC SCM 13th ed.(2O05) This calculation sheet provides the minimum strength for a single plate shear connection for an I-beam connected with one row of 3 bolts. Bolts are assumed to be 0.875 inch diameter A325 in standard holes, thus providing a bearing connection as described by AISC SCM (2005). The shear plate is welded to the supporting member. 1. General Parameters A. Plate Cross-section Inputs: IPL 9x4x0;375" Lb := 4in B. Material Inputs: Fy 36 := 36ksi Fy 50 := 50ksi Fexx := 70ksi C. Analysis Inputs: 5 Dv,:= 8•ta Nb := 3 sb := 3in Vertical spacing of bolts db := 0.875in Diameter of bolt dh := 0.9375in to := 0.375 • in Fu.36 58ksi Fu.50 65ksi Es := 29000ksi 3.09ksi(Dw 16) train Fu.50 Dv, = 0.234•in tmin = 0.18•in Length of bolted leg and thickness of connection plate Minimum leg dimension of fillet weld per side of plate to develop full strength of connection plate Minimum support member thickness to develop weld on a single side of the member Number of bolts in connection Diameter of bolt hole (standard) 116 Diameter of bolt hole assuming damage due to dh.d dh d = l •in punching of hole tw := 0.250in. Minimum thickness of web for connected beam Lev := 1.5in Lev := Lev — dh.d 2 Leh := 1.5in dh.d Lch := Leh — 2 Lcv = 1.000 -in 1.000•in Lch = La := (Nb — [).sb + 2•Lev La = 9•in Vertical edge distance from center of hole to edge of member Vertical clear distance from edge of hole to edge of member Horizontal edge distance from center of hole to edge of member Horizontal clear distance from edge of hole to edge of member Total length of connection plate Page 1 of 5 555 of 571 4 •ice U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Single Plate Connection Approval Date: (3 bolts) II. Strength of Bolts A. Shear Strength of Bolts (AISC J.3.6) 4)b.v :_ .75 Ab 7r•db2 2 Ab = 0.601 • in 4 Fb.v := 48ksi Rn.v := Ab'Fb.v Rn.v = 28.86.kip k.v'Rn 2'1.65r kip B. Bearing Strength at Bolt Holes (AISC J3.10) (I)brg := .75 Rn.brg.1 := 2.4•db•min(tw'Fu.50,ta•Fu.36) 4brg'Kn.brg.1 = 25.59.kip Rn.brg.2 min(1.2•Lcvmin(tw Fu.50'ta•Fu.36),Rn.brg.1) Resistance factor used for shearing of bolt steel Nominal area of unthreaded bolt Nominal shear stress of bolt assuming threads NOT excluded from shear plane Nominal shear strength of one A325 7/8" diameter bolt with the threads in the shear plane Design shear strength per bolt Resistance factor used for the limit state of bearing Maximum Bearing strength 'brg;u.brg.2 = 14.62•kip Bearing strength for top bolt C. Reduction Factor on Bolts due to Eccentricity of Connection ea := Lb - Leh ea = 2.5•in Eccentricity from weld to bolt line Jb := 2.(sb)2 f := v.y Nb 1.ea.(sb) fm.x Jb vy ff (2 2)13.5 fv.y fm Jb = 18 • in2 fvy=0.333 fmx=0.417 Polar moment of inertia for bolt group Vertical shear factor per bolt due to reaction force Maximum horizontal shear factor per bolt due to moment on bolt group 0.625 Maximum shear factor per bolt: multiply individual bolt strengths by this factor to get reduced vertical shear strengths accounting for eccentricity. Page 2 of 5 556 of 571 �i�j U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Single Plate Connection Approval Date: (3 bolts) III. Shear Limit State of Connecting Elements (AISC J4.2) •:13.sy:= 1.0 (13's.r 0.75 Lgv.s 2Lev + (Nb — 1)'sb Lnv.s Lgv.s — Nb'dh.d A. Connection Plate Rn.s.ai 0.6•Fy.36'Lgv.s'ta Rn.s.a2 0.6•Fu.36'Lnv.s'ta 9.000 • in Lgv.s = Lnv.s = 6.000 • in Rn.s.al = 72.9.kip Rn.s.a2 = 78.3•kip 1:13Rn.s.a min(4s.y.Rn.s.a1,(ks.r'Rn.s.a2) Rn.s.a Resistance factor for limit state of shear yielding Resistance factor for limit state of shear rupture Gross length subject to shear Net length subject to shear Nominal strength of angle for shear yielding Nominal strength of angle for shear rupture 58.7 kip Design shear strength of connection', angle B. Beam Web (conservatively assuming copes on top and bottom) Rn.s.b1 0.6•Fy.50'Lgv.s•tw Rn.s.b1 = 67.5•kip Rn.s.b2 0.6•Fu.50'Lnv.s'tw Rn.s.b2 = 58.5'kip (I)Rn.s.b min(�s.y'Rn.s.bl (1)s.r'Rn.s.b2) C. Overall oRn.s := min@Rn.s.a, (Rn.s.b) b Nominal strength of beam web for shear yielding Nominal strength of beam web for shear rupture 43.88 kip Des n she ngth of beam web d�Rn.s = 43.88 kip Design', strength of connection for shear IV. Block Shear Limit State of Connecting Elements (AISC J4.3) lbs :_ .75 Ubs := 1.0 Lnv.bs := Lev + (sb — dh.d)'(Nb — 1) Lnv.bs = 5.000•in Lnt.bs Leh Lgv.bs [Lev + (Nb — 1) • sb) Lnt.bs = 1.000 in Lgv.bs = 7.500•in Resistance factor for the limit state of block shear Shear lag factor for block shear when tensile area is under uniform tension (i.e., single row of bolts). Shear length in block shear rupture Tensile length in block shear rupture Gross length subject to shear Page 3 of 5 557 of 571 401 + do% 4100 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Single Plate Connection (3 bolts) Date of Creation: December 2007 Approved By: Approval Date: A. Connection Plate Rn.bs.al (•6•Fu.36•Lnv.bs•ta) + (Ubs•Fu.36•Lnt.bs•ta) Rn.bs.a2 := (.6•Fy.36•Lgv.bs•ta) + (Ubs•Fu.36•Lnt.bs•ta) Rn.bs.a min(Rf bs.al ,Rn.bs.a2) b, 2.5 kip Rn.bs.al = 87•kip Rn.bs.a2 = 82.5•kip Block shear strength of angle B. Beam Web (conservatively assuming copes on top and bottom Rn.bs.b1 (•6.Fu.50'Lnv.bs'tw) + (Ubs'Fu.50'Lnt.bs.tw) Rn.bs.b2 :_ (.6•Fy.50'Lgv.bs'tw) + (Ubs'Fu.50'Lnt.bs'tw) Rn.bs.b min(Rn.bs.b1 ,Rn.bs.b2) C. Overall Rn.bs min(Rn.bs.a, Rn.bs.b) bs.b = 65•kip Rn.bs = 65.00•kip bs.Rn.bs = 48.75•kip Rn.bs.b1 = 65•kip Rn.bs.b2 = 72.5•kip Block shear strength of beam web Nominal block shear strength of connection Ds signstrength of connection for block shear V. Flexural Strength of Connection Plate (AISC Part 10) A. Yielding Including Von Mises Shear Reduction ff' )b.v'Rn.v'Nb Fv Lata 2 2 Fcr.y Fy.36 — 3.Fv (L1 a 2 Zpy := La•ta• cOMmy := 0.9•Fcr.Y.Zp (1)Mn.y (ORf.y '= ea B. Plate Buckling La' Fy.36 Fv = 12.021 • ksi Fcr.y = 29.37•ksi Zpy = 15.19 • in3 Shear stress on plate conservatively assuming maximum vertical shear force for all bolts Critical stress for flexural yielding Plastic modulus for connection plate (1)1V1n y = 401.4•kip•in Design flexural yielding strength of plate 10ta•475ksi + 280ksi• Q := 1 iL N2 a \Lbi Ey =.160.6.kip' Xb = 0.331 Design, h3 force for plate Buckling factor If ?'b < 0.7, Q=1 and buckling does not occur Page 4 of 5 558 of 571 •i�.s U n i-Syste rns SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Single Plate Connection Approval Date: (3 bolts) Fcr.b Q'Fy.36 2 Sb := to La Sb = 5.06•in3 6 4Mn.b := 0.9•Fcr.b'Sb 4Mn.b Fcr.b = 36.00•ksi �Rf.b C. Overall ea 4Rf := mi#Rfy>ilrRfb) (I)Mn b = 164.0•kip•in = 65.6• kip Critical stress for flexural buckling Section modulus for connection plate Design flexural buckling strength of plate Design shear force for plate 5.61.kip Design shear force for plate based on flexure VI. Governing Resistance of Single Plate Shear Connection A. Bolt Strength �Rn.l := ff•[min(4b.v.Rn.v,(1c'brg'Rn.brg.2) + (Nb — 1)•min(lb.v'Rn.v,4brg'Rn.brg.1)1 �Rn 1 = 36.18.kip B. Connection Elements 4)Rn.2:= min(ORn.s, bs'Rn.bs'4 f) C. Overall Governing Strength of Connection (1)Rn := min((i)Rn.1, (lRn.2) �Rn 2 = 43.88•kip (fan = 36.18•kip Design Connection Strength Page 5 of 5 559 of 571 U n i-Syste ms SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Single Plate Connection (4 bolts) Date of Creation: December 2007 Approved By: Approval Date: Single Plate Connection Design (4 Bolts) Based on AISC SCM 13th ed.(2005) This calculation sheet provides the minimum strength for a single plate shear connection for an I-beam connected with one row of 4 bolts. Bolts are assumed to be 0.875 inch diameter A325 in standard holes, thus providing a bearing connection as described by AISC SCM (2005). The shear plate is welded to the supporting member. 1. General Parameters A. Plate Cross-section Inputs: PL 1.2 .x 4 x 0.375".1; . • Lb := 4in to := 0.375•in B. Material Inputs: Fy 36 := 36ksi Fu.36 := 58ksi Fy 50 := 50ksiFu.50 := 65ksi 70ksi Es 29000ksi Fexx C. Analysis Inputs: 5 Dw := 8 •ta Dom,= 0.234•in Length of bolted leg and thickness of connection plate Minimum leg dimension of fillet weld per side of plate to develop full strength of connection plate 3.09ksi(Dw 16) Minimum support member thickness to develop weld tmin := F tmin = 0.18•in u.50 on a single side of the member Nb := 4 Number of bolts in connection sb := 3in Vertical spacing of bolts db := 0.875in Diameter of bolt dh := 0.9375in Diameter of bolt hole (standard) 1 Diameter of bolt hole assuming damage due to dh.d := dh + —in dh.d = 1 •in 16 punching of hole tom, := 0.300in Lev := 1.5in Lev := Lev - 2 dh.d Leh := 1.5in dh.d Lch := Leh - 2 Lev = 1.000 • in Lch = 1.000•in La := (Nb - 1)•sb + 2•Lev La = 12•in Minimum thickness of web for connected beam Vertical edge distance from center of hole to edge of member Vertical dear distance from edge of hole to edge of member Horizontal edge distance from center of hole to edge of member Horizontal clear distance from edge of hole to edge of member Total length of connection plate Page 1 of 5 560 of 571 sig U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Single Plate Connection Approval Date: (4 bolts) II. Strength of Bolts A. Shear Strength of Bolts (AISC J.3.6) Ob.v :_ .75 7r•db2 2 Ab := 4 Ab = 0.601 •in Fb.v := 48ksi Rn.v := Ab•Fb.v Rn.v = 28.86•kip obvRn. 21.65•kip B. Bearing Strength at Bolt Holes (AISC J3.10) (I)brg := .75 Rn.brg.1 := 2.4•db•min(tw• Fu.50,ta•Fu.36) 4brg Rn.brg.1 = 30,71,1dp Maximum Bearing strength', Rn.brg.2 := min(1.2•Lcv.min(tw Fu.50,ta•Fu.36),Rn.brg.1) 4)brg Rn.brg.2 = 17.55•kip Resistance factor used for shearing of bolt steel Nominal area of unthreaded bolt Nominal shear stress of bolt assuming threads NOT excluded from shear plane Nominal shear strength of one A325 7/8" diameter bolt with the threads in the shear plane Design shear strength per bolt Resistance factor used for the limit state of bearing Bearing strength for top bolt C. Reduction Factor on Bolts due to Eccentricity of Connection ea := Lb - Leh i l2 sb Jb:=2 1 fvy:- Nb fm , ff:= ea = 2.5•in (3.sb\2 2 1•ea•(1.5•sb) Jb fv y 2 0.5 (fV.Y2 + fm.x ) fvy= 0.250 fm.x = 0.250 Jb = 45.in2 = 0.707 Eccentricity from weld to bolt line Polar moment of inertia for bolt group Vertical shear factor per bolt due to reaction force Maximum horizontal shear factor per bolt due to moment on bolt group Maximum shear factor per bolt: multiply individual bolt strengths by this factor to get reduced vertical shear strengths accounting for eccentricity. Page 2of5 561 of 571 pro U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Single Plate Connection Approval Date: (4 bolts) 111. Shear Limit State of Connecting Elements (AISC J4.2) �sy:= 1.0 cOs.r 0.75 2Lev+ (Nb — 1).sb Lgv.s Lnv.s := Lgv.s — Nb.dh.d A. Connection Plate Rn.s.a l 0.6• Fy.36 • Lgv.s• to Rn.s.a2 0.6•Fu.36•Lnv.s•to Resistance factor for limit state of shear yielding Resistance factor for limit state of shear rupture Lgv.s = 12.000•in Gross length subject to shear Lnv.s = 8.000•in Net length subject to shear Rn.s.al = 97.2•kip Nominal strength of angle for shear yielding 104.4•kip Nominal strength of angle for shear rupture Rn.s.a2 = (1)Rn.s.a min(4s.y.Rn.s.a1,4)s.r Rn.s.a2) Rn.s 78. Am Design shear strengthof connection angle B. Beam Web (conservatively assuming copes on top and bottom) Rn.s.b1 := 0.6•Fy.50-Lgv.s•tw Rn.s.b2 0.6•Fu.50•Lnv.s•tw Rn.s.b1 = 108•kip Rn.s.b2 = 93.6•kip Nominal strength of beam web for shear yielding Nominal strength of beam web for shear rupture (ORn.s.b min(4s.y.Rn.s.b1>(1)s.r'Rn.s.b2) s.b = 70.20•kip Design shear strength', of beam web C. Overall (1)Rn.s := min(4Rn.s.a, (1)Rn.s.b) 4Rn.: = 70.20•kip Design strength of connection for shear IV. Block Shear Limit State of Connecting Elements (AISC J4.3) lbs :_ .75 Ubs := 1.0 Lnv.bs := Lev + (sb — dh.d).(Nb — 1) Lnt.bs := Lch Lgv.bs := [Lev + (Nb — 1). sb] Lnv.bs = 7.000•in Lnt.bs = 1.000•in 10.500•in Lgv.bs = Resistance factor for the limit state of block shear Shear lag factor for block shear when tensile area is under uniform tension (i.e., single row of bolts). Shear length in block shear rupture Tensile length in block shear rupture Gross length subject to shear Page 3 of 5 562 of 571 *ii*6 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Single Plate Connection (4 bolts) Date of Creation: December 2007 Approved By: Approval Date: A. Connection Plate Rn.bs.al (•6'Fu.36'Lnv.bs•ta) + (Ubs'Fu.36'Lnt.bs'ta) Rn.bs.a2 := (.6•Fy.36•Lgv.bs•ta) + (Ubs•Fu.36•Lnt.bs'ta) Rn.bs.a min(Rn.bs.al , Rn.bs.a2) bs.a Rn.bs.al = 113.1 •kip Rn.bs.a2 = 106.8•kip = 106.8•kip Block shear strength of angle B. Beam Web (conservatively assuming copes on top and bottom Rn.bs.b1 (.6'Fu.50'Lnv.bs.tw) + (Ubs.Fu.50'Lnt.bs.tw) Rn.bs.b2 := (.6•Fy.50'Lgv.bs'tw) + (1-Tbs.Fu.50.Lnt.bs.tw) Rn.bs.b min(Rn.bs.b1 ,Rn.bs.b2) bs.b 01.4•kip = 101.4•kip Rn.bs.bl Rn.bs.b2 = 114•kip Block shear strength of beam' web' C. Overall Rn.bs.b) Rn.bs = 101.40. kip Nominal block shear strength of connection Rn.bs min(Rn.bs.a d bs•Rn ba = 76.05 • kip Design strength of connection for block shear V. Flexural Strength of Connection Plate (AISC Part 10) A. Yielding Including Von Mises Shear Reduction F •— ff'�b.v.Rn.v.Nb v Lata Fcr.y JFy.362 — 3 Fv2 Fcr.y = 27.21. ksi Fv = 13.6061si (L 1 Zp y:= La to a J 2 cOMn.y := 0.9•Fcr.y•Zp•y EMIL 1:1:1Rfy ea B. Plate Buckling >b•_ Q := 1 La' Fy6 Shear stress on plate conservatively assuming maximum vertical shear force for all bolts Critical stress for flexural yielding Zp y = 27.00•in3 Plastic modulus for connection plate (OMn y = 661.3 •kip•in Design flexural yielding strength of plate cpRf = 264.5•kip Design shear force for plate 10ta• 475ksi + 280ksi• "La\2 Li., b) Xb = 0.351 Buckling factor If ?,b < 0.7, Q=1 and buckling does not occur Page 4of5 563 of 571 Design shear force for plate +al • Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Single Plate Connection Approval Date: (4 bolts) Fcr.b := Q'Fy.36 ta•La2 Sb . 6 (I)Mn.b 0.9•Fcr.b'Sb (I)Mn.b cgt.f.b ea C. Overall 4 R f := min(tRf y, (Rf.b) 36.00•ksi Fcr.b = Sb=9•in3 cl)Mn b = 291.6•kip•in b 6.6 kip Critical stress for flexural buckling Section modulus for connection plate Design flexural buckling strength of plate 6.64.kip Design shear force for plate based on flexure VI. Governing Resistance of Single Plate Shear Connection A. Bolt Strength (i)Rn.1 := ff �min��b.v.Rn.v,4 brg'Rn.brg.2) + (Nb — 1).min(41b.v'Rn.v,4brg'Rn.brg.1)1 �Rn 1 = 58.33•kip B. Connection Elements 0)Rn.2:= min(4Rn.s,cbs'Rn.bs,(I)Rf) �Rn 2 = 70.20 • kip C. Overall Governing Strength of Connection (1)Rn := min(clRn 1,4Rn 2) (PRn = 58.33•kip Design Connection Strength Page 5 of 5 564 of 571 •1016 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Vertical Chevron Brace Approved By: Base Plate Approval Date: Steel Base Plate Design (Vertical Chevron Brace) Base Plate DesOn Narrative: The base plate is assumed to transfer the column axial force into the concrete as a uniform bearing pressure through cantilever bending of the plate. Design guidance for sizing the plate to achieve the assumed Toad transfer mechanism, detailing, and fabrication considerations is provided by: AISC Steel Construction Manual, 13th ed. (2005) AISC Steel Design Guide 1: Column Base Plates (1990) ACI 318-05 Building Code Requirements For Structural Concrete (2005) Material Inputs: FYA36 36•ksi FuA36:= 58•ksi fya := 36ksi fua := 58ksi Es := 29000•ksi Analysis Inputs: Pu := 26kip Tu := Okip fc := 4ksi (I)c := .90 Pu := 194kip V1x := Okip V1,:= 3.9kip Yield Strength of Plate Tensile Strength of Plate Yield Strength of Anchor Rod (ASTM F1554) Tensile Strength of Anchor Rod (ASTM F1554) Maximum Factored compression load Maximum Factored tension load Concrete compressive strength Resistance factor used for compression yielding and buckling Nominal strength of controlling column Maximum Shear along the x direction not transferred via shear friction Maximum shear along the y direction not transferred via shear friction Page 1 of 7 565 of 571 •AA*� U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Vertical Chevron Brace Base Plate Date of Creation: January 18, 2008 Approved By: Approval Date: Plate Design For Axial Compression (AISC Chapter 14) Base Plate Geometry bf := 5.99in Nominal Width of Flange (W6X15) d := 5.99in Depth of Column N := l0in Depth of Base Plate B := 13.5in Width of Base Plate Find Critical Cantilever Dimension N—.95•d µ:= 2 µ= 2.15 in B — (.8.bf) n :- 2 d•bf K := 4 X :_ X = 0.15 (d + bf)2 s'4)c13 ni 4.d.bf n= 4.35 in K= 1.5 in Pu X11+`i—x) X1=0.4 X = 0.4 'crit max(µ,n,X•s,) 'crit = 4.35 in X•K = 0.6in X:= if(X1 > 1,1,x1) Critical Cantilever Length Find Minimum Base Plate Thickness (via Thornton 1990) tmin.LRFD := 'crit .9•F B•N yA36' 2•Pu LRFD 0.47in Minimum Plate Thickness by LRFD for Maximum Combined Factored Load t := .625in Selected Plate Thickness Page 2 of 7 566 of 571 40111 .406 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Vertical Chevron Brace Base Plate Date of Creation: January 18, 2008 Approved By: Approval Date: Steel Strength of Anchor in Tension (ACI Appendix D) F1554 Grade 36 Low Carbon Anchor Rods Per Steel Specification 'ts :_ .75 na := 4 do := .75in 1 nt := 7•— in 2 ASe (7r1 a• do _ .97431 I\4J nt J Resistance Factor used for Anchor Rod Design Governed by Failure of Ductile Steel Element for Tension Loads Number of Anchor Rods Diameter of Anchor Rods Number of Threads Per inch ASe = 0.29 in2 Effective Area of Steel in one Rod by ANSI/ASME B1.1 futa := min[fua,(1.9fya),125ksi� uta = 58ksi Nsa 4ts'na'Ase'futa 50.99 kip Tu = 0 kip Maximum Stress Allowed in Anchor Rod byD.5.1 Capacity of Anchor Rod Group Governed By Steel Failure. Design Ultimate Tension Load on Anchor Rod Group Concrete Breakout Strength of Anchor in Tension (ACI Appendix D) The limit state of concrete breakout assumes that a concrete failure prism forms with an angle of about 35 degrees to the concrete surface. The concrete resists the tensile forces up to its own modulus of rupture over the failure surface area. The code equations are based on limiting stress to this tensile limit and generating an allowable load based on the area of the failure surface. If our load is higher than this we must assume that we have a cracked section and provide developed tensile reinforcement accordingly. Our failure surface is not a complete truncated pyramid due to geometry of, the wall, so we will reduce the strength based on the loss of area. Given fn = 4000 psi etc :_ .75 hef := 18in 1.5•hef = 27in 2 ANco := 9'hef Compressive Strength of Concrete LRFD Resistance Factor for pull out failure of cast -in anchors in tension where steel crosses the expected failure plane Effective Depth of Anchor Rod Group, Limited to 25" due to current test data Limiting Edge Distance for Published values Failure Surface Area for a Single Anchor Page 3 of 7 567 of 571 xp 4040 +100 414A U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Vertical Chevron Brace Base Plate Date of Creation: January 18, 2008 Approved By: Approval Date: s1 := 5.0in s2 := 4.0in ca.min := mir>I ca.min = 3.5 inn cal := 1.5•hef 12in sl 1.5•hef l 2 2 ' _ (12in sl cat 2 2 ANc := cal + s1 + cal)•(ca2 + s2 + ca2) Spacing from Center To Center of Corner Anchors Spacing from Center To Center of Corner Anchors cal = 27 in Approximated distance From Edge Anchor Rod To Side of Wall cat = 3.5 in ANc = 649 in2 Distance From Edge Anchor Rod Edge of Breakout Area of Truncated Pyramid Failure Surface 1Pec.N := 1 Modification Factor For Anchor Groups Loaded i c Eccentrically in Tension a.min *ed.N :_ if ca.min < 1.5•hef, .7 + •3' 1.5•h ' 1 Modification Factor For Edge Effects for Anchor eft Groups Loaded in Tension 'Oo.N := 1.25 ''cp.N := 1 5 3 Nb := 16•(/6-0170)•/heft •lbf in J Ncbg ANc ANc ANco/ 'ed.N = 0.74 Modification Factor For Cast -In Anchor Groups in an Uncracked Section Modification Factor For Post -Installed Anchor Groups. (=1 for cast -in) Nb = 153.22 kip Nominal Breakout Strength for a Single Anchor in Tension, in Cracked Concrete. With effective depth between 11in and 25in ec.N'ed.N'c.N'cp.N' Nb Ncbg = 31.5 kip Group. Nominal Concrete Breakout Strength of Anchor — 0.22 Ratio of strength of anchor group to strength of one ANco anchor. cbg 2 Factored Breakout strength of anchor group. Page 4 of 7 568 of 571 110 • 41# .40 Un i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Vertical Chevron Brace Approved By: Base Plate Approval Date: If the breakout strength is less than the applied load we need to assume that.the truncated pyramid—dick has formed: and cross thatcrack with enough, developed steel to react the entire factoredluplift load Thereby assuming that tiic 1M,. concrete;has no strength ,because it is all a cracked regio• n..We,will use a resistance factor that reflects a Ftensione,:.: controlled section because the only possible failure is due to tensile •yielding • of rebar }" ~ :: �Y Tensile Strength of Cracked Section (ACI 10) fys := 60ksi cf)t := .90 Tu = 0 kip T11 Fnt.des t As.min :— Fnt.des ys As.min ng :_ 2 .20in Fnt.des = 0 kip 2 As.min = 0 in ng=0 Yield Strength of Rebar Resistance Factor for Tension Controlled Sections Design Load Minimum Area of Developed Rebar Required Check Bearing Stress Applied to Concrete (ACI 10.17) When the supporting area of concrete is larger than the base plate, as is the case with the wall, there is an increase in bearing capacity allowed because the concrete under the base plate is confined by the surrounding concrete. "Confined" concrete subjected to a triaxial stress state will have a ~higher crushing strength. The maximum allowable increase is two and based on the root of the ratio of the base plate area to the area found when a slope of 2:1 is taken off of the bottom of the plate to the edge of the wall. [Aissumes Columns are placed en ,12';,thick wall 4brg := .65 Al := B•N Al = 135 int A2 := Al A2 = 135 int Strength Reduction Factor For Bearing on Conrete ACI 9.3.2.4 Area of Base Plate Area of Frustrum Base Found Above Page 5 of 7 569 of 571 4.40$ U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Vertical Chevron Brace Base Plate Date of Creation: January 18, 2008 Approved By: Approval Date: A2 a:= — Al ^y := if (a <_ 2,a.,2) Pmax:= (Pbrg•(.85•fc•Al)•1 a=1 7=1 Bearing on Grout (ACI 10.17) fcg := 5ksi Pga := B•N•.85•4brg fcg Allowable increase for confined concrete 2g8 3S ki Maximum Factored Load that Can Be applied to the P Base Plate for Failure Mode of Concrete Crushing 372.94 kip Grout is not assumed to be confined because it is elevated from surrounding concrete Compressive strength of grout Allowable compressive load on grout Design for Shear (SDG 1) For a typical base plate design most shear is reacted by friction between the column base plate and the grout. Steel design guide 1 recommends not using anchor rods for shear for any significant loading. In our case because we have shear in addition to uplift we do not have the normal force needed to produce friction to react the shear force. For these columns we will need to use a shear key to transfer the shear Toad to the foundation. Vi := max(Vix, Viy) VI = 3.9 kip Maximum shear load applied to the base plate Ai := VI Al = 1.76 in2 Area of contact of shear lug with cast concrete .85'43brg'fc pedestal (not grout) Al dl := B dl = 0.13 in diu := lin hg := 2in h1 := dlu + hg h1 = 3 in Aiiu := diu'B Aiu = 13.5 int � M1 := V1 hg + I dill Ml = 9.75 kip•in 2� t1 := .625in Depth of embedment required for the shear lug Depth of embedment used Height of grout pack Total height of shear lug Embedded area of shear lug Moment on a simplified shear lug that is only a plate extending from the bottom of the base plate Thickness chosen for shear lug Page 6 of 7 570 of 571 rimfts U n i-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Vertical Chevron Brace Base Plate Date of Creation: January 18, 2008 Approved By: Approval Date: Bt12 Sl := —6 B t12 := 4 (kb :_ .90 S1 = 0.88 in3 Z1 = 1.32 in3 Mn1:= min(FyA36'Z1,1.6•FyA36.Si) ob,M1 = 42.71 kip, in Section modulus of lug Plastic section modulus of lug Resistance fator used for bending Strength of simplified shear lug Page 7 of 7 571 of 571 Gity of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director DAVID FEY 7730 LEARY WY REDMOND WA 98052 RE: Permit No. D10-296 I -FLY SEATTLE 349 TUKWILA PY TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 02/11/2012. