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Structural Design Calculation Page 1 - 163
y� qq :_ .. • Version 2a21.OS'18 (S/18/21J ." .. 124 Kirby -Dr BUILDING: .. ... I :.Portland; `1'N 37:148' :' • . ...:: . :'.:: _ . :' - • .. SYSTEMS .:.::.. : ' .:.:Ph:. (1515) 325-4165 .. :: : .. :' .. ... . • . Fa . .. Fax..:(800) 231.3460.. .. .. .. BETTER SOLUTIONS BETTER BU INGS. TRUCTURAL DESIGN _CALCULATIONS .i R F Concrete Construction : ' .. ' : .. ' .. -' �> . • •. � . 664 Old Dixie Hwy. Vero Beach, FL 32962 ... �e -0 Y' ..... Pik �~ F � .. :.'.. -Kings Commercial Center Bldg.1 G p . v, . ' Pie a Fort rce,.FL 34948. - �i .�� ... : • ' . • 'Kl3S ProjecfN6. X2- l 0744A Design Engineer'-. Josh:Hunfer Stamping)rngineer_ RogerLee.Hif..PE :. PROJECT DATA . .. :: • .. :Structural pesign Calculafioris =Pages ..:. i . ao . .:7.63 . This item has been el6ctrdnically'signbd and EcNSF��i� .'sealed by R6ger L HII, Prz �� -.. ..•�.* � . No: 79464 � .* ' 'On the date .ShOWn U51rIg a' digital sigriature.'Printed copiesof.this.document are .. _ ... .: .. .. .. .. - .. .. .. ��� STATE OF //2�� not and the signature d: 'cC OR IOP �G�� .. ' Name: Roger Lee Hill; PE �SS ✓ must be verified on '� ONAL� any. .electronic copy.. ' . Title:. .. Professional Engineer, Affiliation:.: IZirby:Building•Systems.: - Date:.: : October 6,2021 10125/2021 .. .. • Professional.Seal.: The: Professional Engineer whose seal appears on these Stivctural Design Calculations is employed by Kirby.Building Syst ems; a Metnlier.6f M$MA, and does•not serve as or represent the Engineer of Record for this"project and shall not be construed' uch:. = 4d03.311 : . ACCREDITED M ; Excellence from: the ground up 1Ytal B�ddc�e 8ptemr �.n :. _ Wind Loading Continued:.:: Componcnts.and Cladding; Roofs" Applicable Roof Slopc Angle 4 76 d _ e9' d. 0.6L .. . ' .. .. .. _ b lU 80-ft:". 3•GO R s f`� . 0.26 , z Tributary Preissure.! Suction. in Zones :..1..:...... .-2..... :Area " All 1�. .,............ i......_3...., ::.1;.. .. :o.zi� . I r. I .I .. - - Item ." fY .' (Psfl • 1 .• (Psn € : (Psf).' .• :(ps>) i (PsQ• F. . oisi 192 18.67 88.46.=99.28''. " .' ....:...... /7 ... ... ::.:._ 6:1I:....:..:. b6.40 - - . ' .6h......:...:.....Panel 3 2359 -53.07 '-92 38'-121.86 9 =166.09" - .....:................ , ..: u.6n-«L' ' Fastener 3 ' 23.59 =53.07 • -92 38 : ' 121-- . 3J J " " : •� ' Values Below are for'the Overhang Porlion of theRoof z ; Purlin/Joist . • • 192." " =� ' . ; : -75.52 •-75.52 • -77:32 . ; .:88:... " .• -- - ................. ............:.... ............. ........ ............. .......:... Panel ," .. 3 • - -92.38 :. B .-92.38••=121.86 ' .i _166.09 -_- o... ... ...p:.... ....... r,... 