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Plans OFFICE COPY y RECEIVED SEP 0 2 2"1 s c o r� P. A ra v CITY OF1' --1 BUILDING Div , : N t to ( • ` r OFFICE COPY CITY OF TIGARD... REVIEWED FOR CODE COMPLIANCE Subject: Fought & Company Shop doors - East Approved: NIV J OTC; { J Objective: Analysis of the members and connections : Permit#: j,3u a zel - � .O a..2 Requested by: Steve Fugate, QA Manager Address: )y�Sg 72i LUP Prepared by: Habib Sadid, Ph.D., P.E., Chief Engineer Suite#: Date: 5-Aug-20 By; -`�— Date: 9 _a3- aO The shop doors are modeled using RISA Finite Element program and analyzed for two extreme positions. Th; a - -4 I - • mbers and connections are well below the allowable values, as shown belo . A 0 Coif a I a E � ..0A a 1 : .0,0 itkliZe,, '-1.7 T. i qigefi n g 0. r › g F {,� q T i f C .- tl s if -it .r. C .' '8 C Cj U' ,,,,,:4,L • cetCoa ga gar4 13, UyX ce, °. U a t z c R nc o no `Ii cn r i uy rq c o (.( - �J® 2b 0 2 1 - 55' - L.. I l' "PI( 21' 4" HSS6x3x1/4 41--" I vvi 0x54 - W I 0304 WI Ox54 i Z1' - 4 3/8" I 21' - 4 3/8" W8x2 I I . .1 i' 2 1 4"W I Ox4- T, W I IN45 W I Ox45M ' ' ; ; lir 14 10 W8x 1 8 7'-3 114°' 1 61' "- 6 lio• 1 1._6.• i .-0 3/4" K'- 11 I i4" --DP 14 014 iv I 6'- Weight = 3,000 lbs. Weight = 3,000 lbs. 4'---- 27' - Weld size and length for hangers and HSS 5"1 6" fillet, all around on hangers 2 Position - 1 Reactions at the connections supporting the header beams. 130 lbs. 846 lbs• 3,145 lbs. 4,052 lbs. 612 lbs. 183 lbs, p a }tl W 3 r t� fmRe t, f 3,000 Ibs 3,000 lbs 3 Left Header beam (Track) W8x 18 Beam: M24 f Shape: W8X18 0 at 21.137 11 Material. N15 DY in Length: 21.36 ft Okay IJot N15 Dz in J Joint: N15A -.001 at8.232ft LC 1:Sett Code Check: 0.127 {bendingt ! -.062 at 10.012 ft Report Based On 87 Sections .576 at 0 ft�y { .102 at0ft Vyl;ry _ { k OatOR A � � k Vz ---- -- - k -.139 at16.688ft -.002 at16.688ft -1.218 at 21.36 It 4.784 at 21.36 ft Oat 16.688 ft .011 at 16.68811 T k-ft i My k-ft Mz It-ft -.007 at 16,465 ft -1.322 at 8.9 ft 3.778 at21.36ft -.022a13.115ft ft ksi .019at lt fa kst -.026 26 at 6.688 ft tr -•. ksi .022 at 3.115 ft -3.778 at 21.3611 AMC 95th(350-16):ASO Code Check Direct Analysis.Method Max Bending Check 0.127 Max Shear Check 0.033 ty) Max Deft Ratio U4110 Location 21.36 ft Location 21.36 ft Location 10.012 ft Equation H1-1b Span 1 Bendng Flange Compact Compression Flange Non-Slender Bendng Web Compact Compression Web Non-Slender y-y z-z Fy 50 ksi Lb 21.36ft 21.36ft Pnctom 18.234 k Lctr 208.231 74,719 Pnttom 157.485 k Mnyiom 11.627 k-ft LComp Flange 21.36ft Mnziom 37.72 k-ft L-torque 21.36 ft Vnylom 37.444 k Tau_b 1 Vnziom 62.246 k CD 2.589 1 Right Header beam (Track) W8x21 Beam M28 Shape: W8X21 0 at.667 ft Material: A992 DY in Length: 21.333ft Joint: N17 Dz in _ Okay J Joint: N16 Oat 12 ft LC 1:Self - Code Check. 