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-431-2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 02/11/2012, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D10-296 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 .sy City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director December 9, 2011 Via Certified and Regular Mail Mr. Bill Adams I -Fly Seattle 7150 West Erie Street Chandler, AZ 85226 RE: I -Fly Seattle Design Review Completion of Project Dear Mr. Adams: In August of this year the City of Tukwila's Department of Community Development approved a temporary certificate of occupancy for the I -Fly Seattle building located at 301 Tukwila Parkway. Under the terms of the temporary certificate of occupancy, I -Fly Seattle was permitted to open while completing work approved as part of the building permit and design review. Please be advised that I -Fly will no longer be permitted to operate under a temporary certificate of occupancy, as of the end of the year. I -Fly must obtain a fmal Certificate of Occupancy. In order to do so all approved work under the building permit must be completed, all conditions met, and final approval by all City Departments received. As you are aware, I -Fly Seattle received design review approval for the construction of the I -Fly Seattle building in December of 2010. The approved design review application required that exterior improvements be completed to both buildings on the project site. The purpose of these exterior improvements was to blend the new I -Fly building into the site as a whole. Additionally, the freestanding sign on the property was to be painted to have colors that were consistent with the approved design review application. As of today, none of the exterior upgrades to the buildings on the site have been started, let alone completed nor has the sign been painted. All required work needs to be completed by the end of year. Businesses are not permitted to remain open if they do not possess a certificate of occupancy. Additionally, the City will not issue 2012 Business License for I -Fly until the work has been completed. Please be advised that operating a business without a business license is violation of the Tukwila Municipal Code (TMC) and could subject I -Fly Seattle to daily fines. If the work is not completed by January 1, 2012 the City will issue a Notice and Order to compel compliance with the approved design review application. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 The City has diligently worked with I:Fly Seattle to make this project a reality and get I -Fly Seattle through the permit process as quickly as possible. I -Fly Seattle now needs to fulfill the promises and commitments that were made to the City during the design review process. If you have any questions please contact Brandon Miles via phone at (206) 431-3684 or via email at Brandon.Miles@Tukwilawa.gov. Sincer ly, O� Bo. Benedi Building Official cc. David Fey BETA Holdings (via certified and regular mail) I -Fly Seattle (via certified and regular mail) File Page 2 of 2 t February 17, 2011 • • Mr. Brandon Miles, Senior Planner City of Tukwila Department of Community Development 6300 Southcenter Boulevard Tukwila, WA 98188 Re: I -Fly Indoor Skydiving Permit rio, D10-296 Parking Determination Dear Brandon: Please find the enclosed Parking Demand Analysis completed by Transportation Engineers Northwest, LLC using data supplied by Skyventure, the franchisor for this project. Since our earlier discussions, Puget Sound Energy has been analyzing options for bringing the required power to the site. They are now considering the option of locating the transformer and switching cabinet in an area behind Lowes that falls within an existing easement. Should this happen, we can gain three (3) stalls in the north parking lot. We understand that when applying the 4/1000 sf parking ration for shopping centers, the Annex is underparked. The current ratio is 3.4 stalls/1000 gsf. The project cannot correct this deficiency. When we compare the 20 stalls needed per the demand study to the 18.8 stalls required of the military recruiting office, we are within 10% of what was being replaced. Taken another way, the proposed I -Fly project has 4,510 sf of usable space — (not mechanical spaces, bathrooms or stairs). When you apply the 4/1000 ratio to this amount of space you have 18.04 parking stalls required. Our parking demand is projected to be within 10% of this amount. Thank you for your consideration of this request. Sincerely, avid Fe Jensen Fey A► hi ecture and Planning ARCHITECTURE PLANNING INTERIOR DESIGN Jensen Fey www.jensenfey.com . 7730 Leary Way, Redmond, WA 98052 . PHONE 425.216.0318 . FAX 425.216.0329 February 17, 2011 • • Mr. Brandon Miles, Senior Planner City of Tukwila Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188-2544 Re: I -Fly 349 Tukwila Parkway Permit No. D10-296 Dear Brandon: In response to your review comments issued on December 10, 2010, we have made the following corrections/additions to our drawing set and are providing the additional material as requested. Specifically, we offer for your review and approval: 1. Building "B" shall be painted to match the color scheme of Building "A". The Director shall approve the final color scheme for building B prior to issuance of the building permit for building A. Please submit plans addressing this condition. Building "B's" current color scheme is dominated by a green standing seam metal roof. The applicant will paint this metal element to match the predominant red color of the I -Fly tower. Building B also has a central tower element. We will paint this portion of the structure to match the "cool colonial red" color of metal siding used on Building A. The remainder of Building B will be painted white. These improvements are delineated on Sheet A102- Site Plan and Sheet A320 — Mall Upgrades. 2. The existing freestanding sign shall be painted to match the color scheme of Building "A". The director shall approve the final color scheme for the sign prior to issuance of the building permit for building "A". Any future freestanding signs proposed on the property must have a design and color scheme consistent with the design and color scheme of the buildings on the site. Please submit plans addressing this condition. The freestanding sign will be painted "cool colonial red" to match the siding on Building A. 3. All trees on the site shall be permitted to achieve their maximum height. Pruning of trees shall be limited to the removal of hazardous or dead branches or if pruning is done with purpose of ARCHITECTURE PLANNING INTERIOR DESIGN Jensen Fey www.jensenfey.com . 7730 Leary Way, Redmond, WA 98052 . PHONE 425.216.0318 . FAX 425.216.0329 Mr. Brandon Miles February 17, 2011. Page 2 of 3 • • allowing trees to fully mature. Topping the trees in order to provide better visibility for the building or signage shall not be permitted. A note stating this condition has been added to Sheet A102, the Site Plan, and Sheet L1.1 of the landscape drawings, and a letter explaining the condition has been forwarded to the property owners (copy attached). 4. The applicant shall amend the landscaping plan sheet L1.0 of 3 and replace the three strawberry trees located near the main entrances of the I -Fly addition with a more appropriate shrub plan that is consistent with the overall design of the landscape area. The modified landscaping plan shall be approved by the DCD Director prior to issuance of the building permit for the proposed project. Please provide revised plans addressing this comment. The landscape plan sheet L1.0 of 3 has been changed to indicate Glossy Abelia to be used in lieu of the strawberry trees. 5. A parking determination application also needs to be submitted and approved by the City prior to issuance of the building permit. Attached you will find an application form, copies of proposed site plan and a parking demand analysis prepared by Transportation Engineering Northwest, LLC. The parking demand analysis shows a peak demand of 20 cars. The use being replaced (military recruiting) had a parking demand of 18.8 cars using 4/1000 sf x 4,704 sf. We are asking a reduction of the minimum required parking through an administrative variance. 6. Provide irrigation plans for the new landscaped areas. We ask that the irrigation plans be accepted as a deferred submittal based on the probable changes to our landscape design resulting from late information regarding the PSE transformer. We are led to believe that the transformer will likely be moved to the Lowes site where PSE has an existing easement for their equipment. Should this be the case, the earlier design will be redone or eliminated, increasing the number of parking stalls. 7. Provide information on the noise generated by the operation of the facility. This information could be spec sheets from the manufacturer for the mechanical equipment. We have attached a summary of an acoustic survey conducted at a similar facility in Denver Colorado. The estimated A -weighted noise contours with air exchange doors fully open are plotted on an aerial photograph of the proposed Tukwila Site. ARCHITECTURE PLANNING INTERIOR DESIGN Jensen Fey www.jensenfey.com . 7730 Leary Way, Redmond, WA 98052 . PHONE 425.216.0318 . FAX 425.216.0329 • • Mr. Brandon Miles February 17, 2011 Page 3 of 3 8. Sheet A205, the callout for the fire stair tower is shown as being corrugated siding. The approved design review application is for CMU. Please update to reflect BAR plan. Sheet A205 has been corrected to show the intended use of CMU on the west face of the 2 - hour fire wall that extends up the west side of the stair tower. Thank you for your consideration of these responses. Please don't hesitate to contact me if you have any questions. It's been a pleasure working with you through this project's planning and design phases. David Fey Jensen Fey Arc re and Planning ARCHITECTURE PLANNING INTERIOR DESIGN Jensen Fey www.jensenfey.com . 7730 Leary Way, Redmond, WA 98052 . PHONE 425.216.0318 . rAx 425.216.0329 { February 17, 2011 • • Ms Joanna Spencer City of Tukwila Department of Public Works 6300 Southcent:er Blvd., Suite 100 Tukwila, WA 98188-2544 Re: I -Fly 349 Tukwila Parkway Permit No. D10-296 Dear Joanna: In response to your review comments issued on December 6, 2010, we have made the following corrections/additions to our drawing set and are providing the additional material as requested. Specifically, we offer for your review and approval: 1. Applicant shall fill out the attached Traffic Concurrency Certificate Application and pay $5,400 application fee to Tukwila Public Works. Please find the attached application and check for $5,400 made out to City of Tukwila/ 2. In order for Public Works to assess traffic mitigation fee, please submit a traffic trip generation analysis. Since the proposed facility is unique and one of a kind, applicant shall contact Cyndy Knighton, PW Senior Transportation Engineer at (206) 431-2450 to discuss scope of this analysis. Please find four (4) copies of the traffic trip generation analysis prepared by Transportation Engineering Northwest, LLC. Mike Read of TENW has been in contact with Cyndy Knighton and is working with her on the level of analysis required. 3. Section 10 and 12 on sheet S3.3. call for a drainage pipe (size/pipe material missing), however this pipe is not reflected on any of the architectural drawings A305, A315. Continuation of this drainage system was not reflected on any of the civil plans either. The foundation drain pipe previously shown in the structural drawings has been removed from the project and a bentonite waterproofing system will be employed in its absence. Details of this system were submitted in the foundation permit set. ARCHITECTURE PLANNING INTERIOR DESIGN Jensen Fey wwwjensenfey.com . 7730 Leary Way, Redmond, WA 98052 . PHONE 425.216.0318 . FAX 425.216.0329 • • Ms. Joanna Spencer February 17, 2011 Page 2 of 2 4. Sheet A510 Detail 1 shows a tank in the machine room. How big is the proposed tank and what will it be holding. The tank shown in the elevator machine room is a part of the hydraulic system used to raise and lower the elevator cab. The total system has a 110 gallon capacity. This equipment is typical of low-rise hydraulic elevators. 5. Applicant shall fill out the attached KC Metro Business Declaration form and submit to Public Works for processing. Please find attached KC Metro Business Declaration form submitted to Arnaud Girard of the Industrial Waste Section. Also included is the follow-up email communication with Mr. Girard. Thank you for your consideration of these responses. Please don't hesitate to contact me if you have any questions. It's been a pleasure working with you through this project's planning and design phases. Sincerely, David Fey Jensen Fey A ecture and Planning ARCHITECTURE PLANNING INTERIOR DESIGN Jensen Fey www.jensenfey.com . 7730 Leary Way, Redmond, WA 98052 . PHONE 425.216.0318 . FAX 425.216.0329 a' • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director February 18, 2011 David Fey Jensen Fey Architecture 7730 Leary Wy Redmond, WA 98052 RE: Correction Letter #2 Development Permit Application Number D10-296 I -Fly — 349 Tukwila Py Dear Mr. Fey, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Planning, and Public Works Departments. At this time the Fire Planning Department has no comments. Building Department: Dave Larson at 206 431-3678 if you have questions regarding the telephone conversation you had. Planning Department: Brandon Miles at 206 431-3684 if you have questions regarding the attached comments. Public Works Department: Joanna Spencer at 206 431-2440 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431-3670. Sincerely, Jen ifer Marshall Pe it Technician encl File No. D10-296 W:\Permit Center\Correction Letters\2010\D10-296 Correction Letter #2.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 DATE: CONTACT: RE: ADDRESS: ZONING: PLANNING DIVISION COMMENTS February 4, 2011 David Fey D10-296 349 Tukwila Parkway TUC The Planning Division of DCD has reviewed the above permit application. The application is not ready for issuance. The following items need to be addressed before issuance of the building permit. 1. Building "B" shall be painted to match the color scheme of Building "A". The Director shall approve the final color scheme for Building "B" prior to issuance of the building permit for Building "A". Please submit plans addressing this condition. 2. The existing freestanding sign shall be painted to match the color scheme of Building "A". The Director shall approve the final color scheme for the sign prior to issuance of the building permit for Building "A". Any future freestanding signs proposed on the property must have a design and color scheme that is consistent with the design and color scheme of the building on the site. Please submit plans addressing this condition. 3. All trees on the site shall be permitted to achieve their maximum height. Pruning of trees shall be limited to the removal of hazardous or dead branches or if the pruning is done with the purpose of allowing the trees to fully mature. Topping the trees in order to provide better visibility of the building or signage shall not be permitted. 4. The applicant shall amend the landscaping plan sheet L1.0 of 3 and replace the three strawberry trees located near the main entrances of the I -Fly addition with a more appropriate shrub plant that is consistent with the overall design of the landscape area. The modified landscaping plan shall be approved by the DCD Director prior to the issuance of the building permit for the proposed project. Please provide revised plans addressing this comment. 5. A parking determination application also needs to be submitted and approved by the City prior to issuance of the building permit. 6. Provide irrigation plans for the new landscaped areas. 7. Provide information on the noise generated by the operation of the facility. This information could be spec sheets from the manufacture for the mechanical equipment. 8. Sheet A205, the call out for the fire tower is shown as being corrugated siding. The approved design review application is for CMU. Please update to reflect approved BAR plan. DATE: PROJECT: PERMIT NO: • • PUBLIC WORKS DEPARTMENT COMMENTS February 17, 2011 I -FLY Seattle 349 Tukwila Pkwy D10-296 PLAN REVIEWER: Contact Joanna Spencer (206) 431-2440 if you have any questions regarding the following comments. 1) Please respond to the six (6) items spelled out in the last Public Works comment letter dated December 6, 2010. (W:PW Eng/Other/Joanna Spencer/Comments 1 D10 -296a) J f i3 February 17, 2011 • • Mr. Richard Bninhaver Beta Commercial Properties 18827 Bothell Way NE, Suite 110 Bothell, WA 98011 Re: The Annex at Southcenter Dear Rich: As a condition placed on Bill Adams' I -Fly Project, the City of Tukwila is requiring that all trees on your site be permitted to achieve their maximum height. Pruning of trees shall be limited to the removal of hazardous or dead branches, or if pruning is done with the purpose of allowing the trees to fully mature. Topping the trees in order to provide better visibility for the building or signage shall not be permitted. If you have any questions, please don't hesitate to give either Bill or me a call. ncerely, avid Fe Jensen Fe Archite ure and Planning Cc: Bill Adams I -Fly Seattle Indoor Skydiving CORRECTION LTi# CI?YMIAW FEB 1 d 2011 PERMITC6NTER 1 ° °M ARCHITECT RE PLANNING INTERIOR DESIGN Jensen ey www.jensenfey.com . 7730 Leary Way, Redmond, WA 98052 . PHONE 425.216.0318 . FAX 425.216.0329 J 1 January 26, 2011 • • Mr. Allen Johannessen, Plans Examiner City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Re: Building Division Review Memo Dated November 15, 2010 I -Fly, Permit # D10-296 Dear Mr. Johannessen: Based on your review comments dated November 15, 2010, we have made and clouded changes to our drawings. Specifically: 1. Detail sheets A515 and A520 have been entirely revised and are referenced in detail bugs on the floor and reflected ceiling plans and sections. 2. Structural notes now reference 2009 building codes, These revisions have been forwarded in the corrected structural drawings delivered to Reid Middleton. 3. A Special Inspections Matrix Table has been inserted in the revised structural set delivered to Reid Middleton. 4. Wall Types have been updated and the references corrected. 5. Detail "P" references an interior wall in the reception area of the building. The detail reflects the shaft wall construction required to achieve a one-hour separation between the air flow and the occupied space. This and the remainder of the details have been corrected to indicate the materials involved. 6. Detail # 3 of sheet A500 has been revised to indicate the landing elevation and the number of risers. 7. The door schedule has been revised in its entirety to correctly match door hardware and door types and locations. %Fr= lot()_.2.9(0 ECE1VED JAN 2 6 2011 \taiG iCENTER ARCHITECTURE PLANNING INTERIOR DESIGN Jensen Fey www.jensenfey.com . 7730 Leary Way, Redmond, WA 98052 . PHONE 425.216.0318 . FAX 425.216.0329 8. Corrugated panels are intended at the reception building interior as a part of the interior design package. 9. Reflected ceiling plans (sheet A 140) have been added to the set. Details for suspended ceilings are bugged on these drawings and shown on sheet A520. The emergency pathway lighting is shown on the reflected ceiling plans as well as on the electrical lighting plans. If you have any further questions, please don't hesitate to contact me at 425-216-0318 ext 311. David Fey Jensen Fey Architecture and Planning ARCHITECTURE PLANNING INTERIOR DESIGN Jensen Fey www.jensenfey.com . 7730 I Bary Way, Redmond, WA 98052 . PHONE 425.216.0318 . FAX 425.216.0329 i3/ • 1 1 f Jim Haggerton, Mayor epartment of Community December 14, 2010 David Fey Jensen Fey Architecture 7730 Leary Wy Redmond, WA 98052 edelopment Jack Pace, Director RE: Correction Letter #1 Development Permit Application Number D10-296 I -Fly — 349 Tukwila Py Dear Mr. Fey, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Planning, and Public Works Departments. At this time the Fire Planning Department has no comments. Building Department: Allen Johannessen at 206 433-7163 if you have questions regarding the attached comments. Planning Department: Brandon Miles at 206 431-3684 if you have questions regarding the attached comments. Public Works Department: Joanna Spencer at 206 431-2440 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431-3670. Sincerely, shall ician encl File No. D10-296 W:\Permit Center\Correction Letters\2010\D10-296 Correction Letter #1.DOC 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206-431-3670 o Fax: 206-431-3665 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: November 15, 2010 Project Name: I -Fly Seattle Permit #: D10-296 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Some section details show a key reference to details on other pages where those details do not exist. Example: some of the section details show detail reference numbers on sheet A515 where those details are non existent. Please review the detail references given and provide the missing details they refer too. Verify with all other sheets that all detail references are correctly keyed to a detail. 