'Fastener : 3 --92.38. '-92.38. '-121:86 " i....-166.09 • _ i.. ............. ...................... .. _................- - ........ - ...._....... - .. Components'and Cladding,•Below-EMr Canopy J . ' Tributary Pressure � ' , . 'Uplift Totat(psf). he: Average'Eave ".. Area, ' Total ` ;:For.Various. CanopyE(evallons ",. .". Height Item:. ''.. (ftz)" . (psf) '.i . he 5 9 ft . I Otherwise . he 216.2 ft . .� . Purlifi J Joist .192 31.94-24:08: € . 31.94.. 56.51 .' lie .' he: Average - - Can ,....... he : P 3- 44 22 _ 27 03 _ 44 22 _ �68 70 PY" :.. anel..: ....... Elevation .. Fastener 3 44'22 27.03 -*.22 -68.79 .. '. .. .. ..._ ` ' Main:Wind Force Resisting Systems. (TiansverseaWind Direction)'te r-?;,,�' Applicable. Roof Slope A..ngle .: 4.76 deg:... .. ' a -. - 6.60 ft. .. ' Transverse Wind Direction.' ' .W3R... :Item � .. 'W 1R • € ' W'1L A_ W2R' @ W2L... ...W4L... W31; WZ' ...... Cl: 0,58 -0� 1 ' 0.22 =0.47 . 1 -- -- - - +' �. .... Load; (psf) 28.50" -5 ,41 10.81 -23.09 ' -- -- Internal:" .. - ............................. ;.... . _ c2 - - . - _ . _ : S U Ctl l) n. " "--0.51._ 0119 -0.87. -0.55-- �. . . :. '. Load,. (Psf) . -25:06 . € -9.34 i' .• -42.75 '-27.03." ,.:: . -__ : _�_ .: ', ' . _:� : • t . : �_. . .. . Wind Direction .. . : ................. ...5......::....5.......3......»...:..........5.::..........»........i.....:................f...............:......q:......:......::.....;5..........-.......::- " : • C3 0 19 " ' '-0 1 0 55 0 87 --- ''MIND W 1 R W 1.L : - . ' T,oad; (psfj :-9.34 '-25106.- -27.03 -42.75 : - ... , :..::............ _ _ _ .......... _ _ ... _ _..... ... W3R W3L: .' : ','. ' 'C4: _-0.1.1....::.......0:5$`.....:......_0:47.....:..: 0.22......:.......::-- - Load; (p$f) -5.4. ' 2850 '-23.09. t0:81 ' ' `' - - - =.............. ...... .............:.....:.. i...:..........:.....5.:............:.......5.......:...:........:.o...:.....:.......:....5..:...:.......:......:5....:..:.............:b:........:.............. .., ... .... C5c -0.27 ' -0;27 -0.63" -0:63" - -- - . Load, ( sf) -13:27 -13!27 .-30.96: , `-30.96- --- - -- ---- ---- } ... _F............._............. .... ......... ....... ., C6: _:.. Irlterrial . =027 -027 =063 -063 s r .. 'Press' r.e:'.' :.' .Load, (P fl .''-1'3:27 ' ,13i27. -30:96 . "-30.96. . ---' .'i c--_ ''.. ---=..' ,• ..__.: ... Wind Direction • .. Ed Zoae Pre re Coefficienfs ' e ssuW2R& :.:WIR&g ...W1_1 WIND W2W2. .. .. . ;' ` ' W2L&.:. R L` . W4R W4L Item .' W3R '. " . W3L . W4R.:.'s W4L. . 6 ;. 1. .` •" " ' . ME:': -0:79 • I . -0.25 : €' ' 0.43 @.'. -0;6t . 2g '. '3 _ Loa 38.82 '€ 12.28.. � 21.'13 -29.97 �=0:33•••� ••-1:25�•• •�•0.71••••• j` - czsQ � 3s ' E:-0:89 Loa -43.73 " 17:20.' i ' 61:42" 34.89 ' : Load; (psf) / 20 . -43.73 =34 89-61..42 ........ ... f70. 'O .. .b^ G1... ...%1 A4'•' • to .. .. .. .. .. .. .. .. .. .. .\ w' .. .. ..T.T. :m c::.:w i. ;a. �'-Ev9,'. �. � � � � � � � � / � � iA �'O';J "OW O•A 'Cw �C�p •O: \Nj, Ow:�O �,', .7. ..G .�:V . � .. .. _ .. - .. � - •. �, �. � .� � .. � idL........5........6:•a............i..:J.......ti..........:.i............s....L:.....i............ � � 'fD lJ : lN': • . IJ lA . W IJ VI ii ^' .� y ? QEV? �i0• �iA Oiv J:� :A. \Oi J� �l 'sli .� id. to • m �• 1" - A W '10. 0�..�,': W.•� N' N� '�".Ii_ 'O!W" •O �i: - 7 • , ' � � r. C _ r .i . O 7� ram• � .I..... ...4........i............L............i............6............ i....... p\. J " a A ..•. ii e. ('� : : 1..� .i A � i A N i 00 � <,� O\ � C1 : v oo. i 0 In : o . w -4 :'m w .O .. .. .. �•yU:,N. �A •.N• A. A. �. iW.�:N �:�0 .:W Off.: p� W;i (�,.��1iW :Ui,� K'1 .=. ' ' : ...... ...... .. ...... ..... .. .....• ..... N`.ofoWo'pit c t3`o: co a:•dtz •OWO.'�.r+ .0'o'. No t^:p. �,i... ... LA �]' 'O\i� A.•• Aipo.N 00 CC O l!1' VI v. W'.W eb'vi N :IV i.�V _ to 2 '.' ... '{' @ N:O•J 36, 'Qi •� _•:.� i {..i'{' may" 1. - NUCOR BUILDINGS GROUP Job 9 K2180744A Job Name Kings Commercial Center Bldg. 1 Frame Portal FL A Date 9/30/2021 Designer BG\joshua.hunter File F98-O.nfr App Version 1.5.132.0 -------------------------------- F R A M E D E S C R I P T I O N -------------------------------- Frame type RCS Frame width 24.00 Ft. Bay Width 0.00 Ft. LEFT RIGHT Dim to ridge 24.00 Ft. 0.00 Ft. Roof slope 0.00/12 0.00/12 Eave height 18.00 Ft. 18.00 Ft. Girt offset 0.00 In. 0.00 In. Typ. Girt spacing ;.cc Ft Purlin offset 15.50 In. 15.50 In. Typ. Purlin spacing: 5.00 Ft Col. spacing 24.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WPI Girt Brace Flange Brace Location (ft): WP2 Girt Brace Flange Brace Location (ft): Other Braces Column Left Brace Right Brace Location (ft): LOADING CONDI TIONS Building Code a Year IBC2018 Risk Category II -Standard Buildings RISC Specification 2026 AsD L O A D S (Psf) Aoof Dead load 3.00 Roof Coll load 5.00 Roof Live load 20.00 Roof snow load 21.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 30.00 Ce = 1.00 5s - 0.069 51 - 0.028 seismic Design Category A site Class D A 3.00 Cd - 3.00 Sds - 0. 074 Sd1 0.045 rho 1.00 omega = 2.500 Is Building Irregular - False Roof Seismic Factor 0.010 PSF Floor Seismic Factor 0.010 PS Wind speed 160.00 Mph Esp. : C Wind pressure 49.14 Psf Building is Enclosed Wind pressure coefficients Is End Bay? False Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0. 