0,091 (bending) -.033 at 9.778 ft Report Based On 97 Sections 1.157 at Oft .176 at 13.778ft -71 0 at 5.555ft A anrk .-;. Vz k ',.., -256 at Oft VY 0 at 13.778 ft -.326 at 21.333 ft '.,,. 4.612.at 0 ft 4 0 at 13.555ft T k-ft MY k-ft 0 at Oft Mt ....m,. k-ft 0 at 5.555 ft -1.261 at 5.333 A 3043atOft -009 at16.444ft .u, ftksa .029 at 13.778 ft rill" fa ksi -.041 at 0 ft .009 at16.444ft -3.043 at0ft AISC 15th(354-16):ASD Code Cheek Direct Analysis Method /tax Bending Check O.091 Max Shear Check 0.028(Y) Max Deft Ratio 117661 Location Oft Location Oft Location 9.778ft Equation N1-lb Span 1 Bending Flange Compact Compression Flange Non-Slender 1 Bending Web Compact Compression Web Non-Slender y-y z-z Fy 50 ksi Lb 21.333ft 21.333ft Pnclom 22.408 k Ldr 203.271 73.219 Pntlom 184-431 k Mnylom 14.197 k-ft L Comp Flange 21,333 ft Mnztom 50.898 k-ft L-torque 21.333ft 'v ny/om. 41.4k Tau_b 1 :onzlom. 75.737 k Cb 2.94 5 Left HSS Hanger - HSS 6x3x1/4rt column, M2 .001 atOft Shape: H5S6X3X4 Oat 1.2ft Material: A572Cr.50 en Length: 1.2 ft See Calculations below I Joint N6 Dz in J Joint 148 LC1:Self 0at.375ft Code Check: 0.055 Mending) Oat 12 ft = Okay Report Based On 97 Sections -.665 atOft Vy 173atoft k Oat Oft Vz — k A � k .157 at 1.2ft -.179 at lift Wiz k-ft 0 at0ft Oalolt T k-ft My k-ft 0 at l.2ft 977 at 0 ft '.. 2.C69 at0ft -.379 at 1.2ft ft ksl 045 at0ft .:, • PPP to ksf 041 at 1.2 ft r3 fc ksi .379 at1.2ft -2059 at Oft AISC 15th(360-16):ASD Code Check Direct Analysis Method Max Bending Check 0.055 Max Shear Check 0.015(y) Location Oft Location oft Equation Ill-1 Max Deft Ratio U10000 Bending Flange Compact Compression Flange Non-slender Bending Web Compact Compression Web Non-slender y-y rz Fy 50 ksi Lb 1.2ft 1.2ft Pnclom 113.802 k Lclr 11.819 8.844 Pntfom 114.97 k Mnytom 11.003 k-ft L Comp Flange 1.2ft Mnzlom 17.939 k-ft L-torque 1.2ft Vnylom 44.376 k Tau_b 1 Vnziom 19.262 k Tnfom 11.059 k-tt Cb 1.485 6 Right HSS Hanger - HSS 6x3x1/4" Column: M3 Oat 1.2 ft Shape: H SS&X3X4 001 at0ft Material: A572 Gr.50 Dy -- --- in Length: 1.2 ft See Calculations below IJoint N7 Da J Joint: N9 0at12ft LC 1: -.002 at O ft Check Code Check 0.089 (bending) Okay Report Based On 97 Sections 1.913at0lt -.532 at0ft Oat Oft A 11 k Yz -.548 at 1.2 ft k '.. .747atOR OatOft ° .., kft Oat1.2fl T k-ft .m,(,k My k-ft 0 at 0R -1.549 