2. Structural notes refer to outdated 2006 building codes. Revise all notes and references to show new construction complying with 2009 building codes with 2009 Washington State Amendments. 3. Provide a special inspection table that clearly specifies both Periodic or Continuous special inspections and masonry inspections that specify Masonry levels 1 or 2. 4. Key referenced for some walls types on sheets A115 and A120 appear to be somewhat confusing as to which wall detail they refer too. One example is the masonry demising wall has A & B specified on a wall that appears to be the same, shown in a couple places. Please provide clarification or change wall type referenced if applicable. 5. Sheet A600 detail "P" the material against the corrugated siding is not identified. Please identify that material. Review all other details as some materials are not clearly identified. 6. Sheet A500 detail #3, show the landing elevation and revise notes for number of lower stair risers. 7. The Door Schedule may need some clarification. Below are some recommendations. Please provide clarification for the hardware groups specified for these doors or provide hardware group changes that fit these specific doors. a. Men's room door #205 specifies hardware group "C", other restrooms show group "I" with closure. Recommend group "I". b.Office door 202 specifies hardware group "E" with panic hardware. Recommend group "D". c. Break room door 200 shows "E" with panic hardware. Recommend Group "C". • 1 8. Some walls referenced on sheets A115 and A120 show wall "P" with corrugated panels on the inside of the building. Is that wall for the outside? There are similar interior walls on the north end of the building of that similar shaft that appear to be the same however they reference a different wall details. Provide clarification if those are the walls intended at those locations or change the key to reference to walls if applicable. 9. Provide a reflective ceiling plan with details that identify suspended ceilings. Include ceiling construction details for suspended GWB ceilings and acoustical ceilings. For the purpose of emergency egress paths, the reflective ceiling plan shall also identify emergency illumination for all paths of egress. Emergency illumination shall be provided along the common paths of egress and shall have at least an average 1 foot-candle and a minimum at any point of 0.1 foot candle measured along the path of egress at the floor level. Emergency lighting shall also be required for exit discharge doorways and any related discharge components that lead to a public way. This reflective ceiling plan shall be in addition to and coordinated with the electrical plan.(IBC Section 1006) Should there be questions concerning the above requirements, contact the Building Division at 206-431- 3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: PLANNING DIVISION COMMENTS December 10, 2010 David Fey D10-296 349 Tukwila Parkway TUC The Planning Division of DCD has reviewed the above permit application. The application is not ready for issuance. The following items need to be addressed before issuance of the building permit. The project was subject to design review and certain conditions of design review need to be complied with before building issuance: 1. Building "B" shall be painted to match the color scheme of Building "A". The Director shall approve the final color scheme for building "B" prior to issuance of the building permit for building "A. Please submit plans addressing this condition. 2. The existing freestanding sign shall be painted to match the color scheme of Building "A". The Director shall approve the final color scheme for the sign prior to issuance of the building permit for building "A". Any future freestanding signs proposed on the property must have a design and color scheme that is consistent with the design and color scheme of the buildings on the site. Please submit plans addressing this condition. 3. All trees on the site shall be permitted to achieve their maximum height. Pruning of trees shall be limited to the removal of hazardous or dead branches or if the pruning is done with the purpose of allowing the trees to fully mature. Topping the trees in order to provide better visibility for the building or signage shall not be permitted. 4. The applicant shall amend the landscaping plan sheet L1.0 of 3 and replace the three strawberry trees located near the main entrances of the I -Fly addition with a more appropriate shrub plan that is consistent with the overall design of the landscape area. The modified landscaping plan shall be approved by the DCD Director prior to the issuance of the building permit for the proposed project. Please provide revised plans addressing this comment. 5. A parking determination application also needs to be submitted and approved by the City prior to issuance of the building permit. 6. Provide irrigation plans for the new landscaped areas. 7. Provide information on the noise generated by the operation of the facility. This information could be spec sheets from the manufacture for the mechanical equipment. 8. Sheet A205, The call out for the fire tower is shown as being corrugated siding. The approved design review application is for CMU. Please update to reflect approved BAR plan. • r PUBLIC WORKS DEPARTMENT COMMENTS DATE: December 6, 2010 PROJECT: I -FLY Seattle 349 Tukwila Pkwy PERMIT NO: D10-296 PLAN REVIEWER: Contact Joanna Spencer (206) 431-2440 if you have any questions regarding the following comments. 1) Applicant shall fill out the attached Traffic Concurrency Certificate Application and pay $5,400.00 application fee to Tukwila Public Works. 2) In order for Public Works to assess traffic mitigation fee, please submit a traffic trip generation analysis. Since proposed facility is unique and one of a kind, applicant shall contact Cyndy Knighton, PW Senior Transportation Engineer at (206) 431-2450 to discuss scope of this analysis. 3) Section 10 and 12 on sheet S3.3 call for a drainage pipe (size/pipe material missing), however this pipe is not reflected on any of the architectural drawing A305, A315. Continuation of this drainage system was not reflected on any of the civil plans either. 4) Sheet A510 Detail 1 shows a tank in the machine room. How big is the proposed tank and what it will be holding? 5) Applicant shall fill out attached KC Metro Business Declaration form and submit to Public Works for processing. (W:PW Eng/Other/Joanna Spencer/Comments 1 D10-296) a., Transportation Engineering NorthWest, LLC DATE: March 16, 2011 TO: Cynthia Knighton City of Tukwila CC: David Fey, AIA Jensen Fey Architecture and Planning FROM: Michael" Read, P.E. Transportation Engineering Northwest, LLC Memorandum [EXPIRES 2/28/13 RE: iF/y Indoor Skydiving, Tukwila, WA — Trip Generation Analysis This memorandum summarizes vehicular trip generation estimates associated with iF/y Indoor Skydiving, a proposed redevelopment of an existing specialty retail use located on the southeast corner of Tukwila Parkway (S 158`h St) and Andover Park W (63'd Avenue S) in Tukwila, WA. Project Description The proposed development would be located within an existing strip mall on the southeast corner of Tukwila Parkway (S 158`h St) and Andover Park W (63`' Avenue S) in Tukwila, WA. The development would be replacing an existing 4,704 square foot space previously used for military recruitment. The proposed iF/y Indoor Skydiving development would increase the space by 764 square feet for a total of 5,468 square feet. The project is anticipated for completion by the end of 2011. Vehicular access to the site would continue to be provided via one access driveway onto Tukwila Parkway and one access driveway onto Andover Park W. A proposed site plan is illustrated in Figure 1. Project Trip Generation Trip generation rates compiled by the Institute of Transportation Engineers (ITE) Trip Generation, 8th Edition, 2008, were reviewed and evaluated to estimate p.m. peak hour vehicular trip generation by the existing specialty retail use. Average rate equations for Specialty Retail (ITE land use code 814) were used as the basis for estimating vehicular trips based upon recommended methods and procedures outlined in the ITE Trip Generation Handbook for existing/historical land uses. For the proposed use, there are no known similar uses within Washington State or Northwest region, and no trip generation studies of similar facilities documented within Trip Generation by I" 11... As such, to estimate trip generation potential, analysis of an existing similar facility was undertaken. www.tenw.com PO Box 65254 • Seattle, WA 98155 Office/Fax (206) 361-7333 • Toll Free (888) 220-7333 T�I0-60. iFly Indoor Skydiving, Tukwila, WA Trip Generation Analysis March 16, 2011 Page 2 tizt 1 — — T t 0 0 IFIv Building Area Existing Area = 4,704 sf New Area = 5,468 sf Net New Area = 764 sf 0 0 0 0 0 0I 0Iu l I 6 I C E c ` 5 P` re, 0 L 4,0 0t Y • 1 .1 s"cox - Id Andover Park West (63rd Avenue 5) (No, to Scale) rTransportation Engineering NorthWest, LLC Figure 1 Site Pian IF - Indoor Skydiving Tukwila, WA Trip Generadon Analysis Transportation Engineering Northwest, LLC PO Box 65254 • Seattle, WA 98155 Office/Fax (206) 361-7333 • Toll Free (888) 220-7333 • • iFly Indoor Skydiving, Tukwila, WA Trip Generation Analysis March 16, 2011 Page 3 Given the limited number of these uses throughout the United States, and their varying markets served, a similar iF/y Indoor Skydiving facility within a similar market area was selected by the applicant and an activities profile/vehicle count was provided by the applicant for the entire month of April 2010. The selected facility is located within Union City, CA, a suburban community within the greater San Francisco market area, and is the only facility within this region and is approximately 5, 250 square -feet in total floor area. This overall size is similar to the proposed use in Tukwila, WA, with a proposed 5,468 square -feet of total floor area. This particular facility (Union City, CA) was selected as it serves a similar type of market to the Seattle region (economic and population diversity), although the population is more than twice that of the Puget Sound region (currently estimated at approximately 7.5 million people). The closest iF/y Indoor Skydiving to this particular facility is located in Hollywood, CA. The proposed use, an iF/y Indoor Skydiving operation, follows the same model as the other uses located in select communities throughout the United States. While the overall building size varies slightly throughout these locations, the site characteristic that drives overall trip generation and activity is the vertical wind tunnel itself, given that the overall experience scheduled at each iF/y Indoor Skydiving facility follows a strict regime for maintaining a safe and enjoyable experience for each patron. The proposed iFy Indoor Skydiving in Tukwila will function using this same standard operating model, with each flyer spending a pre -established time going over safety operations, training, and time within the flight chamber. Although the flight time for each flyer is only 2 minutes within the vertical wind tunnel, the facility can at its maximum process only 15 flyers per hour with a single vertical flight tunnel given safety protocols and transition requirements between flyers (i.e., roughly 1 flyer every 4 minutes). As the proposed iF/y Indoor Skydiving would also only have a single vertical flight tunnel, existing trip generation of the Union City, CA facility would be a conservative representation of trip generation for the proposed use, given that the existing facility serves a region in population that is more than double that of Puget Sound. The activity profile and vehicle count provided by the applicant for the Union City, CA, :Fly Indoor Skydiving facility was evaluated by TENW for the entire month of April 2010. Over the course of the month of April, the week of Spring Break experienced a higher average daily utilization than other periods during that same month. Appendix A provides a summary of average site trip generation of a similar facility during the entire month of April 2010, including the week of Spring Break. The data within the Appendix focuses on trip generation and activities during the typical p.m. hour, summarizing entering and exiting patrons based upon the total number of flyers (patrons) and vehicles by day and time. As summarized in the Appendix, the existing Union City, CA facility iF/y site generated an average of 14 to 16 weekday p.m. peak hour trips during April 2010, which is the same as the weekday p.m. peak hour trip generation for the existing Specialty Retail land use within the proposed building envelope proposed by the applicant. Transportation Engineering Northwest, LLC PO Box 65254 ♦ Seattle, WA 98155 Office/Fax (206) 361-7333 ♦ Toll Free (888) 220-7333 • • iFly Indoor Skydiving, Tukwila, WA Trip Generation Analysis March 16, 2011 Page 4 Table 1 summarizes project trip generation under proposed and historical uses within the retail space. As shown, an estimated net increase of approximately 2 p.m. peak hour vehicular trips (1 entering and 1 exiting) would be generated under full buildout and utilization of the proposed iF/y Indoor Skydiving project based upon the proposed change of land use. Table 1: Project Trip Generation Project Trip Generation Rate Size P.M. Peak Trip Generation Enter Exit Total New (iFly Indoor Skydiving) Trip Generation Study of Similar Use 5,468 square feet 8 7 15 Existing (Military Recruiter) ITE LUC 814 4,704 square feet 7 6 13 Net New Project Trip Generation 764 square feet 764 square feet 1 1 2 Note: Based on change of increased building gross floor area using ITE Land Use Code 814 for Specialty Retail uses. If you have any questions or comments regarding this analysis, please do not hesitate to contact me at (206) 361-7333 ext. 101. Transportation Engineering Northwest, LLC PO Box 65254 • Seattle, WA 98155 Office/Fax (206) 361-7333 • Toll Free (888) 220-7333 • • Appendix A April 2010 Trip Generation of Skyventure Facility in Union City, CA date day type time flyers vehicles Enter/Exit 4/1/2010 weekday 13:30. 0 0 4/1/2010 weekday 14:00. 5 4 EXIT 4 PM 4/1/2010 weekday 14:30. 4 3 EXIT 4:30 PM 11/2010 weekday 15:00. 6 5 EXIT 5 PM 4/1/2010 weekday 15:30. 8 6 EXIT 5:30 PM 4/1/2010 weekday 16:00. 10 8 ENTER 4-4:30 PM 4/1/2010 weekday 16:30. 9 7 ENTER 4:30-5 PM 4/1/2010 weekday 17:00. 4 3 ENTER 5-5:30 PM 4/1/2010 weekday 17:30. 6 5 ENTER 5:30-6 PM 4/2/2010 weekday 13:30. 9 7 4/2/2010 weekday 14:00. 1 1 EXIT 4 PM 4/2/2010 weekday 14:30. 14 11 EXIT 4:30 PM 4/2/2010 weekday 15:00. 14 11 EXIT 5 PM 4/2/2010 weekday ` 15:30. 4 3 EXIT 5:30 PM 4/2/2010 weekday 16:00. 7 5 ENTER 4-4:30 PM 4/2/2010 weekday 16:30. 4 3 ENTER 4:30-5 PM 4/2/2010 weekday 17:00. 11 8 ENTER 5-5:30 PM 4/2/2010 weekday 17:30. 12 9 ENTER 5:30-6 PM 4/5/2010 weekday 13:30. 7 5 4/5/2010 weekday 14:00. 0 0 EXIT 4 PM 4/5/2010 weekday 14:30. 13 10 EXIT 4:30 PM 4/5/2010 weekday 15:00. 10 8 EXIT 5 PM 4/5/2010 weekday 15:30. 11 8 EXIT 5:30 PM 4/5/2010 weekday 16:00. 6 5 ENTER 4-4:30 PM 4/5/2010 weekday " 16:30. 8 6 ENTER 4:30-5 PM 4/5/2010 weekday 17:00. 0 0 ENTER 5-5:30 PM 4/5/2010 weekday 17:30. 11 8 ENTER 5:30-6 PM 4/6/2010 weekday 13:30. 7 5 4/6/2010 weekday 14:30. 14 11 EXIT 4 PM 4/6/2010 weekday 15:00. 13 10 EXIT 4:30 PM 4/6/2010 weekday 15:30. 6 5 EXIT 5 PM 4/6/2010 weekday 16:00. 11 8 EXIT 5:30 PM 4/6/2010 weekday 16:30. 5 4 ENTER 4-4:30 PM 4/6/2010 weekday 17:00. 15 11 ENTER 4:30-5 PM 4/6/2010 weekday, 17:30. 7 5 ENTER 5-5:30 PM 4/6/2010 weekday 18:00. 9 7 ENTER 5:30-6 PM 4/7/2010 weekday 14:00. 14 11 4/7/2010 weekday 14:30. 12 9 EXIT 4 PM 4/7/2010 weekday 15:00. 11 8 EXIT 4:30 PM 4/7/2010 weekday 15:30. 12 9 EXIT 5 PM 4/7/2010 weekday 16:00. 8 6 EXIT 5:30 PM 4/7/2010 weekday 16:30. 8 6 ENTER 4-4:30 PM 4/7/2010 weekday 17:00. 12 9 ENTER 4:30-5 PM 4/7/2010 weekday 17:30. 8 6 ENTER 5-5:30 PM 4/7/2010 weekday 18:00. 11 8 ENTER 5:30-6 PM 4/8/2010 weekday 14:00. 8 6 4/8/2010 weekday 14:30. 5 4 EXIT 4 PM 4/8/2010 weekday 15:00. 4 3 EXIT 4:30 PM 4/8/2010 weekday 15:30. 7 5 EXIT 5 PM 4/8/2010 weekday 16:00. 8 6 EXIT 5:30 PM 4/8/2010 weekday, 16:30. 10 8 ENTER 4-4:30 PM 4/8/2010 weekday 17:00. 5 4 ENTER 4:30-5 PM 4010 weekday 17:30. 8 6 ENTER 5-5:30 PM 4/8/2010 weekday 18:00. 6 5 ENTER 5:30-6 PM Page 1 of 4 Day Summaries THURSDAY Time Enter Exit Total 4-5 PM ' 14 7 21 5-6 PM 8 11 18 FRIDAY Time Enter Exit Total 4-5 PM 8 11 20 5-6 PM 17 14 31 MONDAY Time Enter Exit Total 4-5 PM 11 10 20 5-6 PM 8 16 24 TUESDAY Time Enter Exit Total 4-5 PM 15 20 35 5-6 PM 12 13 25 WEDNESDAY Time Enter Exit Total 4-5 PM 15 17 32 5-6 PM 14 15 29 THURSDAY Time Enter Exit Total 4-5 PM 11 7 18 5-6 PM 11 11 22 4/1/2010 4/2/2010 4/5/2010 4/6/2010 4/7/2010 4/8/2010 date day type time flyers vehicles Enter/Exit Day Summaries 4/9/2010 weekday 13:30. 11 8 FRIDAY 4/9/2010 4/9/2010 weekday 14:00. 5 4 EXIT 4 PM Time Enter Exit Total 4/9/2010 weekday 14:30. 7 5 EXIT 4:30 PM 4-5 PM 6 9 15 4/9/2010 weekday 15:00. 12 9 EXIT 6 PM 5-6 PM 16 17 33 4/9/2010 weekday 15:30. 11 8 EXIT 5:30 PM 4/9/2010 weekday 16:00. 3 2 ENTER 4-4:30 PM 4/9/2010 weekday 16:30. 5 4 ENTER 4:30-5 PM 4/9/2010 weekday 17:00. 12 9 ENTER 5-5:30 PM 4/9/2010 weekday 17:30. 9 7 ENTER 5:30-6 PM 4/12/2010 weekday 13:30. 0 0 MONDAY 4/12/2010 4/12/2010 weekday 14:00. 0 0 EXIT 4 PM Time Enter Exit Total 4/12/2010 weekday 14:30. 7 5 EXIT 4:30 PM 4-5 PM 5 5 10 4/12/2010 weekday 15:30. 1 1 EXIT 5 PM 5-6 PM 11 2 13 4/12/2010 weekday 16:00. 2 2 EXIT 5:30 PM 4/12/2010 weekday 16:30. 1 1 ENTER 4-4:30 PM 4/12/2010 weekday 17:00. 5 4 ENTER 4:30-5 PM 4/12/2010 weekday 17:30. 8 6 ENTER 5-5:30 PM 4/12/2010 weekday 18:R0. 6 5 ENTER 5:30-6 PM 4/13/2010 weekday 14:00. 2 2 TUESDAY 4/13/2010 4/13/2010 weekday 14:30. 9 7 EXIT4 PM Time Enter Exit Total 4/13/2010 weekday 15:00. 7 5 EXIT 4:30 PM 4-5 PM 0 12 12 4/13/2010 weekday 16:00. 2 2 EXIT 5:30 PM 5-6 PM 4 2 5 4/13/2010 weekday 17:30. 1 1 ENTER 5-5:30 PM 4/13/2010 weekday 18:00. 4 3 ENTER 5:30-6 PM 4/14/2010 weekday 14:00. 0 0 WEDNESDAY 4/14/2010 4/14/2010 weekday 15:00. 1 1 EXIT 4:30 PM Time Enter Exit Total 4/14/2010 weekday 15:30. 2 2 EXIT 5 PM 4-5 PM 6 1 7 4/14/2010 weekday 16:00. 5 4 EXIT 5:30 PM 5-6 PM 6 5 11 4/14/2010 weekday 16:30. 2 2 ENTER 4-4:30 PM 4/14/2010 weekday 17:00. 6 5 ENTER 4:30-5 PM 4/14/2010 weekday 17:30. 2 2 ENTER 5-5:30 PM 4/14/2010 weekday 18:00. 6 5 ENTER 5:30-6 PM 4/15/2010 weekday 14:00. 2 2 THURSDAY 4/15/2010 4/15/2010 weekday 14:30. 2 2 EXIT 4 PM Time Enter Exit Total 4/15/2010 weekday 15:00. 1 1 EXIT 4:30 PM 4-5 PM 2 2 5 4/15/2010 weekday 15:30. 3 2 EXIT 6 PM 5-6 PM 4 2 6 4/15/2010 weekday 16:00. 0 0 EXIT 5:30 PM 4/15/2010 weekday 17:00. 3 2 ENTER 4:30-5 PM 4/15/2010 weekday 17:30. 0 0 ENTER 5-5:30 PM 4/15/2010 weekday 18:00. 5 4 ENTER 5:30-6 PM 4/16/2010 weekday 13:30. 0 0 FRIDAY 4/16/2010 4/16/2010 weekday 14:30. 6 5 EXIT 4 PM Time Enter Exit Total 4/18/2010 weekday 15:00. 9 7 EXIT 4:30 PM 4-5 PM 5 11 16 4/16/2010 weekday 16:00. 2 2 EXIT 5 PM 5-6 PM 14 6 20 4/16/2010 weekday 16:30. 6 5 EXIT 5:30 PM 4/16/2010 weekday 17:00. 0 0 ENTER 4-4:30 PM 4/16/2010 weekday 17:30. 6 5 ENTER 4:30-5 PM 4/16/2010 weekday 18:00. 12 9 ENTER 5-5:30 PM 4/16/2010 weekday 18:30. 7 5 ENTER 5:30-6 PM Page 2 of 4 date day type time flyers vehicles Enter/Exit Day Summaries 4/19/2010 weekday 13:30. 2 2 MONDAY 4/19/2010 4/19/2010 weekday 14:00. 0 0 EXIT PM Time Enter Exit Total 4/19/2010 weekday 14:30. 4 3 EXIT 4:30 PM 4-5 PM 5 3 8 4/19/2010 weekday 15:00. 2 2 EXIT 5 PM 5-6 PM 4 2 6 4/19/2010 weekday 15:30. 1 1 EXIT 5:30 PM 4/19/2010 weekday 16:00. 0 0 ENTER 4-4:30 PM 4/19/2010 weekday 16:30. 6 5 ENTER 4:30-5 PM 4/19/2010 weekday 17:00. 0 0 ENTER 5-5:30 PM 4/19/2010 weekday 17:30. 5 4 ENTER 5:30-6 PM 4/20/2010 weekday 14:00. 3 2 TUESDAY 4/20/2010 4/20/2010 weekday 15:00, 7 5 EXIT 4:30 PM Time Enter Exit Total 4/20/2010 weekday 15:30. 2 2 EXIT 5 PM 4-5 PM 0 5 5 4/20/2010 weekday 16:00. 0 0 EXIT 5:30 PM 5-6 PM 11 2 12 4/20/2010 weekday 17:00. 0 0 ENTER 4:30-5 PM 4/20/2010 weekday 17:30. 4 3 ENTER 5-5:30 PM 4/20/2010 weekday 18:00. 10 8 ENTER 5:30-6 PM 4/21/2010 weekday 14:00. 1 1 WEDNESDAY 4/21/2010 4/21/2010 weekday 14:30. 2 2 EXIT 4 PM Time Enter Exit Total 4/21/2010 weekday 15:00. 2 2 EXIT 4:30 PM 4-5 PM 11 3 14 4/21/2010 weekday 16:00. 6 5 EXIT 5:30 PM 5-6 PM 11 2 13 4/21/2010 weekday 16:30. 5 4 ENTER 4-4:30 PM 4/21/2010 weekday 17:00. 9 7 ENTER 4:30-5 PM 4/21/2010 weekday 17:30. 2 2 ENTER 5-5:30 PM 4/21/2010 weekday 18:00. 13 10 ENTER 5:30-6 PM 4/22/2010 weekday 14:00. 0 0 THURSDAY 4/22/2010 4/22/2010 weekday 15:00. 1 1 EXIT 4:30 PM Time Enter Exit Total 4/22/2010 weekday 15:30. 5 4 EXIT 5 PM 4-5 PM 2 1 3 4/22/2010 weekday 16:00. 6 5 EXIT 5:30 PM 5-6 PM 8 8 17 4/22/2010 weekday 17:00. 3 2 ENTER 4:30-5 PM 4/22/2010 weekday 17:30. 0 0 ENTER 5-5:30 PM 4/22/2010 weekday 18:00. 11 8 ENTER 5:30-6 PM 4/23/2010 weekday 13:30. 2 2 FRIDAY 4/23/2010 4/23/2010 weekday 14:00. 4 3 EXIT 4 PM Time Enter Exit Total 4/23/2010 weekday 14:30. 1 1 EXIT 4:30 PM 4-5 PM 5 4 9 4/23/2010 weekday 15:00. 3 2 EXIT 5 PM 5-6 PM 3 8 11 4/23/2010 weekday 15:30» 7 5 EXIT 5:30 PM 4/23/2010 weekday 16:00. 3 2 ENTER 4-4:30 PM 4/23/2010 weekday 16:30. 4 3 ENTER 4:30-5 PM 4/23/2010 weekday 17:00. 2 2 ENTER 5-5:30 PM 4/23/2010 weekday 17:30. 2 2 ENTER 5:30-6 PM 4/26/2010 weekday 13:30. 0 0 MONDAY 4/26/2010 4/26/2010 weekday 14:00. 0 0 EXIT 4 PM Time Enter Exit Total 4/26/2010 weekday 14:30. 7 5 DOT 4:30 PM 4-5 PM 5 5 10 4/26/2010 weekday 15:30. 2 2 EXIT 5 PM 5-6 PM 7 10 4/26/2010 weekday 16:00. 7 5 EXIT 5:30 PM 4/26/2010 weekday 16:30. 0 0 ENTER 4-4:30 PM 4/26/2010 weekday 17:00. 6 6 ENTER 4:30-5 PM 4/26/2010 weekday 17:30. 2 2 ENTER 5=5:30 PM 4/26/2010 weekday 18:00. 2 2 ENTER 5:30x6 PM Page 3 of 4 date day type time flyers vehicles Enter/Exit 4/27/2010 weekday 14:00. 0 0 4/27/2010 weekday 14:30. 2 2 EXIT 4 PM 4/27/2010 weekday ; 15:00. 3 2 EXIT 4:30 PM 4/27/2010 weekday 16:00. 6 5 EXIT 5:30 PM 4/27/2010 weekday 16:30, 3 2 ENTER 4-4:30 PM 4/27/2010 weekday 17:00. 4 3 ENTER 4:30-5 PM 4/27/2010 weekday 17:30, 5 4 ENTER 5-5:30 PM 4/27/2010 weekday 18:00. 2 2 ENTER 5:30-6 PM 4/28/2010 weekday 14:00. 6 5 4/28/2010 weekday 14:30. 4 3 EXIT 4 PM 4/28/2010 weekday 15:00. 3 2 EXIT 4:30 PM 4/28/2010 weekday ' 16:30. 3 2 ENTER 4-4:30 PM 4/28/2010 weekday 17:00. 2 2 ENTER 4:30-5 PM 4/28/2010 weekday 17:30. 