190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6H -0.670 0.000 -0.870 -0.550 0.000 -0.630 W6£ -0.670 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) WPI 0.00 WP2 0.00 RP1 0.00 P R O G R A M- A P P L I E D L O A D S Panel Loads Load On Start End Start End Case Panel Load Load Loc Lee Rif Rif Ft. Ft. RDL RP1 0.000 0.000 0.000 24.000 COL RP1 0.000 0.000 0.000 24.000 SL RP1 0.000 0.000 0.000 24.000 RLL RP 0.000 0.000 0.000 24.000 W1R WP1 0.000 0.000 0.000 18.000 W1R WP2 0.000 0.000 0.000 18.000 W1L WP1 0.000 0.000 0.000 18.000 W1L WP2 0.000 0.000 0. 000 18.000 w2R ➢IP1 0.000 0.000 0.000 18.000 W2A WP2 0.000 0.000 0.000 18.000 W2L WP1 0.000 0.000 0.000 18.000 W2L WP2 0.000 0.000 0.000 18.000 W5B WPI 0.000 0.000 0.000 18.000 W5B WP2 0.000 0. 000 0.000 18.000 W5F WP1 0.000 0.000 0.000 18.000 WSF WP2 0.000 0. 000 0.000 18.000 W6B WP1 0.000 0.000 0.000 18.000 W6B WP2 0.000 0.000 0.000 18.000 W6F WPI 0.000 0.000 0.000 18.000 A-6 W6F WP2 0.000 0.000 0.000 18.000 EQR RP1 0.000 0.000 0.000 24.000 EQL RP1 0.000 0.000 0.000 24.000 U S E R- A P P L I E D L 0 A D S Shear loads that are applied perpendicular to the web have been considered in the baseplate design only. The locations listed below lot each longitudinal bracing load apply only to the column axial load (tension on base of column and compression when at top of column). Load On Box. Vert. Perp Shear Mament Loc Special Case Mem Kips Kips Kips K-Ft. Ft. Load 4 Description W5B COL01 12.000 0.000 0.000 0.000 16.000 C-1 Longitudinal W5F COL02-12.000 0.000 0.000 0.000 16.000 C-7 Longitudinal W6B COLO1 12.000 0.000 0.000 0.000 16.000C-2 Longitudinal W6F COL02-12.000 0.000 0.000 0.000 16.000 �C-4 Longitudinal --- _____________________________ L 0 A D C O M B I N A T I O N S ________________________________ ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 13 1.00 SW+RDL+COL+SL+NLL 4) 1.00 SW+RDL+COL+SL+NLR 5) 1.00 SW+RDL+COL+RLL+NLL 6) 1.00 SW+RDL+COL+RLL+NLR 7) 1.00 SW+RDL+COL+0.60W1L+NLL 8) 1.00 SW+RDL+COL+0.60W1L+NLR 9) 1.00 SW+RDL+COL+0.6OW2L+NLL 10) 1.00 SW+RDL+COL+0.6OW2L+NLR 11) 1.00 SW+RDL+COL+O.60W1R+NLL 121 1.00 SW+RDL+COL+0.6OW1R+NLR 11) 1.00 SW+RDL+COL+0.6OW2R+NLL 14) 1.00 SW+RDL+COL+0.6OW2R+NLR 15) 1.00 0.605W+0.60RDL+0.60W1L+NLL 16) 1.00 0.605W+0.60RDL+0.60W1L+NLR 17) 1.00 0 .60SW+0.60ADL+0.60W2L+NLL 18) 1.00 0.60SW+0.60RDL+0.6CW2L+NLR 19) 1.00 0.60SW+O.:0ROL+0.60W1R+NLL 20) 1.00 0.60SW+0.0ADL+0.60WlR+NLR 21) 1.00 O.6OSW+O.60RDL+0.6OW2R+NLL 22) 1.00 0.60SW+O. 60RDL+O.GOW2R+NLR 21) 1.00 SW+RDL+C OL+0.75SL+0.45WII+NLL 24) 1.00 SW+RDL+COL+0.75SL+0.45W1L+NLR 25) 1.00 SW+RDL+COL+0.75SL+0.45W2L+NLL 26) 1.00 SW+RDL+C OL+0.755L+0.45W2L+NLR 27) 1.00 SW+RDL+COL+0.75SL+0.45W1R+NLL 28) 1.00 SW+RDL+COL+0.75S L+0.45W1R+NLR 29) 1.00 SW+RDL+COL+0.75SL+0.95W2R+NLL 10) 1.00 