at 1.2 ft 3.283 at1.28 -.012 at.3881t ft ksi -.139 at Oft fa ksi -..i4343 at t2R fc ksi .012 at.388ft -3.283at12R MSC 150h(360-16) ASO Code Check Direct Analysis Method Max Bending Check 0.089 Max Shear Check 0.043(y) Location 1.2ft Location Oft Equation H1-lb Max Defl Ratio Lf10000 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender y-y .Z-Z Fy 50ksi Lb 1.2 ft 1.2 ft Pnctom 113.802 k Lch 11.819 5.844 Pnttom 114.97 k Mnylom 11.003 k-ft L Comp Flange 1.2 ft Mnzfom 17.939 k-ft L-torque 1.2ft Vnyfom 44.376 k Ta u_b 1 Vnztom 19.262 k Tnfom 11.059 k-ft Cb 2.171 7 Position - 2 Reactions at the connections supporting the header beams. 724 Ibs. 3,2I2 bs, 5I4 Ibs. 408 Ibs 2,912 Ibs. 1, 197 lbs. A A l SUAWNWIWWWW3 immaA ma WW BAMA mmm REININIMINNIUMNIRMNIUMnsem mMBEm Et trtAm . m' mmmB%mmAffi Am WmmA° MM9mM ndd 1 II #- mam emia mmman m mmm, m� m ■■AMit AM'mA�® i° "i k ■l' �xmttmmAmaAmmmA mmmmamma' nm Nit mmMmm Mr,1M um111QM 5 ., +!M®M■: mmmmm9faCtkmmmiAmmAffimOHmmmmrammemmilmmtsmismsoMmemmum am' mmE3m$ ■ mA A AAtMENIZZO mmmmmmmmmmmm<rAm mWA Mly, NEMI ddwanitmedIale AAmm AAm ■ mmINA'mNAISIIIMISTII AA mute `UM zwitaiii � m AA' m■an LI g sou mm *KR *NM . jMIMm Mm NUM I UMmmmO smionmimmmm flmAmmmmmmmsue Nummula ONNEWEISHISsmi t 14Z-2 al ill .4. mAiilli M MMy 6AmAmmmMlmam®s ®® A A�;.vomusakdowar ' Mal KS Cal gas MElatil M I it NC ustrounmmmt NGel _mXm14eingna , muUNM s mAmmmmm mama am mammalian/AM; Ir 7 3,000 lbs 3,000 1bs 8 Left Header beam (Track) W8x18 Beam: M23 Shape. W8X18 .003 at 19.13511 Material: A992 Dy --- Okay Length I Joint N6 ft l7z in JJoint:Joint N15 Oat 11.348 ft IC V Self Code Check: 0.051 {bending) -.027 at 6.452 ft Report Based On 97 Sections { 706 at 0 ft -�-- i .179 at 0 ft Bat 1.78ft A 111010010.1.111Samm k Vi .......................... k VY 0 at 12.905 ft -.129 at 12.905 ft k -.238 at 21.36 ft 1.448 at 21.36 ft '.. 0 at12.9051t .002 3t12.90511 T k-ft Mz k-ft MY K-ft 0 at 1.78 ft -.001 at 21.36 ft -1.249 at 1.78 ft I � 1.148 at21.36ft -.007 at0ft ft ksi .034 ft 02 a O fa °� ksi -.025 at 12:905 R ;r" fc ksi .007 at0lt -1.148 at21.36ft AISC 15th(360-16}:ASD Code Check Direct Analysis Method Max Bending Check 0.051 max Shear Check 0.019(y) Max Deft Ratio L19523 Location 21.36ft Location Oft Location 6.452ft Equation H1-lb Span 1 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender Y-I z-z Fy 50Ksi Lb 21.36ft 21.36 ft PncFom 18.234 k Lcir 208.231 74.719 Pnttiom 157.485 k Mnyfom 11.627 k-ft L Comp Flange 21.36 ft Mnzfom 28.904 k-ft L-torque 21.36 ft Vnvlom 37.444 k Tau_b 1 Vnv'om 62246 k Cb 1.984 9 • Right Header beam (Track) W8x21 Beam M29 • Shape: W8X21 014 at 22.333ft Material: A992 in '.. 