9 7 ENTER 5-5:30 PM 4/28/2010 weekday 18:00. 6 5 ENTER 5:30-6 PM 4/29/2010 weekday 14:00. 2 2 4/29/2010 weekday 14:30. 1 1 EXIT 4 PM 4/29/2010 weekday 15:00. 3 2 EXIT 4:30 PM 4/29/2010 weekday 15:30. 2 2 EXIT 5 PM 4/29/2010 weekday 16:00. 2 2 EXIT 5:30 PM 4/29/2010 weekday 16:30, 2 2 ENTER 4-4:30 PM 4/29/2010 weekday 17:00. 3 2 ENTER 4:30-5 PM 4/29/2010 weekday 17:30. 10 8 ENTER 5-5:30 PM 4/29/2010 weekday 18:00. 1 1 ENTER 5:30-6 PM 4/30/2010 weekday 13:30. 2 2 4/30/2010 weekday 14:00. 5 4 EXIT 4 PM 4/30/2010 weekday 14:30. 3 2 EXIT 4:30 PM 4/30/2010 weekday 15:00. 2 2 EXIT 5 PM 4/30/2010 weekday 15:30. 1 1 EXIT 5:30 PM 4/30/2010 weekday 16:00. 2 2 ENTER 4-4:30 PM 4/30/2010 weekday 17:00. 2 2 ENTER 4:30-5 PM 4/30/2010 weekday 17:30. 3 2 ENTER 5-5:30 PM 4/30/2010 weekday 18:00. 5 4 ENTER 5:30-6 PM Source: Skyventure, Union City, CA (approximate 5,250 sf building). Page 4 of 4 Time 4-5 PM 5-6 PM Time 4-5 PM 5-6 PM Day Summaries TUESDAY Enter Exit 5 4 5 5 WEDNESDAY Enter Exit 4 5 11 0 4/27/2010 Total 9 10 Total 9 11 4/28/2010 THURSDAY 4/29/2010 Time Enter Exit Total 4-5 PM 4 3 7 5-6 PM 8 3 11 FRIDAY 4/30/2010 Time Enter Exit Total 4-5 PM 3 6 9 5-6 PM 6 2 8 AVERAGE FOR APRIL 2010 Time Enter Exit Total 4-5 PM 7 7 14 5-6 PM 9 7 16 February 15, 2011 File No. 262010.005/01303 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal I -Fly Superstructure (D 10-296) Dear Mr. Benedicto: de Viy �f _x CIIIL,ENGINEERING,_ ri+I1R�•r.. STRUGTURALLENGINEERING: mtj'alzANNINGSURVEYING' IngOENOD ric KWILA FEB 16 2011t PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2009 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Individual revised structural sheets were submitted in response to our second plan review and inserted into the revised drawing sets. These revised sheets are: S2.5, S4:2, S5.3, S5.5, and S5.6. The "red -lined" revisions noted below were made to the drawings with the concurrence of the structural engineer. The other sets of drawings should be reconciled in preparation for permit issuance. 1. Sheet S2.2. At Plan Note 8, delete "Note 2" so that it reads "...see SB -1302." 2. Sheet SB -0000. Replace last sentence of first paragraph with: "Verify with Swenson Say Faget." 3. Sheet SB -0002. Draw cloud around: "Governing Code and Criteria." 4. Sheet SB -2001. At Member Schedule, draw clouds around "C2 W8x35" and "C3 W8x35" (see Note, Sheet SB -0000). 5. Sheet SB -2002. At Member Schedule, draw clouds around "K82 W6x15" and "K83 W6x15" (see Note, Sheet SB -0000). 6. Sheet SB -2202. At Member Schedule, draw clouds around "K82 W6x15," K83 W6x15," and "K84 W6x15" (see Note, Sheet SB -0000). 7. Sheet SB -3101. Draw cloud around Note 2 at Detail E. 8. Sheet SB -3201. Draw cloud around Detail F (see Note, Sheet SB -0000). Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building. Please refer to our letter for. Phase 1 -foundation, dated December 28, 2010, for further information: 728 134th Sheet SW Suite 200 Everett, WA 98204 Pio te. 425 74: 3800 fax '25 741 3900 4300 B Street Suite 302 Archorage, AK 99503 P.ur P: 90/ 562 3.139 itix 90/ 561 5319 • • Mr. Bob Benedicto, Building Official City of Tukwila February 15, 2011 File No. 262010.005/01303 Page 2 Structural special inspections by qualified special inspectors should be provided. Note that the special inspections for Phase 1 -foundation are included in our letter to the city of Tukwila, dated December 28, 2010, and are repeated below. The following is a summary: 1. Concrete placement at concrete construction, including concrete topping at steel floor decks: Continuous. 2. Shotcrete placement at concrete construction, where applicable: Continuous. 3. Reinforcement at concrete construction: Periodic. 4. Installation of anchor bolts/rods in concrete: Continuous. 5. Installation of headed (shear) stud anchors in concrete and masonry (e.g., Sheets S5.3 and S5.4): Continuous. 6. Installation of concrete and masonry expansion, adhesive, and screw anchors: In accordance with qualifying report of evaluation service (e.g., ICC -ES). 7. Masonry construction, including mortar, reinforcement, and structural connections: Periodic. 8. Grout placement at masonry construction: Continuous. 9. Fabrication and erection of structural steel: Periodic. 10. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 -inch), floor/roof deck welds, and shear stud deck anchors: Periodic. 11. Structural welding of structural steel other than single -pass fillet welds (maximum 5/16 -inch), floor/roof deck welds and shear stud deck anchors, where applicable: Continuous. 12. High-strength bolting of structural steel other than slip -critical: Periodic. 13. High-strength bolting of structural steel, slip -critical: Continuous. Structural tests by qualified special inspectors and other methods of verification should be conducted, or submitted where applicable. Note that structural tests for Phase 1 - foundation are included in our letter to the city of Tukwila, dated December 28, 2010, and are repeated below. The following is a summary: 1. Testing of concrete for specified compressive strength, fc', air content, and slump. 2. Preconstruction tests of shotcrete placement for reinforcement due to bar size (greater than #5). 3. Nondestructive testing of the complete -joint -penetration (and partial joint - penetration, where applicable) groove -welded joints at the special steel concentrically -braced frames, steel special plate shear walls, and steel special moment frame connections (e.g., Detail 6/S5.5). Reid iddleton • 1 Mr. Bob Benedicto, Building Official City of Tukwila February 15, 2011 File No. 262010.005/01303 Page 3 Enclosed are two sets of the revised structural drawings with our review stamp, two additional sets of the revised structural drawings, one set of the original architectural/mechanical/plumbing/electrical drawings, structural calculations, and correspondence from the structural engineer for your records. If you have questions or need additional clarification, please contact us. Sincerely, Reid Midd1 on, Inc. Philip Br: il, P.E., Senior Engineer Enclosures cc: David Fey, Jensen Fey Architecture (by e-mail) H. Michael Xue, PanGEO (by e-mail) Blaze Bresko, Swenson Say Faget (by e-mail) Brenda Holt, City of Tukwila (by e-mail) knb\26\planrevw\tukwila\ 10\t013r3.doc\prb Reid iddleton Philip Brazil • • From: Evin Gibson [egibson@swensonsayfaget.com] Sent: Friday, February 11, 2011 11:31 AM To: Philip Brazil Subject: RE: I -Fly, Superstructure, revised review, D10-296 Attachments: 1Fly_Cont PL Calculation.pdf Phil, Please find attached continuity plate to column web weld calculation as requested for the IFIy project. Thank you, Evin Gibson, P.E. Swenson Say Faget 2124 Third Ave Suite 100 Seattle, WA 98121 Direct: (206) 956-3764 Fax: (206) 443-4870 From: Philip Brazil rmailto:pbrazil(areidmidd.comj Sent: Thursday, February 03, 2011 12:01 PM To: Evin Gibson Cc: Brenda Holt Subject: RE: I -Fly, Superstructure, revised review, D10-296 Thanks, I'll include it in our next review and take care of whatever is necessary with respect to revised drawings. We have yet to receive revised submittal documents from the city of Tukwila but they could have arrived in our office today and have yet to make it to my desk. With respect to the comments in our letter of 1/27/11, is there anything you'll be wanting me to discuss with the building official? Phil Brazil Senior Engineer Reid Middleton (425) 741-5039 www.reidmiddleton.com Engineers 1 Planners 1 Surveyors From: Evin Gibson rmailto:egibson@ swensonsayfaget.com1 Sent: Thursday, February 03, 2011 10:36 AM To: Philip Brazil Cc: 'David Fey' Subject: RE: I -Fly, Superstructure, revised review, D10-296 Hi Phil, 1 • C%tEc . co 4' 1^1.6 -Lf PFT 6/$5,5 4 Pta- Iirsc 35 as Z.y.y, pso> ro FL6- GAP (ofe) trig o To 1,✓Eo — (o 7.6"15)0 SrRF,,e- r* of FL& Cc,sTArr AnIA 1 (= 0.9 (34x54(;.'4") 1,751` 41,3`` (, coNrAcr Aii fora FL6) () Sft EAR 57-116.6n4 csF wee c r.►rrl c Afe?A VZ = 0.9 (0 4) (34ks,) (R. -Z9•08#02))x7s4 re -TV w A P' Lo PQCD S rR6r (' 5/46,-( a 5t1.1(/t of,04,40V,7 SDR,,, -0P„ 442.3k (z). Si 51/6" Fi ‘. c.Er .= l2. / 11- 2008 4/9z'.) N s ,75X,6x70 x q - > X st �j (2� S /)/z1 5/4 F)Lt r k T'a wEe 01-4 It EEO 1 I 2011 rra SWENSON SAY FACET INC CORPORATION Project I r- LY Pk.2k Ir P .vi;Ew Date A STRUCTURAL ENGINEEfl 'Prof No. D Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Denyn Tel: 206.443.6212 . Fax: 206.443.4870 Tacoma: 934 Broadway. Suite 100 • Tacoma • WA 98042 Tel: 253-284.9470 Fax 253.284.9471 Sheet Phili Brazil From: Philip Brazil Sent: Thursday, February 03, 2011 12:01 PM To: 'Evin Gibson' Cc: 'Brenda Holt' Subject: RE: I -Fly, Superstructure, revised review, D10-296 Thanks, I'll include it in our next review and take care of whatever is necessary with respect to revised drawings. We have yet to receive revised submittal documents from the city of Tukwila but they could have arrived in our office today and have yet to make it to my desk. With respect to the comments in our letter of 1/27/11, is there anything you'll be wanting me to discuss with the building official? Phil Brazil Senior Engineer Reid Middleton (425) 741-5039 www.reidmiddleton.com Engineers i Planners I Surveyors From: Evin Gibson[mailto:egibson(aswensonsayfaget.com] Sent: Thursday, February 03, 2011 10:36 AM To: Philip Brazil Cc: 'David Fey' Subject: RE: I -Fly, Superstructure, revised review, D10-296 Hi Phil, We. revised the dimensions on detail 6/S5.5 per your comments, but I didn't include an updated calc for the connection in the supplementary calculations. I'm not sure if Dave has given you our calcs and drawings yet (I just sent them yesterday), but here is a calc (attached) for that connection if you wanted to take a look. Thank you, Evin Gibson, P.E. Swenson Say Faget 2124 Third Ave Suite 100 Seattle, WA 98121 Direct: (206) 956-3764 Fax: (206) 443-4870 From: Philip Brazil fmailto:pbrazikareidmidd.coml Sent: Thursday, January 27, 2011 6:58 PM To: David Fey; Evin Gibson; Blaze Bresko Cc: Brenda Holt Subject: I -Fly, Superstructure, revised review, D10-296 David, Evin and Blaze: 1 • • Stiffened Moment Connection W16x77 Beam to W12x45 Column Per AISC 358-05 Ry 1.1 Fy 50 ksi Fu 62 ksi Z 150 in3 Cpr 1.12 Mpe 9240 k -in d 16.5 in L 32 ft L' 367.5 in Vgrav 1.9 k Vu 52.18571 k • Mf 9670.532 k -in Fnt 90 ksi hi 25.50 in h2 22.00 in h3 14.50 in h4 11.00 in db 1.02 in Fyp 36.00 ksi bp 10.25 in de 2.00 in pfo 2.00 in pfi 2.00 in g 5.00 in s 3.58 pb 3.50 Yp 285.80 tp 1.02 in tbf 0.76 in Ffu 614.39 k tbw 0.46 in is 0.63 in • • rIswENsoNsAYFAGT A STRUCTURAL ENGINEERING CORPORATION l7 �_� u `i 7 , I Merm To: David Fey From: Evin Gibson Date: 2/2/2011 Re: I -Fly Seattle Building Permit D10-296 Plan Review- Second Submittal FLU -4 2011 Please find below our response to structural items noted in the I -Fly building permit review conducted by Philip Brazil of Reid Middleton, Inc dated January 27, 2011: Structural 27. In our review of the ETABS steel frame design reports, we identified incorrect section properties for the steel HSS braces. The ETABS analysis with the shear plates and the masonry wall excluded should be revised and resubmitted to include the correct properties and the elevations from the analysis with the demand -capacity ratios ofthe elements of the seismic force -resisting system. Refer to the Frame Section Property Data for HSS 12x6x5/16 LLH, HSS 4x4x1/4, and HSS 5.5x5.5x5/16, p. A2-166. The variation in ETABS HSS properties and actual HSS properties is due to the fact that ETABS requires the user to input the box member dimensions, but does not consider the corner radius and variation in actual tube thickness from the named thickness. The result is ETABS reported section areas of about 10% over the actual member sizes. A review of the reported DCR values (with load combinations including system overstrength factor) shows the highest loaded brace at 0.548. Therefore, a 10% deviation in bracing member properties does not justify further revision to the ETABS analysis and reassembling of the analysis input and output. 30a. The flanges of the beams at the inverted V -type bracing are required to be laterally braced with a maximum spacing, Lb, determined by Equation A-1-7, and a minimum capacity determined by Equations A-6-7 and A-6- 8, of AISC 360-05. The revised calculations do not appear to consider this. Substantiating data verifying the maximum spacing of the bracing should be submitted for review. The structural drawings should be revised as required. See IBC Section 2205.2.2 and Section 13.4a(2) of AISC 341-05 (refer to User Note for further information). Please see added detail 3/S5.3 for added flange bracing at V -type bracing connection. 30b. The design of the inverted V -type bracing at the connections of the braces is not clear. A detail should be added to the drawings and referenced at Elevation 1/S4.2 for review. The connection in question is similar to detail 7/S5.5, a detail reference has been added in the frame elevation and detail 7/S5.S has been revised as required. 39. Substantiating data verifying the structural adequacy of the beam -to -column and other connections to serve as seismic collectors for the steel special concentricallybraced frames at Grids A11-2, A15-6, E/1-2, and E/5-6 should still be submitted for review. The structural design may still need to be revised, including additional details. Please verify. See IBC Section 1613.1 and Section 12.10.2 of ASCE 7-05. The revised calculations for the diaphragmsreceived on January 20 also do not appear to consider this. Please see supplementary structural calculations for additional collector calculations. 2124 Third Avenue Ste. ioo Seattle, WA 206. 443. 6212 Fax 206. 443. 4870 k • I -Fly Foundation Permit (D10-296) Plan Review Response February 2, 2011 41. The revised calculations for the steel special concentrically braced frames use the uniform force method and assume the brace angle is 45°. According to the drawings, however, the angles of the braces from the vertical are approximately 63°. Based on our review and the uniform force method, gusset -to -beam welds, approximately 30" in length, are required, but Detail 5/S5.5 does not specify the length. The detail should be revised. Please see revised detail 5/S5.5 42. The calculations for the prequalified steel special moment frame connections between the W 16x77 beams and the W12x45 columns and Detail6/S5.5 at these locations should still be revised as noted below and the drawings should be revised as required. See IBC Section 2205.2.2, Section 9.2c of AISC 341-05, and AISC 358-05. a. The flanges of the beams are required to be laterally braced with a maximum spacing, Lb, of 0.086 r y E / Fy and a minimum capacity determined by Equations A-6-7 and A-6-8 of AISC 360-05. See Section 9.8 of AISC 341-05. b. Qualification of the connection requires a minimum bolt spacing, Pb, of 3 Y2 inches, but Detail 6/S5.5 specifies 3 inches at several locations. See Table 6.1 of AISC 358-05 and 358-05s1-09. c. Qualification requires a minimum beam depth, d, of 18 inches, but the drawings specify a W16x77 beam. See Table 6.1 of AISC 358-05s1-09. • d. Qualification requires the continuity plates to be clipped to specific dimensions, but Detail 6/S5.5 does not specify this, preventing review. See Sections 6.7(3) and 3.6 of AISC 358-05. e. Qualification requires the continuity plates to be connected to the column flanges with complete -joint - penetration groove welds, but Detail 6/S5.5 specifies fillet welds. See Sections 6.7(3) and 2.4.4(b) of AISC 358- 05. f. Qualification requires a minimum strength for the fillet welds between the continuity plates and the column webs, but the calculations do not consider this. See Sections 6.7(3) and 2.4.4(b) of AISC 358-05. g. Qualification requires the welds between the beam flanges and the end plates to be demand -critical, but Detail 6/S5.5 does not specify this. See Section 6.9.7(3) of AISC 358-05. h. The calculations for the connection assume ASTM A 490 bolts (Fnf = 113 ksi) at the.connection of the end plate and the column flange, but Detail 6/S5.5 does not specify this. i. The calculations for the connection differ from the drawings, including Detail6/S5.5, in several respects (e.g., Ry, Fu, Z, Cpr, Mpe, d, hI, h3, 114 and Pb) and should be revised and resubmitted for review. The structural design may need to be modified. Please verify. Please see revised detail 6/S5.5 and added detail 11/S5.6. Flange bracing along the beam span is not possible as the flow path through the return air towers may not be penetrated by bracing members. Side plates have been added to the members between the protected zones in order to create a box section and increase the resistance of the member to lateral and torsional displacement. Please see supplementary calculations for beam bracing calculations. Thank you, Evin Gibson, P.E. 2 f(I Menlo • • SWENSON .SAY 'FACET A STRUGTU flAl. EfIGtNEEitING`CORRQAATION. To: David Fey From: Evin Gibson Date: 1/7/2011 Re: I -Fly Seattle Building Permit D10-296 Plan Review- First Submittal Please find below our response to structural items noted in the I -Fly building permit review conducted by Philip Brazil of Reid Middleton, Inc dated December 2, 2010: Structural, Engineer for Foundation General 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. Note that the special inspections for Phase 1 foundation are included in our letter to the city of Tukwila, dated November 29, 2010, and are repeated below. The following is a summary: a. Concrete placement at concrete construction, including concrete topping at steel floor decks: Continuous, see also Section 1704.4. b. Shotcrete placement at concrete construction, where applicable: Continuous, see also Section 1704.4. c. Reinforcement at concrete construction: Periodic, see also Section 1704.4. d. Installation of anchor bolts/rods in concrete: Continuous, see also Sections 1704.4 and 1707.1. e. Installation of headed (shear) stud anchors in concrete and masonry (e.g., Sheets S5.3 and S5.4): Continuous, see also Section 1704.15. f. Installation of concrete and masonry expansion, adhesive and screw anchors: In accordance with qualifying report of evaluation service (e.g., ICC -ES), see also Section 1704.15. g. Masonry construction, including mortar, reinforcement, and structural connections: Periodic, see also Section 1704.5.2. h. Grout placement at masonry construction: Continuous, see also Section 1704.5.2. 1. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. J. Structural welding of structural steel for single -pass fillet welds (maximum5/16-inch), floor/roof deck welds, and shear stud deck anchors: Periodic, see also Section 1704.3. k. Structural welding of structural steel other than single -pass fillet welds (maximum 5116 -inch), floor/roof deck welds and shear stud deck anchors, where applicable: Continuous, see also Section 1704.3. 1. High-strength bolting of structural steel other than slip -critical: Periodic, see also Section 1704.3. m. High-strength bolting of structural steel, slip -critical: Continuous, see also IBC Section 1704.3, Section M5.4 of AISC 360-05 and RCSC Section 9.3. Please see sheet SO.1 which Includes Inspections criteria, added in response to similar foundation and demolition plan review comments. 2. Structural tests by qualified special inspectors and other methods of verification should be conducted or submitted, where applicable. Note that structural tests for Phase I -foundation are included in our letter to the city of Tukwila, dated November 29,2010, and are repeated below. The following is a summary: a. Testing of concrete for specified compressive strength, Pc., air content, and slump. See IBC Sections 1704.4 and 1905.6. b. Preconstruction tests of shotcrete placement for reinforcement due to bar size (greater than #5). See IBC Section 1913.4. c. Nondestructive testing of the complete -joint -penetration (and partial joint penetration, where applicable) groove -welded joints at the special steel concentrically -braced frames, steel special plate shear walls, and steel special di"13� 'ra `�t�m� JAN 1 2 7(111 2124 Third Avenue Ste. 100, Seattle, WA 206. 443. 6212 Fax 206.443• • • I -Fly Foundation Permit (D10-296) Plan Review Response January 7, 2011 moment frame connections (e.g., Detail 6/S5.5). See IBC Section 1708.3 and Section 18 and Appendix Section Q5.2 of AISC 341-05.• Please see sheet SO.1 which includes inspections criteria, added in response to similar foundation and demolition plan review comments. 3. A note should be added to Section 14 of the structural notes on quality assurance, Sheet S1.1, specifying nondestructive testing of the complete -joint penetration (and partial -joint -penetration, where applicable) groove -welded joints at the special steel concentrically -braced frames (e.g., Detail 61S5.5). See IBC Section 1708.3 and Section 18 and Appendix Section Q5.2 of the AISC 341-05. Please see revised note 14 of the general structural notes. - 4. A note should be added to Section 39 of the structural notes on connection bolts, Sheet S1.2, specifying that, other than erection bolts, the high-strength bolts at the seismic -force -resisting system of the building shalr6e pretensioned and their faying surfaces shall be prepared as required for slip -critical connections (Class A, J1 - 0.35). See IBC Section 2205.2.2, Section 7.2 AISC 341-05 and Section 13.8 of AISC 360-05. Note that Section 39 currently specifies a snug tight condition for connection bolts. Please see revised note 39 of the general structural notes. 5. A note should be added to Section 41 of the structural notes on welding, Sheet S1.2, specifying that all welds at the members and connections of the seismic -force -resisting system of the building shall be made with filler metal Producing welds with a minimum Charpy V -notch toughness of 20 ft-Ibf at 0 degrees F. See IBC Section 2205.2.2 and Section 7.3a of AISC 341-05. Note that Section 41 currently specifies Charpy V -notch toughness for only complete joint - penetration groove welds. Please see revised note 41 of the general structural notes. 6. A note should also be added to Section 41 of the structural notes on welding, Sheet S1.2, specifying that all demand critical welds shall be made with filler metal producing welds with a minimum Charpy V -notch toughness of20 ft-Ibf at minus 20 degrees -F and 40 ft-Ibf at 70 degrees -F. See IBC Section 2205.2.2 and Section 7.3b of AISC 341-05. See also the lateral comments below. Please see revised note 41 of the general structural notes. 