SW+RDL+COL+0.75S L+0.95W2R+NLR 11) 1.00 SW+RDL+COL+0.75RLL+0.45W1L+NLL 72) 1.00 SW+RDL+COL+0.75RLL+0.45W1L+NLR 17) 1.00 SW+RDL+COL+0.75RLL+0.45W2L+NLL 74) 1.00 SW+RDL+C OL +0 .75RLL+0.45W2L+NLR 15) 1.00 SW+RDL+COL+0.75RLL+0.45W1R+NLL 16) 1.00 SW+RDL+COL+0.75RLL+0.45W1R+NLR 17) 1.00 SW+RDL+COL+0.75RLL+0.45W2R+NLL 18) 1.00 SW+RDL+COL+0.75RLL+0.45W2R+NLR 19) 1.00 SW+RDL+COL+0.60WSB 40) 1.00 SW+RDL+COL+0.60W6B 41) 1.00 SW+RDL+COL+0.60W5F 42) 1.00 SW+RDL+COL+0. 6 OW6F 41) 1.00 O.60SW+0.60RDL+O.60WSB 44) 1.00 0.60SW+O.60RDL+O.6 OW6B 45) 1.00 0.60SW+0.60RDL+0.6OW5F 46) 1.00 0.60SW+0.6ORDL+0.60W6F 47) 1.00 SW+RDL+COL+0.75SL+0.45W5B 48) 1.00 SW+RDL+COL+0.75SL+0.4161 49) 1.00 SW+RDL+COL+0. 755 L+0.45WSF 50) 1.00 SW+RDL+COL+0.755 L+0.45W6F 51) 1.00 SW+RDL+COL+0.75RLL+0.45WSB 52) 1.00 SW+RDL+COL+0.15RLL+0.45W6B 51) 1.00 SW+RDL+COL+0.75RLL+0.45W5F 54) 1.00 SW+RDL+COL+0.75RLL+0.45W6F 55) 1.00 1.O1SW+1.0IRDL+I.OICOL+0.70EQL+NLL 56) 1.00 1.O1SW+I.OIRDL+I.O1COL+0.70EQL+NLR 57) 1.00 1.01SW+1.OIRDL+I.OICOL+0.70EQR+NLL 58) 1.00 1.019W+1.0IRDL+I.OlCOL+O.70EQR+NLR 59) 1.00 1.O1SW+1.01RDL+1.O1COL+0.51EQL+NLL 60) 1.00 1.O1SW+1.0IRDL+I.0ICOL+0.51 EQL+NLR 61) 1.00 1.O1SW+I.OIRDL+I.0ICOL+0.51EQR+NLL 62) 1.00 1.O1SW+1.OIRDL+I.0 ICOL+0.51EQR+NLR 61) 1.00 0.59SW+0.59RDL+0.70EQL+NLL 64) 1.00 0.59SW+0.59RDL+0.70EQL+NLR 65) 1.00 0.59SW+0.59 RDL+0.7OEQR+NLL 66) 1.00 0.59SW+0.59RDL+0.70EQR+NLR A-7 Sob : K2180744A Kings Commercial Centex Bldg. 1 NUCOR BUILDINGS GROUP Date: 30-05-21 Page: 1 Frame: Portal £L A i By : BG\joshua.huntex File: F98- •'* DESIGN SUMMARY REPORT ... ----- _------------------------------------------------------------------------------ ___------------------------------------ _________ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load FOICe Sheer Flow (k/in) Section Mat'l Me t'1 Mat Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb LOo Kips Ratio T/L B/R ........ __..... ___________________________________________________________________________________________________________ 1 F6.38 F6.38 W135 91 1 -3.6 0.13 -53.1 0.41 0.92 0.98 41 1 5.15 0.25 0.24 0.24 2 F6.38 F6.38 W135 39 6 _3.6 0.13 -53.0 0.41 0.92 0.98 39 6 -5.15 0.25 0.24 0.24 Chkpt 1 3 4 6 Depth 18.75 18.75 18.75 Section 1 1 2 I _________________________________________________________________________________________________________________ I width thick Fy I width thick Fy I ___________________________________________________________________________________________________________________________________ T/L F1g I 6.0 0.3750 55.00 I 6.0 0.7750 55.00 Web I 0.1345 55.00 I 0.1345 55.00 I B/R F19 I 6.0 0.3750 55.00 I 6.0 0.3750 55.00 1 Built Up Column - COLO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force