0 at 22.333 fti Length: 22.333 ft DY Okay !JointN16 Dz - in J Joint N11 0 at 10.701 ft LC 1:Self 1 Code Check: 0.107 (bending) -.05 at 15.121 It ` Report Based On 97 Sections I 1-- __,2.571 at0ttII .111 at18.3781t 0at2559R A - k Yz ----- k -.256 at O ft W - IIr k 0 at 10.236 ft -1.173 at21.17It i. 1634 at 0 ft 0 at 10.236 R 003 at 10.003 R I T k-ft k-ft My -- k-ft 0 at 2559 R -.002 at 2.559 ft -3.675 at 2.559 ft IIT 2.43 at 2.559 It ft ksi ikAAL at 18.378 R ', is ksi -04.042 at O R fc ksi ' -2.43 at 2.559 ft AISC 15th(360-16):ASD CoUe Check Direct Analysis Method Max Bending Check 0.107 Max Shear Check 0.062(y) Max Deft Ratio L11741 Location 2.559ft Location 0 ft Location 22333 ft Equation H1-lb Span 2 Bending Flange Compact Compression Flange Hon-Slender Bending Web Compact Compression Web Non-Slender y-y z-a Fy 50 ksi Lb 22.333 ft 22.333 ft Pnciom 20446 k Lcfr 212.E 76.652 PnVom 184.431 k Mnylom 14.197 k-ft L Comp Flange 22.333 ft Mnzlom 34.47 k-ft L-torque 22.333ft Vny/om 41.4 k Tau_b 1 Vnz/om 75.737 k Cb 1.806 10 Left HSS Hanger - HSS 6x3x1 4" Column: M2 gatOfl Shape: HSS6X3X4 OatOft Material: A572 Gr.50DY Dz in Length: 1.2 ft See Calculations below 1Joint. N6 • J Joint. PIS LC1:Sett 0at1.211 Oat 1.2ft • Code Check: 0.015 (bending) Okay Report Based 4n 97 Sections • -.33 at Oft .178 at Oft A ��k 0at0fl .162 at 1.2ft .139 at 1.2 ft 0 at 0 ft :` k_ft� 0 at O ft k-ft My k-ft O at 1.2 ft -.257 at 0 It .545 at0ft -.003 at.775fl ft ksi .046 at 0 ft Ea kst .042 at 1.2 ft 411111 fc ksi .003 et.7751t -.545 at 0 ft "MSC 45th(360-16):ASO Code Check Direct Analysis Method Max Bending Check 0.015 Max Shear Check 0.007(y) Location Ott Location Oft Equation H1-16 Max Defl Ratio Lf10000 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Stender y-y z-z Fy 50 kat Lb 1.2ft 1.2ft Pnctom 113.802 k Lcfr 11.819 6.844 Pntfom 114.97 k Mnytom 11.003k-ft LComp Flange 1.2ft Mnztom 17.939 k-ft L-torque 1.2ft Vnylom 44.376 k Tau_b 1 Vnzlom 19.262 k Tntom 11.059 k-ft Cb 2.182 11 tl Column: M3 -.........----- -._--- Right HSS Hanger - HSS 6x3x1/4 Oatrift Shape: N556X3X4 Oatl.2ft Material: A572Gr.50 Oy --._----- ------ €n Length: 1.2 ft See Calculations below I Joint: N7 J Joint: 149 ❑z -- ---_-_--- ---- LC 1:Self 0 at.488 ft 4 at 1.21t Code Cnedk 0.022(ttandrng) Okay Report Based On 97 Sections -.207 at 0 ft ., -303 at Oft A k atOtt VE k -.223 at 1.2 ft -.007 at Oft Wiz k-ft 0 at06 0at0ft T k-It My k-ft 0 at 1.2 ft -.371 at 1.2 ft .786at1.2ft -.015at06 ft ksi -054 at O ft fa ks -.058 at 1.2 