7. A note should be added to the sections of the structural notes on steel, Sheet S1.2, specifying that, within protected zones, attachments are not permitted, and discontinuities shall be repaired in accordance with Section 7.4 of AISC 341-05. See IBC Section 2205.2.2 and Section 7.4 of AISC.341-05. See also the lateral comments below. Please see added note 43 of the general structural notes. 8. The notes on Sheets S2.2S2:6 typically reference the Skyventure drawings for the steel floor and roof decks, and certain notes reference the Skyventure drawings for their attachment (e.g., Note 1, Sheet S2.6, for the roof deck), but Note 8, Sheet S2.3 references Detail 9/S5.8 for the attachment of the roof deck. It appears the details on Sheet S5.8 are intended for the attachment of the steel roof and floor decks, but the Skyventure drawings also specify attachment of the steel decks (e.g., Sheet SB -1702). These conflicts in the structural design should be resolved by the design team, and the drawings should be revised to be in agreement with that resolution. The structural design may need to be revised. Please verify. We recommend the notes on Sheets S2.2S2.6 are revised to reference Sheet S5.8 for the attachment of the steel roof and floor decks. We also recommend the design information on attachment in the Skyventure drawings is deleted. Please see attached revised sheets S2.2,S2.3, S2.4, S2.6, and added detail 1O/S5.8. 9. Detail 9/S5.8 specifies a 24-2 welding pattern (Note 2) for the Verco 3 -inch Type N24 steel roof deck, but ICC -ER 2078 for Verco steel decks only recognizes a 24/4 pattern for the listing of allowable diaphragm shear values (e.g., Table 25). We assume the steelroof decks are designed to serve as diaphragms in the lateral -force -resisting system for the structure. Consequently, Detail 9/S5.8 should be revised to specify a 24/4 weld pattern. A similar change should be made on Sheet SB -1502. Please see revised 9/S5.8. 10. At the plenum deck and observation deck framing plans, Notes 8 and 9, respectively, reference the Skyventure drawings for beamsio receive welded head studs (WHS). This indicates to us that the steel beams rely on the studs for their structural capacity and are necessary elements in the structural design of the floors. The notes, however, do not indicate where the design information is specified; they should be revised to do so (e.g., Note 2, Sheet SB -1301 for the 2 • • I -Fly Foundation Permit (D1O-296) Plan Review Response January 7, 2011 plenum deck and Note 4, Sheet B-1401 for the observation deck). See IBC Section 1901.4 and Section 1.2.1 (e) of ACI 318-08. Please see revised plan notes on S2.3 and S2.4. 11. The plenum deck framing plan, Sheet S2.2, and Detail IIS4.2 appear to indicate the presence of steel beams at Grids I/B-D and 6/B -D, but, based on our review of the details at this level and the Skyventure drawings, steel beams are not intended. The framing plan and detail should be revised by deleting the lines that indicate such beams The referenced members are girls for the Skyventure system as called out on S4.2. The girts have been hidden on sheet S2.2 to Improve clarity as requested. 12. Elevations I/S4.2 and 2/S4.2 indicate W16x77 steel beams between the service level and low roof deck, but we are unable to locate a framing plan for structural members at this elevation. Such a framing plan should be added to the drawings for review. The referenced beams are part of a louver assembly for the Skyventure system and are referenced in the framing elevations. A framing plan is not included as the beams are at varying elevations, and the necessary information can be found on the framing elevations and Skyventure drawings. Shop drawings for the beams In question have been produced and are being reviewed for conformance with the design intent of the drawings. 13. Elevations 1/S4.2 and 2/S4.2 indicate X -type bracing at the steel special concentrically braced frames, but Sheets SB - 2002, SB -2003, and SB -2202 in the Skyventure drawings indicate inverted -V -type bracing. These conflicts in the structural design should be resolved by the design team, and the drawings should be revised to be in agreement with that resolution. The bracing shown in the Skyventure drawings is part of an assembly used on the standard Skyventure type 14R4- 4.3 building. The bracing is designed as an R=3 system, not allowed in this seismic design category for this building, so the seismic bracing scheme was revised by SSF. All revisions made to the Skyventure system have been reviewed and approved by Skyventure, though Skyventure does not intend to provide an updated set of drawings. Steel shop drawings have been produced using the combined details of the SSF and Skyventure drawings, and are being reviewed by the design team for conformance with the design intent 14. Elevations 1/S4.2 and 2/S4.2 typically indicate steel HSS 5 -1/2x5 -112x5/16 sections for the X -type bracing at the steel special concentrically braced frames, but Sheets SB -2002 and SB -2202 in the Skyventure drawings indicate steel W6x15 sections for the bracing. These conflicts in the structural design should be resolved by the design team, and the drawings should be revised to be in agreement with that resolution. Please see above response to comment 13. 15. Elevation I/S4.1 typically indicates steel HSS 4x4x114 sections for the X -type bracing at the steel special concentrically braced frames, but Sheet SB -2201 in the Skyventure drawings indicates steel C6x8.2 sections for the bracing. These conflicts in the structural design should be resolved by the design team and the drawings should be revised to be in agreement with that resolution. Please see above response to comment 13. 16. At Elevation IIS4.1, the horizontal members of the steel special concentrically braced frames are not identified, but Details 6/S5.6 and 10/S5 .6, at their locations, indicate steel W-shaped sections. Sheet SB -2201 in the Skyventure drawings, however, specifies steel HSS 12x6x5/16 sections. These conflicts in the structural design should be resolved by the design team and the drawings should be revised to be in agreement with that resolution. The horizontal members should also be specified on Elevation IIS4.1 for review. The horizontal members referenced are called out on the framing plans, please see S2.3 through S2.6. • 17. Elevations IIS4.2 and 2/S4.2 typically specify steel W16x67 orW16x77 sections at the horizontal members of the steel special concentrically braced frames, but Sheet SB -2202 in the Skyventure drawings specifies steel or W 10x49 sections at several locations. These conflicts in the structural design should be resolved by the design team, and the drawings should be revised to be in agreement with that resolution. Please see above response to comment 13. 18. Elevation I/S4.1 typically indicates horizontal steel W5x16 sections at the midpoints of the X -type bracing for the steel special concentrically braced frames, but Detail 10/S5.5, typically referenced at these locations, does not include the horizontal member. Its installation could compromise the integrity of the connections. The detail should be revised. 3 • • I -Fly Foundation Permit (D10-296) Plan Review Response January 7, 2011 The horizontal girt members are offset from the column centerlines, so. the girts do not connect to the brace members at intersections. This detail was coordinated with the steel detailer to allow for a minimum %" clearance (sufficient for maximum expected wind deflections) between girt and brace members so as not to compromise the integrity of the brace connections. 19. The output from the ETABS analysis, beginning on page 44 of the calculations, for the columns, beams, and braces of the special steel concentrically braced frames is not understandable due to the identifiers for the individual structural members. Diagrams indicating the locations of the columns, beams, and braces, based on the identifiers in the output, should be submitted to enable review. Note that certain identifiers are indicated on the diagrams for the frames at pages24,27, and 30 of the calculations, but these are not sufficiently comprehensive to enable review. Some identifiers are repeated at different elements of the frames. The automated ETABS naming convention for line elements creates labels based on element type (B for beam, D for brace, and C for column) with numbering based on the order It was created for each story. It is possible to have members with Identical identifiers on separate stories, so the story label must be considered along with the line element label when reading input and output files. Expanded ETABS output files have been included in the supplementary calculations. Foundation 20: The details on Sheet S5.4 reference Sheet SB -3101 of the Skyventure drawings for the base plates and anchorage at the steel columns. Sheet SB -3101 contains details for the base plates and anchorage, but the Skyventure calculations, beginning on page 526, do not consider all of the load effects imposed on the anchorage (notably those due to earthquake Toad effects). The anchorage is required to be designed in accordance with Appendix D of ACI 318-08.Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See IBC Sections 1911.1 and 1912.1. Please see revised base plate detail 9/S5.4 and supplementary base plate calculations. The base plate thickness and shear lugs sizes have been increased to provide design strength equal to the forces Imposed by the expected yield strength of the base and the maximum column reactions including uplift forces. Vertical 21. At Detail 10/S5.4, lateral. reinforcement is required for the longitudinal bars note at column comers due to the clearance between the inner and comer longitudinal bars. The detail should be revised. See IBC Section 19012 and Section 7.10.5.6 of ACI 318-08. Please see revised detail 10/S5.4 22. The sizes of the steel columns at Grids B/3, B14, D13, and D/4 are not clear. These should be added to Elevation I/S4.1 to enable review. Note that Sheet SB -2001 specifies W8x35 steel columns, but W8x48 columns are reported on page 31 of the calculations. The sizes of the steel columns are noted on the steel column schedule on S5.8, referenced on the plan notes. Lateral 23. The details on Sheets S5.4 -S5.6 for the special steel concentrically -braced frames and the details required for the connections of the steel special moment frames (see comment below) should be revised by specifying the locations and dimensions of the protected zones. See IBC Section 2205.2.2 and Sections5.1(7), 9.2(d) and 13.6 of AISC 341-05. Please see added detail 9/S5.6 and revised detail 6/S5.5 for clarified protected zone dimensions and locations. 24. The complete -joint -penetration groove welds of the beam flanges, shear plates, and beam webs to the columns of steel special moment frames are required to be demand critical welds. Special steel moment frame connections are apparently intended for the structure (see comment below). The details for these connections should specify the locations of these welds for review. See IBC Section 2205.2.2 and Sections 5.1(5) and 9.2c of AISC 341-05. Please see revised detail 6/S5.5. 25. A value of 0.163 for the seismic response coefficient, Cs, is specified in Section 2 of the structural notes on design loading criteria, Sheet SI.1, but a value of 0.143 is determined on page 11 of the calculations. Sheet SI.1 should be revised. See IBC Section 1603.1.5. Please see revised general note. 4 • • I -Fly Foundation Permit (D1O-296) Plan Review Response January 7, 2011 26. Elevations I1S4.2 and 21S4.2 reference the Skyventure drawings for the design of the steel shear plates above the low roof deck. Their design is considered on page 18 of the calculations, but we are unable to determine where in the drawings the design details are located. The elevations should be revised by specifying the applicable details to enable review. It was determined that the steel shear plates are not required for the seismic performance of the structure, but they were kept in the drawings as they are a part of the Skyventure system and will help to control wind drift and vibrations. The details for the shear plates are located on sheets SB -3204 and SB -3205 of the Skyventure drawings. The ETABS model was also checked with the shear plates omitted to verify adequate seismic performance of the structure, but the original calculations provided only Included the model with the plates included. Please see additional ETABS input and output for the condition with the shear plates omitted. Since the shear plates are not specifically required for the strength of the seismic force resisting system they have not been specifically detailed to meet special seismic requirements. 27. The seismic force -resisting system is specified in the structural notes, SheetSl.1, and assumed in the calculations as a building frame system consisting of steel special concentrically braced frames. ASCE 7-05 defines "building frame system" as a structural system "with an essentially complete space frame" with seismic force resistance provided by shear walls or braced frames. Elevation I1S4.2, however, does not specify braces consistent with this definition between the high roof and the service level, and Elevations 11S4.2 and21S4.2 reference the Skyventure drawings for steel shear plates rather than specifying braces above the low roof deck. The data provided from the ETABS analysis in the calculations are also not sufficient to enable us to determine the design of the seismic force -resisting system (e.g., locations of braces). It appears that substantial flexural demands are being placed on beams and columns in line with the braced frames that are not consistent with the assumption of a building frame system consisting of steel special concentrically braced frames. Data from the ETABS analysis sufficient to verify the design of the seismic force -resisting system should be submitted for review. The structural design may need to be revised. Please verify. See IBC section 1613.1 and Section 11.2 of ASCE 7-05 The Skyventure system requires the building structure be designed as an integral part of the wind tunnel assembly. The specific requirements of the assembly Include several geometric irregularities that make it difficult to fit within the standard building frame definitions of the ASCE. As such, we have worked closely with Skyventure to modify the standard 14R-4.3 system to improve the expected seismic performance and ductility of the structural frame. . We have provided a moment resisting connection between the W16x77 beams over the louvers to the W12x45 steel columns to provide lateral resistance adjacent to the louvers. The connection per 6/S5.5 has been detailed to follow requirements for a bolted stiffened extended end-plate connection, we do not feel that this connection will compromise the ductility of the seismic system. All framing members In this area have been checked with load combinations including seismic overstrength factor (see ETABS steel design output). 28. On page 29 of the calculations for the steel special concentrically braced frames at Grids 2/B -D and 51B -D, demand - capacity ratios of 0.872 and 0.692 are reported for the beam at the roof and the columns between the roof and the service level, respectively. The drawings do not appear to provide a design for resistance to these load effects. The drawings should be revised for review by providing design details for resistance to the load effects. The reported design capacity ratios are the envelope ratios for all of the loadcombinations considered, including dead, live, and selsmlc loads. The members In question have demand capacity ratios as indicated even though • they are not a part of the selsmlc force resisting system. The expanded ETABS results included In the supplementary calculations have omitted non selsmlc frame members in steel design calculations. 29. On pages 26 and 29 of the calculations for the steel special concentrically braced frames at Grids 1/B -D, 6/8-D, 2/B -D, and 5/B -D, demand -capacity ratios are reported for the steel shear plates above the low roof and the beams and columns connecting to them. The drawings do not provide a design for resistance to these load effects other than a reference to the Skyventure drawings (for which we are unable to identify a design). The drawings should be revised for review by providing design details for resistance to the load effects. Please see response to comment #26. The shear plates were included in the model to check stresses and more accurately model the building stiffness, though they are not specifically required for the strength of the seismic force resisting system. A more, rigorous analysis to that included on pages 18, 491, and 492 of the calculations was not performed as the expected plate stresses are very small. Please note the DCR noted on the original calculations as indicated Is for the W10 columns, not the steel shear plates. The supplementary calculation 5 ® • I -Fly Foundation Permit (D1O-296) Plan Review Response January 7, 2011 include ETABS input, output, and steel design information for the conditions with the shear plates omitted and Included to verify the seismic frame. 30. At Elevation 1/S4.2, inverted V -type bracing is indicated below the service level. The calculations do not appear to consider the requirements for the use of such bracing in a steel special concentrically braced frame, nor do the drawings appear to provide a design for resistance to the load effects imposed on the braces. Substantiating data verifying the structural adequacy of the bracing should be submitted for review. The drawings should also be revised for review by providing design details for resistance to Toad effects. See IBC Section 2205.2.2 and Section 13AA of MSC 341-05. Please see attached calculations and revised beam size as indicated on the drawings. 31. Elevations 11S4.2 and 2/54.2 reference the Skyventure drawings for steel shear plates, which appear to be lateral -force - resisting vertical elements of the seismic force -resisting system. As such, their resistance to seismic load would, in tum, impose seismic demands on steel beams above and below the plates and the steel columns supporting the beams. The calculations do not appear to consider the required resistance to such load effects imposed on these beams and columns nor do the drawings appear to provide a design for resistance to the load effects. Substantiating data verifying the structural adequacy of these steel beams and columns should be submitted for review. The drawingsshould also be revised for review by providing design details for resistance to the load effects. The forces imposed on the beams above and below the shear plates are considered, as the shear plates were included in the ETABS model, though special seismic expected member strength loading at connections is not considered. Using the load combinations Including overstrength factor, the largest expected axial load in the W10x49 columns adjacent to the intake and exhaust louver is roughly 4.0 kips. The shear plate design does not include the special requirements of AISC 341-05 chapter 17 as they are not specifically required for the strength of the seismic force resisting system. 32. On page 15 of the calculations, a shear panel design is referenced, but we are unable to locate this design in the drawings or supporting calculations for the design. This information should be submitted to enable review. A shear panel design is included in the original calculations on pages 491-493. Please note that the input shear value used in thecalculations of 19.0 kips is larger than the actual shears in the section obtained from the ETABS model of about 13 kips, so the calculations and design by Skyventure are assumed to be conservative. 33. The beams and columns of the steel special concentrically braced frames are required to be designed for load combinations that include dead + live +earthquake Toads. Based on page 34 of the calculations, the ETABS analysis is limited to the consideration of only earthquake loads, which leads us to the conclusion that the steel stress checks beginning on page 44 of the calculations are limited to the consideration of earthquake loads. Substantiating data verifying the structural adequacy of the beams and columns of the steel special concentrically braced frames to resist all applicable load combinations should be submitted for review. The structural design may need to be revised. Please verify. See IBC section 1613.1 and Sections 2.3, 2.4 and 12.4 of ASCE 7-05. The ETABS model Includes dead, live, and seismic static load cases as Indicated on page 34 of the calculations and the load combinations are listed on page 42 and 43 of the calculations. Please see the supplementary calculations for additional ETABS steel design output. 34. The steel stress checks beginning on page 44 of thecalculations appear to include beams and columns that are not lateral -force -resisting elements of the seismic force -resisting system (e.g., C16, C22, C24, and C25). Sheet SB -2003 in the Skyventure drawings at Grid 3 indicates steel braces for lateral load resistance. These lateral -force -resisting elements must meet the requirements for steel special concentrically braced frames, but there is no indication in the drawings or calculations that this has been considered. Input and output from the ETABS analysis indicating all of the lateral -force -resisting elements should be submitted for review. The drawings should also be revised to provide details for all of these members as elements steel special concentrically braced frames. See IBC Section 2205.2.2 and Section 13 of AISC 341-05. Steel stress checks are performed for all steel members, not just those specifically assigned to the main lateral force resisting system. Columns C16, C22, C24, and C25 are not part of the braced frame assembly, the frames shown in sheet SB -2003 are beyond and are located at grid 2 35. The purpose for the steel stress checks beginning on page 44 of the calculations is not clear to us. We assume that they are reports of demand -capacity ratios, but all that is provided to enable review are abbreviated titles of columns 6 • I -Fly Foundation Permit (D10-296) Plan Review Response January 7, 2011 without accompanying explanations. We would expect that the reported ratios would vary from element to the element, but they often do not. Ratios of 1.00are frequently reported. A narrative explaining what is provided by the steel stress checks should be submitted for review. The steel design information starting on page 44 does not indicate demand capacity ratios, but rather the element steel design Information. The information includes the story id, element label, section size, frame type, reduced live load factor, unbraced length ratios for each axis, and k values for each axis. The demand capacity ratios are as shown on the graphical printouts on pages 26, 29, and 32, but detailed steel design outputs were not included in the original calculation due to the large number of sheets required. Please see supplementary calculations for detailed steel design output 36. The ETABS column reactions beginning on page 51 of the calculations list load cases for which there is no data elsewhere in the calculations. Input for the load cases with earthquake loads (EQX, EQY, EQXECC, and EQYECC) is reported, beginning on page 34 of the calculations. Input for the other load cases is not, nor is there an explanation for the meaning of the identifiers used for the other load cases. Furthermore, we are unable to evaluate the data without additional data from the ETABS analysis correlating the column identifiers reported in the calculations with those used in the analysis. Substantiating data validating the methods used to determine the column reactions, including input and output from the ETABS analysis, should be submitted for review. Column reactions have been determined from the results of the ETABS model. The model includes loading due to live, dead, and seismic load cases (see response to comment #33. Area loads corresponding to the loading indicated on page 2 were applied to the diaphragms of all levels for dead and live loads and distributed to the framing members by the program based on tributary area and deck span direction. Column identifiers are as Indicated on the graphical printouts on pages 24-32 of the calculations. Please see supplementary calculations for additional diaphragm gravity loading information. 