shear Flow Win) Section Mat'1 Mat'1 Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R _________________________----------------------------------------------------------------------------------------------------------- 1 F6.31 F6.31 W135 41 12 -5.2 0.12 -53.4 0.60 0.86 0.92 43 7 3.66 0.18 0.22 0.22 Chkpt 7 12 Depth 14.62 14.62 Section I 1 I ------------- ----------------------------------------------------------------------- - - -------------------------------- I width thick Fy I ___________________________________________________________________________________________________________________________________ T/L F1g 6.0 0.1125 55.00 I Web 1 0.1145 55.00 I B/R Flg 1 6.0 0.3125 55.00 I ___________________________________________________________________________________________________________________________ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAA-------------- Flange Flange Web Load Axial Axial Moment Bead Bend Unity Load Force shear Flow (k/in) Section Mat'1 Ma t'1 Mat .1 Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ____________________________________________________________________I_______________________________________________________________ 1 F6.31 F6.31 W135 39 18 -5.2 0.12 53.4 0.86 0.60 0.92 41 13 -3.65 0.18 0.22 0.22 Chkpt 13 18 Depth 14.62 14.62 Section I 1 1 ------------- _______________________________________________________________________________________________________________________ I width thick Fy I --- _--- _______...... _..... ________________________________________ T/L F1g I 6.0 0.3125 55.00 Web I 0.1345 55.00 B/R Fig I 6.0 0.3125 55.00 1 Frame weight (lbs) = 1069 Deflections (in): 30 yr Wind dx - 1.22 H/ 142 LONG. WIND 1 TO BA Maximum dx = 1.62 H/ 108 SW+RDL+COL+0.6OW5B Maximum dy -0.06 = L/ 4420 @ MOD lr SW+RDL+COL+0. 6OW5F 1E NUCOR BUILDINGS GROUP Job f K2180744A Job Name Kings Commercial Centex Bldg. 1 Frame Portal FL A Date 9/30/2021 Designer BG\joshua.hunter File F98-O.nfx App Version 1.5.132.0 C O N N E C T I O N S U M M A R Y Knee Connection - C0LO1 Roof Web W" Weld Weld Weld? Top Axeq/Aa treq/(Wl+W2) w3rel W3 - Bottom Plates ----- --tiff. NDiag onal etiffe nexial q/W7 Weld Axe q/A W4req/W4 stiff. No. Theta Axial Slope Marl Ratio Wl W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degxees Ratio 0.00:12 W164 0.95 EWS3 EWS3 1.00 0.00 0.93 FNS3 0.72 0.72 0 I width thick Fy I height depth length I III width_th_ic_k length Fy II _______________________________________________________________________________________________I __________________________________ ToPlate I 6.0 0.3750 .0 14.00 I Stiffener Wep 0.1644 55.0I14.00 Bot Plate 1 3.0 0.2500 500 1 