ft fc kat .015atOft -786 at1.2ft AISC 16th(360-16):ASD Code Check Direct Analysts Method Max Bending Check 0.022 Max Shear Check 0.007 ty) Location 1.2ft Location Oft Equation NI-lb Max Deft Ratio U16000 Bending Flange Compact Compression Flange Non-Slen4er Bending Web Compact Compression Web Non-Slender y-y z-z Fy 50ksi Lb 12ft 1.211 Pnclom 113.802 k Lcir 11.819 6.844 Pntiom 114..97 k Mnyrom 11.003k-ft LComp Flange 1.2ft Mnztom 17.939 k-ft L-torque 1.2 ft Vny/om 44.376 k Tau_b 1 Vnziom 19.252 k Tntom 11.059 k-ft Cb 1.646 12 Maximum axial force in the HSS hanger is 548 lbs., 0.14 ksi Maximum Bending Stress 3.3 ksi - Tension and Compression A 1/4" Total Tensile Stress = 0.14 + 3.3 = 3.44 ksi Okay y x 6" Factor of Safety w.r.t. failure by yielding = 50/3.44 = 14.5 Weld Strength: 14— 3" —►I Weld Str./in./1/16th. = 0.928 Kips in Shear Weld: 5/16 - Fillet - All Around Resisting Bending Moment: Mx = 0.928*5*3*6/12 = 6.96 K-ft. > 3.3 K-ft. Okay Note: Vertical weld not counted for. Share Propert;ee .,m 4:. E.:D { y<% Shape Name HSS6X3X4 1 rl' ;" Qapth 5 _ . a' 44'I f i :"Math.;3 ,x; _t 71S 311 Thic c 233 ��� . ,W =••• a' 5.7 _ . . firi +, _ 1 17 i) 14.2 :: q rot :r.. • m +..a ::�: 13 Maximum reaction on the header beam supports is 4,052 lbs. = 4.1 Kips . Header beam W8x21 �:.. ;,4 Shape ProP r-hes _. m' :. 9 r 2 ,.._. 1:3, 1 ,, 1t . �' •a Shape Nam. �.t1 ..... , 1 Irv,. ;Flange'Math 3 27 in Zz n 4 _�__ in^3 �, ;� �_ 3FlangeThick ! in Gwt 152 n^g':: t-�' t +' Thick � 1�� in � nai104 � in'23e e ;vT °.rea;n 1:3 in"2 Swf 547 in"433. 77 in.,4 rT'1.41 in ;a. :_1 /♦ I 33 ln'4 kx.es1.7 in .€. �.. �' a` J 292 inn4 k`det� 875 in 3I 1 =' k*is for Connection:talcs only "Z•is the Plastic l,iodulus Flange with = 5.27" Weld 5/16" - fillet - both-sides Weld Strength = 0.928*5*5.27*2 = 49 Kips >> 4.1 Kips Okay 14 Supports for header beams: € Shape Properties . Shape flame 'Y10A4.f, Left - W 10x45 1 =t �` ♦, Dept17�10.1 in Z.A e 1r03 Flange Width i 8 02 -,. in Zzz d 54 9 _ .�. .. n',.3 _ • Flange Thick ' 62 in Cum 12ou in46 Maximum Reaction 3,212 lbs. • z�:: . Vvew Thick j 35 in VI*h 19 in^2 Area; 13.3 in`2 Swl23.6 in 4 Overhang = 12" i, I534 rn3 r {2,s in ,...I i, i - °£ iu5248 ir',4 k,',esF112 in' J i 1 61 in`4 r'deti 1 313 in Weld 5/16" - Fillet - all around d LI, is for Connection talcs only Z is the Plastic Modulus The weld in flanges resists bending moment Shop Structural Column The weld in web resists shear force _� K - region not welded SEt { W 10x45 1 Moment at the face of column = V M = 3.2*12 = 38.4 Kips - in. 12„ 3.2 Kips I I Bending Strength Member: 6 = M*C/I = (38.4*10.1/2)/248 = 0.78 Ksi << 50/1.67 = 29.94 Ksi Okay Weld Bending Strength = 0.928*5*8.02*10.1 = 376 Kip-in >> 48.6 Kip - In. Okay Weld length = 2*(10.1-2*(0.62+1.313)) = 12.47" Weld Shear Strength = 0.928*5*12.47 = 58 Kips >> 3.2 Kips Okay 15 Right - W 10x54 f m " . 