37. On page 17 of the calculations for the diaphragms, the full width of the diaphragm (e.g, Grid AA -D) is assumed to be effective in resisting earthquake Toad effects. Only the connections of the beams to the columns at the steel special concentrically braced frames are considered, not the connections of the beams at Grids AA -B at the same columns. The calculations should be revised and resubmitted for review. The structural design may need to be revised. Please verify. Please see supplementary calculations. 38.On page 17 of the calculations for the diaphragms, the observation deck in the transverse direction is considered but not the other floor levels. At the low roof and high roof, the capacity of the diaphragms to resist earthquake load effects is considerably less than at the observation deck due to the lack of a concrete topping at the steel deck. Substantiating data verifying the structural adequacy of the steel roof decks to resist earthquake load effects should be submitted for review. The structural design may need to be revised. Please verify. Please see supplementary calculations. 39. On page 17 of the calculations for the diaphragms, the connections of the beams to the columns at the steel special concentrically braced frames in the transverse direction are considered. We assume a similar result would occur for the connections in the longitudinal direction, but these connections are typically ineffective in transferring lateral loads due to the lack of steel deck at their locations. For example, at the observation deck and low roof, there is no floor or roof opposite the braced frames at Grids DA -2 and D15-6. Consequently, the connections of the beams beyond the braced frames need to be considered for the design of the seismic collectors. Substantiating data verifying the structural adequacy of these connections to serve as seismic collectors should be submitted for review. The structural design may need to be revised. Please verify. See IBC Section 1613.1 and Section 12.10.2 of ASCE 7-05. The check included on page 17 of the original calculations assumes that 114 of the total diaphragm shear, multiplied by the seismic overstrength factor, is being collected into the W21 beams along grids A and E and transferred into the braced frames. Braced frames with no connectivity to the diaphragms are modeled in ETABS as such. 40. On page 18 of the calculations, the steel shear plates referenced at Elevations 1/S4.2 and 2/S4.2 are considered. A seismic force -resisting system consisting of steel special concentrically braced frames is specified for the structure, which does not allow for steel shear plates. It is possible that these plates are assumed to be steel special plate shear walls and the provisions of ASCE 7-05 for vertical combinations are being employed, but there is no indication of this in the calculations or the drawings. Results from the ETABS analysis are reported, but input and output from the analysis for these plates are not included in the calculations. The following should be submitted, added, or revised, as indicated; to enable review: 7 ® • 1 -Fly Foundation Permit (D1O-296) Plan Review Response January 7, 2011 a. Submit a narrative explaining how these plates are elements of the seismicforce-resisting system. The steel plates are a part of the Skyventure operable louver system and help to control deflections at the louvers, primarily due to wind loading. Multiple ETABS models of the building were assembled to verify the strength of the seismic force resisting system is adequate even with the removal of the steel plates. The model results included with the original calculation included the steel shear plates, as they affect the stiffness and force distribution of the structure. A moment resisting connection is Indicated on detail 6/S5.5 in order to provide frame fixity with the beams over the louvers. This connection, along with all other frame connections, are field bolted as the building ownership has indicated a need for a framing system that can be relatively easily disassembled and moved to a new location should the need arise. The members and connections have been checked for load combinations including seismic overstrength factor. b. Submit input and output from the ETABS analysis. Please see the supplementary calculations for additional ETABS Input and output with the steel plates removed from the model. c. Revise the earthquake design data in Section 2 of the structural notes, Sheet S1.1, to identify steel special plate shear walls along with the steel special concentrically braced frames. Please see response to above comments. d. Submit substantiating data verifying the structural adequacy of the steel plates as steel special plate shear walls. Please see response to above comments. e. Revise Elevations 1/S4.2 and 2/S4.2 to indicate dimensions of the steel plates and adjoin beams and columns (e.g., limits on aspect ratio in Section 17.2b of AISC 341-05). Connection details are included in the Skyventure drawings on sheets SB -3204 and SB -3205. f. Add details for the connection of the steel plates and their vertical and horizontal boundary elements to each other and to adjoining elements of the seismic force -resisting system. Connection details are Included In the Skyventure drawings on sheets SB -3204 and SB -3205. g. Add a design for lateral braces of the horizontal boundary elements (see Section 17Ad of AISC 341-05). The structural design may also need to be revised. Please verify. See IBC Sections 1613.1 and 2205.2, Section 12.2 of ASCE 7-05, and Section 17 of AISC 341-05. Please see response to above comments. 41. On page 19 of the calculations, the connections of the steel special concentrically braced frames are considered, but they are not adequate for the reasons noted below and should be revised and resubmitted for review. The structural design may also need to be revised. Please verify. See IBC Section 2205.2 and Section 13 of AISC 341-05. References below are to AISC 341-05. a. The value of, Ry, for the IiSS sections at the steel braces, is assumed to bel.1, but the correct value is 1.4 (see Table 1- 6-1). Please see supplementary structural calculations for additional brace connection calculations and revised brace connection details on sheet 55.5. b. The required compressive strength of the braces does not appear to be considered (see Section 13.3c). Please see supplementary structural calculations for additional brace connection calculations. c. Shear lag at the slotted brace plates does not appear to be considered (see Sections 6.2 and I3.2b). Please see supplementary structural calculations for additional brace connection calculations d. The calculations assume 1 -inch -diameter bolts at the braces, but the details on Sheet S5.5 typically specify 7/8 -inch diameter. Please see supplementary structural calculations for additional brace connection calculations. e. The required flexural strength of the braces, due to the inability of the brace connections to accommodate inelastic rotation, does not appear to be considered (see Section 13.3b). Please see supplementary structural calculations for additional brace connection calculations. f. The capacity of the beam/brace-to-column bolts and the brace -to beam/column welds does not appear to be considered. Please see supplementary structural calculations for additional brace connection calculations. 42. On page 20 of the calculations, a prequalified steel special moment frame connection between a steel WI6x77 beam and a WI2x45 column is considered, but there is no indication of the purpose for the connection, and there are no details in the drawings for such a connection that we can identify. The circumstances for this appear to be similar to the steel shear 8 • I -Fly Foundation Permit (D10-296) Plan Review Response January 7, 2011 plates and many of the above comments for those plates also apply to this connection. A narrative should be prepared, and the calculations and drawings should be revised similar to that noted for the steel shear plates. This material, along with input and output from the ETABS analysis for the steel special moment frames, should be submitted to enable review. Please see response to comment #40a. Structural, Engineer for Steel Superstructure General 1. Based on the date of application for the building permit, compliance with the2009 IBC and its referenced standards is required in the city of Tukwila, but the structural drawings specify the 2006 IBC and its referenced standards. The structural drawings should be revised (e.g., the section of the structural notes on govemingcodes and criteria, Sheet SB - 0002), and the structural design should be revised as required. Please see revised general notes sheets. 2. Based on Section A of the basis of design, Sheet SB -0003, Skyventure is a specialty engineer for the project, and their drawings are design drawings. Their drawings, however, do not bear the seal and signature of the specialty engineer. Our understanding of the laws of the state of Washington is that the seal and signature of the specialty engineer are required on each sheet of their drawings. The drawings should be revised consistent with these laws. Refer to IBC Section 106.1. Note that the structural drawings by the foundation engineer reference the drawings by Skyventure for portions of the structural design (i.e., Notes 8, 12, and 13 on Sheet S2.2; Notes 1,6, and 9 on Sheet S2.3; Notes 1 and6 on Sheet S2.4; Notes 1 and 5 on Sheets S2.5 and S2.6; etc.). Skyventure has provided drawings for'their standard structural frame, but has indicated that they will not assume structural engineering responsibility for the frame or include changes into their standard drawings and calculations. We have redlined a set of the Skyventure drawings and signed and sealed the Skyventure set, and have been reviewing steel shop drawings for conformance with the design intent. From the steel detailing performed to date there does not seem to be many conflicts resulting from the two independent sets of drawings, but we are including the redlined set for construction records. 3. The section of the structural notes on wind loads, Sheet SB -0002, specifiesa basic wind speed of 120 mph and Exposure Category C, but Section 2 of the structural notes, Sheet SI.1, by the foundation engineer, specifies a basic wind speed of 85 mph and Exposure Category B. These conflicts in the design criteria for the support of wind load effects should be resolved by the design team and the drawings should be revised to be in agreement with that resolution. The structural design may need to be revised. Please verify. See IBC Section 1603.1.4. The Skyventure general notes on sheet SB -0002 apply for the standard Skyventure 14R-4.3 structural frame, which is used for typical Skyventure buildings in various places around the world. The loading criteria as listed in the Skyventure basis for design are not adequate for the seismic design category for this project Swenson Say Faget has issued a set of drawings which overrides the base Skyventure drawings, though many special connections for the Skyventure system are left in the Skyventure drawings and have not been repeated in the SSF drawings. SSF is the engineer of record, and as such Is reviewing all shop drawings and will be present during construction to ensure the design Intent of the SSF drawings is followed. 4. The section of the structural notes on snow loads, Sheet SB -0002, specifies aground snow load, Pg, of 50 psf. Section 2 of the structural notes, Sheet S1.1, by the foundation engineer specifies a flat roof snow load, Pj, of 25 psf. Based on Chapter 7 of ASCE 7-05, and assuming the exposure factor, Ce, thermal factor, Ct, and snow importance factor, Is, each equal1.0,pj= 35 psf at pg = 50 psf and Pg = 36 psf at Pg = 25 psf. This conflict in the design criteria for the support of snow Toad effects should be resolved by the design team, and the drawings should be revised to be in agreement with that resolution. The structural design may need to be revised. Please verify. See IBC Section 1603.1.3. Please see comment above. A roof snow load of 25 psf has been used by SSF to verify the Skyventure design, though the roof beams were originally sized for a larger snow load. as indicated in the Skyventure calculations. 5. Based on the comment above, the snow load design data in the section of the structural notes on snow loads, Sheet SB - 0002, should be revised by also specifying the flat -roof snow load, P1, snow exposure factor, Ce, thermal factor, Ct, and snow load importance factor, Is. See IBC Section 1603:1.3. Please see comment above. 9 • • I -Fly Foundation Permit (D10-296) Plan Review Response January 7, 2011 6. The section of the structural notes on seismic loads, Sheet SB -0002, specifies earthquake design data that typically conflict with the corresponding earthquake design data in Section 2 of the structural notes, Sheet S1.1, by the foundation engineer. These conflicts in the design criteria for the support of earthquake Toad effects should be resolved by the design team, and the drawings should be revised to be In agreement with that resolution. The structural design may need to be revised. Please verify. See IBC Section 1603.1.5. The criteria as listed on SO.1 are the correct values. Please see the clouded Skyventure set which further clarifies this Issue. 7. The section of the structural notes on materials, Sheet SB -0002, specifies a compressive strength, r c, of 4,000 psi for floor deck concrete and 5,000 psi for grout, but Sections 21 and 31 of the structural notes, Sheet SI.1, by the foundation engineer, specify 3,000 psi for slabs on metal deck and a strength at least to the material on which it is placed (3,000 psi minimum) for non -shrink grout. These conflicts in the material specifications should be resolved by the design team, and the drawings should be revised to be in agreement with that resolution. The structural design may need to be revised. Please verify. . The criteria as listed by SSF are the correct values. Please see the clouded Skyventure set which further clarifies this issue. 8. The framing plans on Sheets SB -i 302 through SB -1702 specify requirements for the attachment of the steel floor and roof decks that conflict with those specified by the foundation engineer in Details 9/S5.8 and II/S5.8 for the steel roof and floor decks, respectively (i.e., seam welds for floor deck on SB -1402 but button punches at seams for floor deck at Detail 11/S5.8, side lap attachment at18 inches o.c. for roof deck on SB -1502 but side lap attachment at 12 inches o.c. For roof deck at Detail 91S5.8, 24-4 welding pattern for roof deck on SB-1702but 24-2 welding pattern for roof deck at Detail 91S5.8, etc.). These conflicts in the attachment requirements should be resolved by the design team, and the drawings should be revised to be in agreement with that resolution. The structural design may need to be revised; Please verify. We recommend the design information on attachment in the Skyventure drawings be deleted in favor of Details 9/S5.8 and 111S5.8 for the steel roof and floor decks by the foundation engineer. The criteria as listed as listed by SSF shall be used for construction. Please see the the clouded Skyventure set which further clarifies this issue. 9. Section 34 of the structural notes on anchorage, Sheet S1.1, specifies Hilt' NITRE 500 for the concrete adhesive anchors, but Detail EISB-31 01 specifies Hilti HY 150 MAX. The drawings should be coordinated. Note that Hilti HY150 MAX is not qualified for cracked concrete or for the support of earthquake loads outside of Seismic Design Categories A and B. See IBC Sections 104.11and 1912 and ICC -ES ESR -2262. The criteria as listed as listed by SSF shall be used for construction. Please see the clouded Skyventure set which further clarifies this Issue Thank you, Evin Gibson, P.E. 10 January 27, 2011 File No. 262010.005/01302 Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject Building Permit Plan Review — Second Submittal I -Fly Superstructure (D10-296) Dear Mr. Benedicto: 6IVIL'ENGINEERINGsak.tz;'�, ,= STRUC@TUR'ALENGINEERING,- PLANNING �� s,a SUR E IY NG•� RECEIVED ED JAN 312011 COMMUNITY DEVELOPMENT We reviewed the proposed project for compliance with the structural provisions of the 2009 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. Several of the previous review comments (letter to the city of Tukwila, dated December 14, 2010) have not been addressed completely in the recent submittal. The comments below supersede the previous review comments and outline the remaining issues. The permit applicant should address these comments. The numbering system from our previous letter has been retained for your reference. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Architectural No additional comments. Structural 27. In our review of the ETABS steel frame design reports, we identified incorrect section properties for the steel HSS braces. The ETABS analysis with the shear plates and the masonry wall excluded should be revised and resubmitted to include the correct properties and the elevations from the analysis with the demand -capacity ratios of the elements of the seismic force -resisting system. Refer to the Frame Section Property Data for HSS 12x6x5/16 LLH, HSS 4x4x1/4, and HSS 5.5x5.5x5/16, p. A2-166. • 718 134th Street SW Suite 200 Fverett, WA 98204 P• ,c•1e: 425 741. 3800 I ax: 425 7:1 3900 4300 B Street Suite 302 Ancho'age, AK 99503 PL„re:90/ .7)h2 3439 rax: 907 561 53'9 • • Mr. Bob Benedicto, Building Official City of Tukwila January 27, 2011 File No. 262010.005/01302 Page 2 30a. The flanges of the beams at the inverted V -type bracing are required to be laterally braced with a maximum spacing, Lb, determined by Equation A-1-7, and a minimum capacity determined by Equations A-6-7 and A-6-8, of AISC 360-05. The revised calculations do not appear to consider this. Substantiating data verifying the maximum spacing of the bracing should be submitted for review. The structural drawings should be revised as required. See IBC Section 2205.2.2 and Section 13.4a(2) of AISC 341-05 (refer to User Note for further information). 30b. The design of the inverted V -type bracing at the connections of the braces is not clear. A detail should be added to the drawings and referenced at Elevation 1/S4.2 for review. 39. Substantiating data verifying the structural adequacy of the beam -to -column and other connections to serve as seismic collectors for the steel special concentrically braced frames at Grids A/1-2, A/5-6, E/1-2, and E/5-6 should still be submitted for review. The structural design may still need to be revised, including additional details. Please verify. See IBC Section 1613.1 and Section 12.10.2 of ASCE 7-05. The revised calculations for the diaphragms received on January 20 also do not appear to consider this. 41. The revised calculations for the steel special concentrically braced frames use the uniform force method and assume the brace angle is 45°. According to the drawings, however, the angles of the braces from the vertical are approximately 63°. Based on our review and the uniform force method, gusset -to -beam welds, approximately 30" in length, are required, but Detail 5/S5.5 does not specify the length. The detail should be revised. 42. The calculations for the prequalified steel special moment frame connections between the W 16x77 beams and the W 12x45 columns and Detail 6/S5.5 at these locations should still be revised as noted below and the drawings should be revised as required. See IBC Section 2205.2.2, Section 9.2c of AISC 341-05, and AISC 358-05. a. The flanges of the beams are required to be laterally braced with a maximum spacing, Lb, of 0.086 ry E / Fy and a minimum capacity determined by Equations A-6-7 and A-6-8 of AISC 360-05. See Section 9.8 of AISC 341-05. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila January 27, 2011 File No. 262010.005/01302 Page 3 b. Qualification of the connection requires a minimum bolt spacing, pb, of 3 'ii inches, but Detail 6/S5.5 specifies 3 inches at several locations. See Table 6.1 of AISC 358-05 and 358-05s1-09. c. Qualification requires a minimum beam depth, d, of 18 inches, but the drawings specify a W16x77 beam. See Table 6.1 of AISC 358-05s1-09. d. Qualification requires the continuity plates to be clipped to specific dimensions, but Detail 6/S5.5 does not specify this, preventing review. See Sections 6.7(3) and 3.6 of AISC 358-05. e. Qualification requires the continuity plates to be connected to the column flanges with complete -joint -penetration groove welds, but Detail 6/S5.5 specifies fillet welds. See Sections 6.7(3) and 2.4.4(b) of AISC 358-05. f. Qualification requires a minimum strength for the fillet welds between the continuity plates and the column webs, but the calculations do not consider this. See Sections 6.7(3) and 2.4.4(b) of AISC 358-05. g. Qualification requires the welds between the beam flanges and the end plates to be demand -critical, but Detail 6/S5.5 does not specify this. See Section 6.9.7(3) of AISC 358-05. h. The calculations for the connection assume ASTM A 490 bolts (F„1= 113 ksi) at the connection of the end plate and the column flange, but Detail 6/S5.5 does not specify this. i. The calculations for the connection differ from the drawings, including Detail 6/S5.5, in several respects (e.g., Ry, F,,, Z, Cpr, Mpe, d, hl, h3, h4 and pb) and should be revised and resubmitted for review. The structural design may need to be modified. Please verify. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila January 27, 2011 File No. 262010.005/01302 Page 4 If you have questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. FO2 Philip Brazil, P.E., S.E. Senior Engineer cc: David Fey, Jensen Fey Architecture (by e-mail) Blaze Bresko, Swenson Say Faget (by e-mail) Evin Gibson, Swenson Say Faget (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Knb\26\planrevw\tukwi la\ 10\t013r2.doc\prb Reid iddleton. December 14, 2010 File No. 262010:005/01301 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review = First Submittal I -Fly Superstructure (D 10-296) Dear Mr. Benedicto: CL��EN{GEER NG' 14s ;STROCfURIN['EN AGINEERINGi' -PLANNING.':; „ad/1W 1 20E1 1Z --16-z010 ,.,UNITY tLOPMENT 2 14 -7.1+v;-1_-) We reviewed the superstructure of the proposed project for compliance with the structural provisions of the 2009 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. We were uncertain which grids to reference longitudinal direction: A or B and D or E. We chose to Reference Grids B and D and to assume that Grid A is synonymous with Grid B and Grid D is synonymous with Grid E. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the architect, geotechnical engineer, and structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical No comments. Architectural 1, Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. Please refer to our letter for Phase 1 -foundation, dated November 29, 2010, for further information. 728 134th Street SW Suite 200 Everett, WA 98204 'hone 425 741 3800 x:4)5 741 3900 4300 B Street Suite 302 Anchorage, AK 99503 'honr 9;/ 55) 3-t39 ,:ax: 907 56:-5319 A Mr. Bob Benedicto, Building Official City of Tukwila December 14, 2010 File No. 262010.005/01301 Page 2 Structural, Engineer for Foundation General 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. Note that the special inspections for Phase 1 - foundation are included in our letter to the city of Tukwila, dated November 29, 2010, and are repeated below. The following is a summary: a. Concrete placement at concrete construction, including concrete topping at steel floor decks: Continuous, see also Section 1704.4. b. Shotcrete placement at concrete construction, where applicable: Continuous, see also Section 1704.4. c. Reinforcement at concrete construction: Periodic, see also Section 1704.4. d. Installation of anchor bolts/rods in concrete: Continuous, see also Sections 1704.4 and 1707.1. e. Installation of headed (shear) stud anchors in concrete and masonry (e.g., Sheets S5.3 and S5.4): Continuous, see also Section 1704.15. f. Installation of concrete and masonry expansion, adhesive and screw anchors: In accordance with qualifying report of evaluation service (e.g., ICC -ES), see also Section 1704.15. g. Masonry construction, including mortar, reinforcement, and structural connections: Periodic, see also Section 1704.5.2. h. Grout placement at masonry construction: Continuous, see also Section 1704.5.2. i. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. j. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 -inch), floor/roof deck welds, and shear stud deck anchors: Periodic, see also Section 1704.3. k. Structural welding of structural steel other than single -pass fillet welds (maximum 5/16 -inch), floor/roof deck welds and shear stud deck anchors, where applicable: Continuous, see also Section 1704.3. 1. High-strength bolting of structural steel other than slip -critical: Periodic, see also Section 1704.3. m. High-strength bolting of structural steel, slip -critical: Continuous, see also IBC Section 1704.3, Section M5.4 of AISC 360-05 and RCSC Section 9.3. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila December 14, 2010 File No. 262010.005/01301 Page 3 2. Structural tests by qualified special inspectors and other methods of verification should be conducted or submitted, where applicable. Note that structural tests for Phase 1 -foundation are included in our letter to the city of Tukwila, dated November 29, 2010, and are repeated below. The following is a summary: a. Testing of concrete for specified compressive strength, fc', air content, and slump. See IBC Sections 1704.4 and 1905.6. b. Preconstruction tests of shotcrete placement for reinforcement due to bar size (greater than #5). See IBC Section 1913.4. c. Nondestructive testing of the complete -joint -penetration (and partial -joint - penetration, where applicable) groove -welded joints at the special steel concentrically -braced frames, steel special plate shear walls, and steel special moment frame connections (e.g., Detail 6/S5.5). See IBC Section 1708.3 and Section 18 and Appendix Section Q5.2 of AISC 341-05. 3. A note should be added to Section 14 of the structural notes on quality assurance, Sheet S1.1, specifying nondestructive testing of the complete -j oint- penetration (and partial -joint -penetration, where applicable) groove -welded joints at the special steel concentrically -braced frames (e.g., Detail 6/S5.5). See IBC Section 1708.3 and Section 18 and Appendix Section Q5.2 of the AISC 341-05. 4. A note should be added to Section 39 of the structural notes on connection bolts, Sheet S1.2, specifying that, other than erection bolts, the high-strength bolts at the seismic -force -resisting system of the building shall be pretensioned and their faying surfaces shall be prepared as required for slip -critical connections (Class A, u? 0.35). See IBC Section 2205.2.2, Section 7.2 AISC 341-05 and Section J3.8 of AISC 360-05. Note that Section 39 currently specifies a snug - tight condition for connection bolts. 5. A note should be added to Section 41 of the structural notes on welding, Sheet S1.2, specifying that all welds at the members and connections of the seismic -force -resisting system of the building shall be made with filler metal producing welds with a minimum Charpy V -notch toughness of 20 ft-lbf at 0 degrees F. See IBC Section 2205.2.2 and Section 7.3a of AISC 341-05. Note that Section 41 currently specifies Charpy V -notch toughness for only complete - joint -penetration groove welds. 6. A note should also be added to Section 41 of the structural notes on welding, Sheet S1.2, specifying that all demand critical welds shall be made with filler metal producing welds with a minimum Charpy V -notch toughness of 20 ft-lbf Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila December 14, 2010 File No. 262010.005/01301 Page 4 at minus 20 degrees -F and 40 ft-lbf at 70 degrees -F. See IBC Section 2205.2.2 and Section 7.3b of AISC 341-05. See also the lateral comments below. 7. A note should be added to the sections of the structural notes on steel, Sheet S1.2, specifying that, within protected zones, attachments are not permitted, and discontinuities shall be repaired in accordance with Section 7.4 of AISC 341-05. See IBC Section 2205.2.2 and Section 7.4 of AISC 341-05. See also the lateral comments below. 8. The notes on Sheets S2.2 -S2.6 typically reference the Skyventure drawings for the steel floor and roof decks, and certain notes reference the Skyventure drawings for their attachment (e.g., Note 1, Sheet S2.6, for the roof deck), but Note 8, Sheet S2.3 references Detail 9/S5.8 for the attachment of the roof deck. It appears the details on Sheet S5.8 are intended for the attachment of the steel roof and floor decks, but the Skyventure drawings also specify attachment of the steel decks (e.g., Sheet SB -1702). These conflicts in the structural design should be resolved by the design team, and the drawings should be revised to be in agreement with that resolution. The structural design may need to be revised. Please verify. We recommend the notes on Sheets S2.2 -S2.6 are revised to reference Sheet S5.8 for the attachment of the steel roof and floor decks. We also recommend the design information on attachment in the Skyventure drawings is deleted. 9. Detail 9/S5.8 specifies a 24-2 welding pattern (Note 2) for the Verco 3 -inch Type N24 steel roof deck, but ICC -ER 2078 for Verco steel decks only recognizes a 24/4 pattern for the listing of allowable diaphragm shear values (e.g., Table 25). We assume the steel roof decks are designed to serve as diaphragms in the lateral -force -resisting system for the structure. Consequently, Detail 9/S5.8 should be revised to specify a 24/4 weld pattern. A similar change should be made on Sheet SB -1502. 10. At the plenum deck and observation deck framing plans, Notes 8 and 9, respectively, reference the Skyventure drawings for beams to receive welded head studs (WHS). This indicates to us that the steel beams rely on the studs for their structural capacity and are necessary elements in the structural design of the floors. The notes, however, do not indicate where the design information is specified; they should be revised to do so (e.g., Note 2, Sheet SB -1301 for the plenum deck and Note 4, Sheet B-1401 for the observation deck). See IBC Section 1901.4 and Section 1.2.1(e) of ACI 318-08. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila December 14, 2010 File No. 262010.005/01301 Page 5 11. The plenum deck framing plan, Sheet S2.2, and Detail 1 /S4.2 appear to indicate the presence of steel beams at Grids 1 B -D and 6B -D, but, based on our review of the details at this level and the Skyventure drawings, steel beams are not intended. The framing plan and detail should be revised by deleting the lines that indicate such beams. 12. Elevations 1/S4.2 and 2/S4.2 indicate WI6x77 steel beams between the service level and low roof deck, but we are unable to locate a framing plan for structural members at this elevation. Such a framing plan should be added to the drawings for review. 13. Elevations 1/S4.2 and 2/S4.2 indicate X -type bracing at the steel special concentrically braced frames, but Sheets SB -2002, SB -2003, and SB -2202 in the Skyventure drawings indicate inverted -V -type bracing. These conflicts in the structural design should be resolved by the design team, and the drawings should be revised to be in agreement with that resolution. 14. Elevations 1/S4.2 and 2/S4.2 typically indicate steel HSS 5 -1/2x5 -1/2x5/16 sections for the X -type bracing at the steel special concentrically braced frames, but Sheets SB -2002 and SB -2202 in the Skyventure drawings indicate steel W6x15 sections for the bracing. These conflicts in the structural design should be resolved by the design team, and the drawings should be revised to be in agreement with that resolution. 15. Elevation 1/S4.1 typically indicates steel HSS 4x4x1/4 sections for the X -type bracing at the steel special concentrically braced frames, but Sheet SB -2201 in the Skyventure drawings indicates steel C6x8.2 sections for the bracing. These conflicts in the structural design should be resolved by the design team and the drawings should be revised to be in agreement with that resolution. 16. At Elevation 1/S4.1; the horizontal members of the steel special concentrically braced frames are not identified, but Details 6/S5.6 and 10/S5.6, at their locations, indicate steel W-shaped sections. Sheet SB -2201 in the Skyventure drawings, however, specifies steel HSS 12x6x5/16 sections. These conflicts in the structural design should be resolved by the design team and the drawings should be revised to be in agreement with that resolution. The horizontal members should also be specified on Elevation 1/S4.1 for review. 17. Elevations 1/S4.2 and 2/S4.2 typically specify steel W16x67 or W16x77 sections at the horizontal members of the steel special concentrically braced frames, but Sheet SB -2202 in the Skyventure drawings specifies steel Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila December 14, 2010 File No. 262010.005/01301 Page 6 W10x33 or W 10x49 sections at several locations. These conflicts in the structural design should be resolved by the design team, and the drawings should be revised to be in agreement with that resolution. 18. Elevation 1/S4.1 typically indicates horizontal steel W5x16 sections at the midpoints of the X -type bracing for the steel special concentrically braced frames, but Detail 10/S5.5, typically referenced at these locations, does not include the horizontal member. Its installation could compromise the integrity of the connections. The detail should be revised. 19. The output from the ETABS analysis, beginning on page 44 of the calculations, for the columns, beams, and braces of the special steel concentrically braced frames is not understandable due to the identifiers for the individual structural members. Diagrams indicating the locations of the columns, beams, and braces, based on the identifiers in the output, should be submitted to enable review. Note that certain identifiers are indicated on the diagrams for the frames at pages 24, 27, and 30 of the calculations, but these are not sufficiently comprehensive to enable review. Some identifiers are repeated at different elements of the frames. Foundation 20. The details on Sheet S5.4 reference Sheet SB -3101 of the Skyventure drawings for the base plates and anchorage at the steel columns. Sheet SB -3101 contains details for the base plates and anchorage, but the Skyventure calculations, beginning on page 526, do not consider all of the load effects imposed on the anchorage (notably those due to earthquake load effects). The anchorage is required to be designed in accordance with Appendix D of ACI 318-08. Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See IBC Sections 1911.1 and 1912.1. Vertical 21. At Detail 10/S5.4, lateral reinforcement is required for the longitudinal bars not at column corners due to the clearance between the inner and corner longitudinal bars. The detail should be revised. See IBC Section 1901.2 and Section 7.10.5.6 of ACI 318-08. Reid iddleton 1 • Mr. Bob Benedicto, Building Official City of Tukwila December 14, 2010 File No. 262010.005/01301 Page 7 22. The sizes of the steel columns at Grids B/3, B/4, D/3, and D/4 are not clear. These should be added to Elevation 1 /S4.1 to enable review. Note that Sheet SB -2001 specifies W8x35 steel columns, but W8x48 columns are reported on page 31 of the calculations. Lateral 23. The details on Sheets S5.4 -S5.6 for the special steel concentrically -braced frames and the details required for the connections of the steel special moment frames (see comment below) should be revised by specifying the locations and dimensions of the protected zones. See IBC Section 2205.2.2 and Sections 5.1(7), 9.2(d) and 13.6 of AISC 341-05. 24. The complete -joint -penetration groove welds of the beam flanges, shear plates, and beam webs to the columns of steel special moment frames are required to be demand critical welds. Special steel moment frame connections are apparently intended for the structure (see comment below). The details for these connections should specify the locations of these welds for review. See IBC Section 2205.2.2 and Sections 5.1(5) and 9.2c of AISC 341-05. 25. A value of 0.163 for the seismic response coefficient, Cs, is specified in Section 2 of the structural notes on design loading criteria, Sheet S1.1, but a value of 0.143 is determined on page 11 of the calculations. Sheet S1.1 should be revised. See IBC Section 1603.1.5. 26. Elevations 1/S4.2 and 2/S4.2 reference the Skyventure drawings for the design of the steel shear plates above the low roof deck. Their design is considered on page 18 of the calculations, but we are unable to determine where in the drawings the design details are located. The elevations should be revised by specifying the applicable details to enable review. 27. The seismic force -resisting system is specified in the structural notes, Sheet S1.1, and assumed in the calculations as a building frame system consisting of steel special concentrically braced frames. ASCE 7-05 defines "building frame system" as a structural system "with an essentially complete space frame" with seismic force resistance provided by shear walls or braced frames. Elevation 1 /S4.2, however, does not specify braces consistent with this definition between the high roof and the service level, and Elevations 1/S4.2 and 2/S4.2 reference the Skyventure drawings for steel shear plates rather than specifying braces above the low roof deck. The data provided from the ETABS analysis in the calculations are also not sufficient to enable us to determine the Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila December 14, 2010 File No. 262010.005/01301 Page 8 design of the seismic force -resisting system (e.g., locations of braces). It appears that substantial flexural demands are being placed on beams and columns in line with the braced frames that are not consistent with the assumption of a building frame system consisting of steel special concentrically braced frames. Data from the ETABS analysis sufficient to verify the design of the seismic force -resisting system should be submitted for review. The structural design may need to be revised. Please verify. See IBC section 1613.1 and Section 11.2 of ASCE 7-05. 28. On page 29 of the calculations for the steel special concentrically braced frames at Grids 2/B -D and 5/B -D, demand -capacity ratios of 0.872 and 0.692 are reported for the beam at the roof and the columns between the roof and the service level, respectively. The drawings do not appear to provide a design for resistance to these load effects. The drawings should be revised for review by providing design details for resistance to the load effects. 29. On pages 26 and 29 of the calculations for the steel special concentrically braced frames at Grids 1/B -D, 6/B -D, 2B -D, and 5/B -D, demand -capacity ratios are reported for the steel shear plates above the low roof and the beams and columns connecting to them. The drawings do not provide a design for resistance to these load effects other than a reference to the Skyventure drawings (for which we are unable to identify a design). The drawings should be revised for review by providing design details for resistance to the load effects. 30. At Elevation 1/S4.2, inverted V -type bracing is indicated below the service level. The calculations do not appear to consider the requirements for the use of such bracing in a steel special concentrically braced frame, nor do the drawings appear to provide a design for resistance to the load effects imposed on the braces. Substantiating data verifying the structural adequacy of the bracing should be submitted for review. The drawings should also be revised for review by providing design details for resistance to load effects. See IBC Section 2205.2.2 and Section 13.4A of AISC 341-05. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila December 14, 2010 File No. 262010.005/01301 Page 9 31. Elevations 1/S4.2 and 2/S4.2 reference the Skyventure drawings for steel shear plates, which appear to be lateral -force -resisting vertical elements of the seismic force -resisting system. As such, their resistance to seismic load would, in turn, impose seismic demands on steel beams above and below the plates and the steel columns supporting the beams. The calculations do not appear to consider the required resistance to such load effects imposed on these beams and columns nor do the drawings appear to provide a design for resistance to the load effects. Substantiating data verifying the structural adequacy of these steel beams and columns should be submitted for review. The drawings should also be revised for review by providing design details for resistance to the load effects. 32. On page 15 of the calculations, a shear panel design is referenced, but we are unable to locate this design in the drawings or supporting calculations for the design. This information should be submitted to enable review. 33. The beams and columns of the steel special concentrically braced frames are required to be designed for load combinations that include dead + live + earthquake loads. Based on page 34 of the calculations, the ETABS analysis is limited to the consideration of only earthquake loads, which leads us to the conclusion that the steel stress checks beginning on page 44 of the calculations are limited to the consideration of earthquake loads. Substantiating data verifying the structural adequacy of the beams and columns of the steel special concentrically braced frames to resist all applicable load combinations should be submitted for review. The structural design may need to be revised. Please verify. See IBC section 1613.1 and Sections 2.3, 2.4 and 12.4 of ASCE 7-05. 34. The steel stress checks beginning on page 44 of the calculations appear to include beams and columns that are not lateral -force -resisting elements of the seismic force -resisting system (e.g., C16, C22, C24, and C25). Sheet SB -2003 in the Skyventure drawings at Grid 3 indicates steel braces for lateral load resistance. These lateral -force -resisting elements must meet the requirements for steel special concentrically braced frames, but there is no indication in the drawings or calculations that this has been considered. Input and output from the ETABS analysis indicating all of the lateral -force -resisting elements should be submitted for review. The drawings should also be revised to provide details for all of these members as elements steel special concentrically braced frames. See IBC Section 2205.2.2 and Section 13 of RISC 341-05. 35. The purpose for the steel stress checks beginning on page 44 of the calculations is not clear to us. We assume that they are reports of demand -capacity ratios, but all that is provided to enable review are abbreviated titles of columns Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila December 14, 2010 File No. 262010.005/01301 Page 10 without accompanying explanations. We would expect that the reported ratios would vary from element to the element, but they often do not. Ratios of 1.00 are frequently reported. A narrative explaining what is provided by the steel stress checks should be submitted for review. 