14.00 1 1 1 Knee Connection - COL02 Web ----------------? Top Plate---------------1--? ----- Bottom Plates -------?Boriz./Diagonal Stiffener --?Roof Web WrV Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4:eq/W9 stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio -__---Re tj ----_ W4 Ratio Ratio ---- Matl- Stiff. Degrees Ratio _________________________________________________________ _________ _________________________ 0.00:12 W164 0.95 FWS3 FWS3 1.00 0.00 0.913 FWS3 0.72 0.72 0 ___________________________________________________________________________________________________________________________________ I width thick Fy I height depth length I I width thick length Fy I ________________________________________________ ______'_________________________________________________________________ Top Plate I 6.0 0.3750 55.0 1 14.00 I Stiffen, I I Web I 0.1644 55.0 118.00 14.00 I I Bot Plate 1 --- ------ 50.0 -----------------14_oO-I--------_--I____________________---------1- _________________________________________________________________ Splice Load Combinations: No. AS Cases 1 1.00 1.00SW+I.00RDL+I.00COL 2 1.00 1.00SW+I.00RDL+I.00COL+I.00SL 3 1.00 1.00SW+I.00RDL+I.00COL+I.00RLL 4 1.00 1.00SW+I.00RDL+I.00COL+O.60Wll 5 1.00 1.00SW+I.00RDL+I.00COL+0.60W2L 6 1.00 1.00SW+I.00RDL+I.00COL+O.6DWI R 7 1.00 1.00SW+I.00RDL+I.00COL+0.60W2R 8 1.00 0.60SW+O.60RDL+O.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 1.00SW+I.00RDL+I.00COL+0.75SL+0.45W1L 13 1.00 1.00SW+I.00RDL+I.00COL+0.75SL+0.45W2L 14 1.00 1.00SW+I.00RDL+I.00COL+0.755L+0.45W1R 15 1.00 1.00SW+I.00RDL+I.00COL+0.75S L+0. 45W2R 16 1.00 1.00SW+I.00RDL+I.0000L+0.75RLL+0.45W1L 17 1.00 1.00SW+I.00RDL+I.0000L+0.75RLL+0.45W2L 18 1.00 1.00SW+I.00RDL+I.00COL+0.75RLL+0.45W1R 19 1.00 1.00SW+I.00RDL+I.00COL+0.75RLL+0.45W2R 20 1.00 1.00SW+I.00RDL+I.0000L+0.60W5B 21 1.00 1.00SW+1.00RDL+I.00COL+O.60W6B 22 1.00 1.00SW+I.00RDL+I.000OL+0.60WSF 23 1.00 1.00SW+I.00RDL+I.00COL+0.60W6F 24 1.00 O.60SW+0.60RDL+0.60W5B 25 1.00 0.60SW+0.60RDL+O.60W6B 26 1.00 0.60SW+0.60RDL+D.6DW5F 27 1.00 O.60SW+0.60RDL+O.60W6F 28 1.00 1.00SW+I.00RDL+I.000OL+0.75SL+0.45W5B 29 1.00 1.0 0 SW+1.00RDL+I.000OL+0.75SL+0.45W6B 30 1.00 1.00SW+I.00RDL+I.00COL+0.75S L+0.45W5F 31 1.00 1.00SW+I.00RDL+I.00COL+0.75SL+0.45W6F 32 1.00 1.00SW+I.00RDL+I.000OL+0.75RLL+0.45WSB 33 1.00 1.00SW+I.00RDL+I.000OL+0.75RLL+0.45W6B 34 1.00 1.00SW+I.00RDL+I.000OL+0.75RLL+0.45W5F 35 1.00 1.0 0 SW+I.00RDL+I.00COL+0.75RLL+0. 