'f' „ : "",, , Shape Floret ,., i .._..w. �fc+� 4�Shap°t.=amp ;y1D�._- Maximum Reaction 4,052 lbs. •` T i f , ? a� . pry �a n c �2320 rn 3 t .: q is _ i in 6 Da th 131 in L 31 3 in Flan Overhang = 12" ; Range Three -.- �Zc+, 0[1, ".r_'.3Thic- 37 G 'oe k ne � G� 15$ in 2 Ss 366 in''4 Weld 5/16" - Fillet - all around = :,Yv d i 303 In^4 k'des 1 1/ in ,.1 �' ti ,`. :4 :1 .!1 82 in^4 k'det 1 _12 in br 3 K` is for Connection calcs only Z is the Plastic Modulus Moment at the face of column = Shop Structural Column M = 4.05*12 = 48.6 Kips - in. 5/16"' " The weld in flanges resists bending moment NT W 1 Ox54 The weld in web resists shear force K - region not welded 12" 4.05 Kips Bending Strength Member: 6 = M*C/I = (48.6*10.1/2)/303 = 0.81 Ksi << 50/1.67=29.94 Ksi Okay Weld Bending Strength = 0.928*5*10*10.1 = 469 Kip-in >> 48.6 Kip - In. Okay Weld length in the web = 2*(10.1-0.615-1.313) = 16.34" Weld Shear Strength = 0.928*5*16.34 = 76 Kips >> 4.05 Kips Okay 16 • Stresses on the Track (header beam) due to the door weight Door weighs 3,000 lbs. Shop Structural Column Assume 2,000 per support, including dynamic load 5/16" • W8x18 �I W10x45 bf= 5.25" tf= 0.33 in. m tw = 0.23 Load over 6" 4rI Kip Loaded area = 6*0.23 = 1.38 in.^2 W8x18 Tension 6 = P/A = 2/1.38 = 1.45 ksi << 50/1.67 = 29.94 Ksi Okay Bending M = 1*1 = 1 Kip-in. 1 Kit, Flange Thickness tf= 0.33 I = 1/12 * 6 * 0.33^3 = 0.018in.^4 4". 6 = MC/I = (1 * 0.33/2)/0.018 = 9.17 ksi << 50/1.67 = 29.94 Ksi Okay Weld Strength of W8x18 to W10x45 Weld 5/16" Fillet, both-sides ] " Weld length = 2*bf= 2*5.25 = 10.50" Weld Strength = 0.928*5*10.50 = 49 Kips >> 3.2 Kips 17 Stresses on the Track (header beam) due to the door weight Door weighs 3,000 lbs. Shop Structural Column Assume 2,000 per support, including dynamic load 5/16" I" W8x21 bf= 5.27" tf= 0.4 in. w 10x54 tw = 1/4" Load over 6" 1 k,P 4► 1 Kcp Loaded area = 6*0.25 = 1.5 in.^2 W8x2I Tension 6 = P/A = 2/1.5 = 1.33 ksi << 50/1.67 = 29.94 Ksi Okay Bending M = 1*1 = 1 Kip-in. Flange Thickness tf= 0.4 1 Kip I = 1/12 * 6 * 0.4^3 = 0.032 in.^4 6 = MC/I = (1 * 0.4/2)/0.032 = 6.25 ksi << 50/1.67 = 29.94 Ksi Okay Weld Strength of W8x21 to W10x54 Weld 5/16" Fillet, both-sides Weld length = 2*bf= 2*5.27 = 10.54" F" Weld Strength = 0.928*5*10.54 = 49 Kips >> 3.2 Kips Okay 18