36. The ETABS column reactions beginning on page 51 of the calculations list load cases for which there is no data elsewhere in the calculations. Input for the load cases with earthquake loads (EQX, EQY, EQXECC, and EQYECC) is reported, beginning on page 34 of the calculations. Input for the other load cases is not, nor is there an explanation for the meaning of the identifiers used for the other load cases. Furthermore, we are unable to evaluate the data without additional data from the ETABS analysis correlating the column identifiers reported in the calculations with those used in the analysis. Substantiating data validating the methods used to determine the column reactions, including input and output from the ETABS analysis, should be submitted for review. 37. On page 17 of the calculations for the diaphragms, the full width of the diaphragm (e.g, Grid AA -D) is assumed to be effective in resisting earthquake load effects. Only the connections of the beams to the columns at the steel special concentrically braced frames are considered, not the connections of the beams at Grids AA -B at the same columns. The calculations should be revised and resubmitted for review. The structural design may need to be revised. Please verify. 38. On page 17 of the calculations for the diaphragms, the observation deck in the transverse direction is considered but not the other floor levels. At the low roof and high roof, the capacity of the diaphragms to resist earthquake load effects is considerably less than at the observation deck due to the lack of a concrete topping at the steel deck. Substantiating data verifying the structural adequacy of the steel roof decks to resist earthquake load effects should be submitted for review. The structural design may need to be revised. Please verify. 39. On page 17 of the calculations for the diaphragms, the connections of the beams to the columns at the steel special concentrically braced frames in the transverse direction are considered. We assume a similar result would occur for the connections in the longitudinal direction, but these connections are typically ineffective in transferring lateral loads due to the lack of steel deck at their locations. For example, at the observation deck and low roof, there is no floor or roof opposite the braced frames at Grids D/1-2 and D/5-6. Consequently, the connections of the beams beyond the braced frames need to be considered for the design of the seismic collectors. Substantiating data verifying the structural Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila December 14, 2010 File No. 262010.005/01301 Page 11 adequacy of these connections to serve as seismic collectors should be submitted for review. The structural design may need to be revised. Please verify. See IBC Section 1613.1 and Section 12.10.2 of ASCE 7-05. 40. On page 18 of the calculations, the steel shear plates referenced at Elevations 1/S4.2 and 2/S4.2 are considered. A seismic force -resisting system consisting of steel special concentrically braced frames is specified for the structure, which does not allow for steel shear plates. It is possible that these plates are assumed to be steel special plate shear walls and the provisions of ASCE 7-05 for vertical combinations are being employed, but there is no indication of this in the calculations or the drawings. Results from the ETABS analysis are reported, but input and output from the analysis for these plates are not included in the calculations. The following should be submitted, added, or revised, as indicated, to enable review: a. Submit a narrative explaining how these plates are elements of the seismic force -resisting system. b. Submit input and output from the ETABS analysis. c. Revise the earthquake design data in Section 2 of the structural notes, Sheet S1.1, to identify steel special plate shear walls along with the steel special concentrically braced frames. d. Submit substantiating data verifying the structural adequacy of the steel plates as steel special plate shear walls. e. Revise Elevations 1/S4.2 and 2/S4.2 to indicate dimensions of the steel plates and adjoin beams and columns (e.g., limits on aspect ratio in Section 17.2b of AISC 341-05). f. Add details for the connection of the steel plates and their vertical and horizontal boundary elements to each other and to adjoining elements of the seismic force -resisting system. g. Add a design for lateral braces of the horizontal boundary elements (see Section 17.4d of AISC 341-05). The structural design may also need to be revised. Please verify. See IBC Sections 1613.1 and 2205.2, Section 12.2 of ASCE 7-05, and Section 17 of AISC 341-05. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila December 14, 2010 File No. 262010.005/01301 Page 12 41. On page 19 of the calculations, the connections of the steel special concentrically braced frames are considered, but they are not adequate for the reasons noted below and should be revised and resubmitted for review. The structural design may also need to be revised. Please verify. See IBC Section 2205.2 and Section 13 of AISC 341-05. References below are to AISC 341-05. a. The value of, Ry, for the HSS sections at the steel braces, is assumed to be 1.1, but the correct value is 1.4 (see Table I-6-1). b. The required compressive strength of the braces does not appear to be considered (see Section 13.3c). c. Shear lag at the slotted brace plates does not appear to be considered (see Sections 6.2 and 13.2b). d. The calculations assume 1 -inch -diameter bolts at the braces, but the details on Sheet S5.5 typically specify 7/8 -inch diameter. e. The required flexural strength of the braces, due to the inability of the brace connections to accommodate inelastic rotation, does not appear to be considered (see Section 13.3b). f. The capacity of the beam/brace-to-column bolts and the brace-to- beam/column welds does not appear to be considered. 42. On page 20 of the calculations, a prequalified steel special moment frame connection between a steel W16x77 beam and a W12x45 column is considered, but there is no indication of the purpose for the connection, and there are no details in the drawings for such a connection that we can identify. The circumstances for this appear to be similar to the steel shear plates and many of the above comments for those plates also apply to this connection. A narrative should be prepared, and the calculations and drawings should be revised similar to that noted for the steel shear plates. This material, along with input and output from the ETABS analysis for the steel special moment frames, should be submitted to enable review. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila December 14, 2010 File No. 262010.005/01301 Page 13 Structural, Engineer for Steel Superstructure General 1. Based on the date of application for the building permit, compliance with the 2009 IBC and its referenced standards is required in the city of Tukwila, but the structural drawings specify the 2006 IBC and its referenced standards. The structural drawings should be revised (e.g., the section of the structural notes on governing codes and criteria, Sheet SB -0002), and the structural design should be revised as required. 2. Based on Section A of the basis of design, Sheet SB -0003, Skyventure is a specialty engineer for the project, and their drawings are design drawings. Their drawings, however, do not bear the seal and signature of the specialty engineer. Our understanding of the laws of the state of Washington is that the seal and signature of the specialty engineer are required on each sheet of their drawings. The drawings should be revised consistent with these laws. Refer to IBC Section 106.1. Note that the structural drawings by the foundation engineer reference the drawings by Skyventure for portions of the structural design (i.e., Notes 8, 12, and 13 on Sheet S2.2; Notes 1, 6, and 9 on Sheet S2.3; Notes 1 and 6 on Sheet S2.4; Notes 1 and 5 on Sheets S2.5 and S2.6; etc.). 3. The section of the structural notes on wind loads, Sheet SB -0002, specifies a basic wind speed of 120 mph and Exposure Category C, but Section 2 of the structural notes, Sheet S1.1, by the foundation engineer, specifies a basic wind speed of 85 mph and Exposure Category B. These conflicts in the design criteria for the support of wind load effects should be resolved by the design team and the drawings should be revised to be in agreement with that resolution. The structural design may need to be revised. Please verify. See IBC Section 1603.1.4. 4. The section of the structural notes on snow loads, Sheet SB -0002, specifies a ground snow load, pg, of 50 psf. Section 2 of the structural notes, Sheet S1.1, by the foundation engineer specifies a flat roof snow load, pf, of 25 psf. Based on Chapter 7 of ASCE 7-05, and assuming the exposure factor, Ce, thermal factor, C1, and snow importance factor, IS, each equal 1.0, pf= 35 psf at pg = 50 psf and pg = 36 psf at pg = 25 psf. This conflict in the design criteria for the support of snow load effects should be resolved by the design team, and the drawings should be revised to be in agreement with that resolution. The structural design may need to be revised. Please verify. See IBC Section 1603.1.3. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila December 14, 2010 File No. 262010.005/01301 Page 14 5. Based on the comment above, the snow load design data in the section of the structural notes on snow loads, Sheet SB -0002, should be revised by also specifying the flat -roof snow load, Pf, snow exposure factor, Ce, thermal factor, C,, and snow load importance factor, 15. See IBC Section 1603.1.3. 6. The section of the structural notes on seismic loads, Sheet SB -0002, specifies earthquake design data that typically conflict with the corresponding earthquake design data in Section 2 of the structural notes, Sheet S1.1, by the foundation engineer. These conflicts in the design criteria for the support of earthquake load effects should be resolved by the design team, and the drawings should be revised to be in agreement with that resolution. The structural design may need to be revised. Please verify. See IBC Section 1603.1.5. 7. The section of the structural notes on materials, Sheet SB -0002, specifies a compressive strength, f' of 4,000 psi for floor deck concrete and 5,000 psi for grout, but Sections 21 and 31 of the structural notes, Sheet S1.1, by the foundation engineer, specify 3,000 psi for slabs on metal deck and a strength at least to the material on which it is placed (3,000 psi minimum) for non -shrink grout. These conflicts in the material specifications should be resolved by the design team, and the drawings should be revised to be in agreement with that resolution. The structural design may need to be revised. Please verify. 8. The framing plans on Sheets SB -1302 through SB -1702 specify requirements for the attachment of the steel floor and roof decks that conflict with those specified by the foundation engineer in Details 9/S5.8 and 11/S5.8 for the steel roof and floor decks, respectively (i.e., seam welds for floor deck on SB -1402 but button punches at seams for floor deck at Detail 11/S5.8, side lap attachment at 18 inches o.c. for roof deck on SB -1502 but side lap attachment at 12 inches o.c. for roof deck at Detail 9/S5.8, 24-4 welding pattern for roof deck on SB -1702 but 24-2 welding pattern for roof deck at Detail 9/S5.8, etc.). These conflicts in the attachment requirements should be resolved by the design team, and the drawings should be revised to be in agreement with that resolution. The structural design may need to be revised. Please verify. We recommend the design information on attachment in the Skyventure drawings be deleted in favor of Details 9/S5.8 and 11/S5.8 for the steel roof and floor decks by the foundation engineer. Reid iddleton • Mr. Bob Benedicto, Building Official City of Tukwila December 14, 2010 File No. 262010.005/01301 Page 15 9. Section 34 of the structural notes on anchorage, Sheet S1.1, specifies Hilti HIT RE 500 for the concrete adhesive anchors, but Detail E/SB-3101 specifies Hilti HY 150 MAX. The drawings should be coordinated. Note that Hilti HY 150 MAX is not qualified for cracked concrete or for the support of earthquake loads outside of Seismic Design Categories A and B. See IBC Sections 104.11 and 1912 and ICC -ES ESR -2262. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. F,12 Philip Brazil, P.E., S.E. Senior Engineer cc: David Fey, Jensen Fey Architecture (by e-mail) H. Michael Xue, PanGEO (by e-mail) Blaze Bresko, Swenson Say Faget (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Knb\26\planrevw \tukwila\ 10\t013r 1.doc\prb Reid iddleton qfm 1 Jim Haggerton, Mayor epartment of Community evelopnent Jack Pace, Director November 2, 2010 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Development Permit D10-296 I -Fly — 349 Tukwila Py Dear Mr. Swanson: Please review the enclosed set of plans and documents for structural compliance with the 2009 International Building Code. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, .fer Marshall it Technician encl File: D10-296 W:\Permit Center\Structural Review\DlO-296 Structural Review.DOC 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206-431-3670 a Fax: 206-431-3665 HERMIT COORD COPY PLAN REVIEW/ROUTIIVG SLIP ACTIVITY NUMBER: D10-296 DATE: 07/26/11 PROJECT NAME: I -FLY SITE ADDRESS: 309 TUKWILA PY Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 2 after Permit Issued 47dingion DEPARTMENTS: WPc Public Works MMI Fire Prevention Structural mac. Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 07/28/11 Not Applicable Comments: Permit Center•Use'Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route rq Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08/25/11 Approved Approved with Conditions Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2-28-02 • PEm PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D10-296 DATE 07-08-11 PROJECT NAME: I -FLY SITE ADDRESS: 301 TUKWILA PY Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Issued DEPARTMENTS: / 1� �I �'@ulldinvision Public Works ❑ OA V' 01'[ ' I Fire Prevention OE Structural Planning Division n Permit Coordinator • DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 07-12-11 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved )y( Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: n DUE DATE: 08-09-11 Not Approved (attach comments) n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: Documents/routing stip.doc 2-28-02 • PERMIT COORD COPS PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D10-296 DATE: 02/18/11 F RO)EO NAME: I -FLY SITE ADDRESS: 301 TUKWILA PY Original Plan Submittal X Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued DEP TMENTS:iii a-11 BI ng vision Public Works n AJC Fire Prevention El Planning Division Structural ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete ❑ DUE DATE: 02/24/11 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire 0 Ping 0 PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: Structural Review Required No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions n Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DUE DATE: 03/24/11 DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: Documents routing slip.doc 2-28-02 0 PES COP1 PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D10-296 DATE: 01-26-11 PROJECT NAME: I -FLY SITE ADDRESS: 301 TUKWILA PY Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued D PA TMENT : ui ding 'vision, PG�flic ork Fire Prevention Structural re dd b - U Planning Division L, ❑ Permit Coordinator It'll DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 02-01-11 Complete Incomplete ❑ Not Applicable ❑ Comments: '.Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route V, Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03-01-11 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) 71. Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: _ Departments issued corrections: Bldg i1 Fire 0 Ping ( PW" Staff Initials: Documents/routing slip.doc 2-28-02 OPERMITC.0 COM1 PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D10-296 DATE: 11/01/10 PROJECT NAME: I -FLY SEATTLE SITE ADDRESS: 349 TUKWILA PY X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued EPAR MENT : ilding 'vision gic Works MAC 1k--k�t0 Tire Prevention 1,,v1(\ date �Z anning Division Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: DUE DATE: 11/02/10 Incomplete 1 1 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: TUES/THURS ROUTING: Building Please Route 1N,, Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/30/10 Approved Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: 1i41'\1Q Bldg Fire 0 Ping 1'1 PW Staff Initials: Documents/routing slip.doc 2-28-02 PROJECT NAME:1'FLal SITE ADDRESS: 3p \ ukLu„ PERMIT NO: ()— a -a (, ORIGINAL ISSUE DATE: 1.1—t j— G REVISION LOG REVISION DATE RECEIVED STAFF ISSUED DATE STAFF NO. INITIALS INITIALS 1 -743,i( u� l0 n-0 , ,./-' Iry Summary of Revision: CorevrY6, ��eor Su.G.,�. (g,, S,, cti,_ ivd (( mor. -eAvt `J a S .mss y F Q Received by: WILL mS REVIISION NO. DATE RECEIVED 01.211 • t STAFF INITIALS ,rte ISSUED DATE -, STAFF INITIALS Summ y of Revision: f�'1 p \Y A ,6C., byi- , 6 Cct U I Le- MI 6i Received by: I/ 0U Mu/6 (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 0 0 Plan Check/Permit Number: .b10-2, Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: 30g g-(,U)ibrti Contact Person: 1.2)/11//1) T Summary of Revision: crryo La IJUL 2 6 2011 MM-/frwp_Tr?'-TCENtEF. Phone Number: 4125 ' 21 & .0318 ADb fin$ f & int?' d )(C L i(J 7995/2 , (-OC470.0 j%W cum PEA AU'ca C ak2s 1V t77i ,4L 14.57-7L. . Sheet Number(s): l� j /4// /42-, 143 "(:loud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: flims" tg,i1 Entered in Permits Plus on H:V.pplieetions\Faring-Applications On Line\2010 Applications \7-2010 - Revision Subminal.doc Created: 8-13-2004 Revised: 7-2010 J • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 7/7 h Plan Check/Permit Number: PO -2 l 1(8 [] Response to Incomplete Letter # [] Response to Correction Letter # 1 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: /1"-/—Y F'roject Address: SOf t) /A)/tA pA7sk4,64%-r Contact Person: Z ,4VfD �� Phone Number: 4Z' Z1 & 03/.02. X 3/ I Summary of Revision: Gd.. sir .A. "AFL _ A-. JAI _Ar Awiar-R777-z0,_ i' tt2'177 /VG 67 ft o •f /� M • /NL r W°T71 v701 ENa / • 7771A&1&___z_147, • DP.,A,v,/isi taert tuft)(1,577N enV OPTUKWILA LJUI082011 Sheet Number(s): A0,27Af/' , A 2-a9 A(000 "Cloud" or highlight all areas of revision including date o revis ' r c � Received at the City of Tukwila Permit Center by: zj"' Entered in Permits Plus on 7 1 1 FERMI CtI)TER H:\4pplications\Forms-Applications On Line\2010 Applications V7-2010 - Revision Submittal.doc Created: 8-13-2004 Revised: 7-2010 r • City of Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: . / Obi Plan Check/Permit Number: D 10-296 ❑ Response to Incomplete Letter # [CJ Response to Correction Letter # 1.0 [l Revision # after Permit is Issued [1 Revision requested by a City Building Inspector or Plans Examiner Project Name: I -Fly nnMeitireD FEB 181011 PERMIT CENTER Project Address: 349 Tukwila Py Contact Person V 0 jE)f Phone Number 2)2I(1'03tft7 A 31 1 Summary ofRev�ision: a �+- l) b 1l G Wi_(ODM S V (QfiS� I►1 Gam%•' 14 2-)Tiatelhc 1)44- <.D•twnlse4s 4, -., -i. /4 -- WEN Sheet Number(s):A l 0L-1'ZDO /W 3 / 210 / 31 s -l3 O_O , rd ca plo_ "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Permits Plus on \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: .101Q /att es (CIA C110,1110,5 - AAA i( sed -w -Ia. l Cd,rrss rvahu -- -proJ 6.451 civh kii, 2--4r--Acre , waIi- Sheet Number(s):A l 0L-1'ZDO /W 3 / 210 / 31 s -l3 O_O , rd ca plo_ "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Permits Plus on \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: • 43411A, City of Tukwila a,/ • \ .''s Department of Community Development Wit; �� 6300 Southcenter Boulevard, Suite #100 +Irl ••: '', Tukwila, Washington 98188 ! ,1� Phone: 206-431-3670 /908 = = Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Oio / Plan Check/Permit Number: D 10-296 LI Response to Incomplete Letter # El Response to Correction Letter # 1 [� Revision # after Permit is Issued [i Revision requested by a City Building Inspector or Plans Examiner Project Name: I -Fly Project Address: 349 Tukwila Py Contact Person: Summary of Revision: 11) p-f}r Phone Numb r: itzi�W! (�J /479‘,e/NWS /4,IS'i?Z VS secavEo JAN 262011! Sheet Number(s): ,4/4, � 6 7Q "Cloud" or highlight all areas of revision including date of re Received at the City of Tukwila Permit Center by: .R' --Entered in Permits Plus on PERMIT CENTER \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: Contractors or Tradespeople Pry er Friendly Page • General/Specialty Contractor A business registered as a construction contractor with LEN to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. I3usiness and Licensing Information Name RUSHFORTH CONSTR CO INC UBI No. 600024538 Phone 2539221884 Status Active Address 6021 12Th St E Suite 100 License No. RUSHFC'305R1 Suite/Apt. License Type Construction Contractor City Tacoma Effective Date 12/21/1970 State WA Expiration Date 3/27/2013 Zip 984241399 Suspend Date County Pierce Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company ther Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status TEAMTIL990BD TEAM TACOMA III LLC Construction Contractor General Unused 1/4/2001 3/2/2005 Expired Business Owner Information Name Role Effective Date Expiration Date RUSHFORTH, RANDY G Cancel Date 01/01/1980 Bond Amount NAKAMURA, KIM W 5 01/01/1980 6378756 SKINNER, JUDITH L Until Cancelled 01/01/1980 Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 5 SAFECO INS CO OF AMERICA 6378756 06/30/2006 Until Cancelled $12,000.00 06/22/2006 4 OHIO CAS INS CO 2491732 03/15/2002 Until Cancelled 06/30/2006 $12,000.0003/07/2002 03/01/2010 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 26 Zurich American Ins Co glo534464906 03/01/2011 03/01/2012 $2,000,000.00 03/04/2011 25 ZURICH AMERICAN INS CO GL534464905 03/01/2009 03/01/2011 $2,000,000.00 03/01/2010 24 VALLEY FORGE 20889497 03/15/2008 03/15/2009 $1,000,000.00 03/10/2008 23 VALLEY FORGE INS CO 2095998662 03/15/2007 03/15/2008 $1,000,000.00 03/23/2007 22 NATIONAL FIRE INS CO 2088949497 03/15/2006 03/15/2007 $1,000,000.00 03/15/2006 21 LIBERTY SURPLUS INS EGLSF079545015 03/15/2005 03/15/2006 $1,000,000.00 03/14/2005 Summons/Complaint Information Cause County Complaint Judgment Status Payment Paid By 03-2-42346-8SEA KING Date: 12/11/2008 https://fortress.wa.gov/lni/bbip/Print.aspx Date: Dismissed Date: 04/11/2011