45W6F 36 1.00 1.O1SW+1.OIROL+I.OICOL+0.70EQL 37 1.00 1.O1SW+S.OIRDL+I.OICOL+0.70EQR 38 1.00 1.00BSW+1.008RUL+1.008C0L+0.525EQL 39 1.00 1.008SW+1.008RDL+I.00BC0L+0.525EQR 40 1.00 0.589SW+0.589RDL+0.70EQL 41 1.00 0.589SW+0.589RDL+0.70EQR NUCOR BUILDINGS GROUP Job # : K2180744A Job Name : Kings Commercial Center Bldg. 1 Frame : Portal FL A File : F98-O.nfr Designer : BG\joshua.hunter App Version :1.5.132.0 Date : 9/30/2021 BOLTED END -PLATES (BEP) SUMMARY Bolt Pre Tension Method: SnugTight PLATE SIZE: (in) Splice Left Right Members Web Left Plate Right Plate ID Type Type Joined Loc Depth Width Thick Length Fy(ksi) Width Thick Length Fy(ksi) 1 4E 4E COL01 To RAF01 Top 18.00 6.00 0.38 23.62 55.0 6.00 0.38 23.62 55.0 1 4E 4E COL01 To RAF01 Bot 18.00 6.00 0.38 23.62 55.0 6.00 0.38 23.62 55.0 2 4E 4E RAF01 To COL02 Top 18.00 6.00 0.38 23.62 55.0 6.00 0.38 23.62 55.0 2 4E 4E RAF01 To COL02 Bot 18.00 6.00 0.38 23.62 55.0 6.00 0.38 23.62 55.0 PLATE DESIGN Max Moment Max Shear Left Right Splice Left Right Tension Load Axial Shear Moment Load Axial Shear Moment Plate Plate ID Type Type Location Comb (kip) I(kip) (ft-kip) Comb (kip) (kip) (ft-kip) Ratio Ratio 1 4E 4E Top 22 -3.55 5.15 -53.08 24 -3.54 -4.73 52.53 0.91 0.90 1 4E 4E Bot 20 -3.55 -4.64 52.55 22 -3.55 5.15 -53.08 0.92 0.89 2 4E 4E Top 20 -3.55 -5.15 -53.05 26 -3.54 4.72 52.46 0.90 0.91 2 4E 4E Bot 22 -3.55 4.65 52.59 20 -3.55 -5.15 -53.05 0.89 0.92 BOLT RUPTURE DESIGN Left Right Splice Left Right Bolt Pre- Load Axial Moment Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) (ft-kip) Ratio Ratio 1 4E 4E Top A325 No 0.63 3.5.0 -- 1.19 1.31 2.88 -- 1.13 22 -3.55 -53.08 0.76 0.76 1 4E 4E Bot A325 No 0.63 3.50 -= 1.19 1.44 2.88 -- 1.13 20 -3.55 52.55 0.75 0.59 2 4E 4E Top A325 No 0.63 3.50 -- 1.19 1.31 2.88 -- 1.13 20 =3.55 -53.05 0.76 0.76 2 4E 4E Bot A325 No 0.63 3.50 -- 1.19 1.31 2.88 -- 1.13 22 -3.55 52.59. 0.59 0.75 COMBINED BOLT BEARING SHEAR DESIGN Left Right Splice Left Right Bolt Pre- Load Shear Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) Ratio Ratio 1 4E 4E Top A325 No 0.63 3.50 -- 1.19 1.31 2.88 -- 1.13 24 -4.73 0.14 0.14 1 4E 4E Bot A325 No 0.63 3.50 -- 1.19 1.44 2.88 -- 1.13 22 5.15 0.16 0.16 2 4E 4E Top A325 No 0.63 3.50 -- 1.19 1.31 2.88 -- 1.13 26 4.72 0.14 0.14 2 4E 4E Bot A325 No 0.63 3.50 -- 1.19 1.31 2.88 -- 1.13 20 -5.15 0.16 0.16 "M n nccir--ku Left Right Splice Loc Welds Checks Welds Checks ID Fig Web Stf Load Tensile Load Shear Fig Web Stf Load Tensile Load Shear Comb Rupture Comb Rupture Comb Rupture Comb Rupture 1 Top FWD3 WP13 22 0.50 24 0.15 FWD3 WP13 22 0.52 24 0.19 1 Bot FWD3 WP13 20 0.53 22 0.17 FWD3 WP13 20 0.51 22 0.20 2 Top FWD3 WP13 20 0.52 26 0.19 FWD3 WP13 20 0.50 26 0.15 2 Bot FWD3 WP13 22 0.51 20 0.20 FWD3 WP13 22 0.53 20 0.17 BASEPLATE AND ANCHOR ROD DESIGN RESULTS BASEPLATE AND ANCHOR ROD INFORMATION: (in) Column Column Column Base Plate Anchor Rods ID _ Type Pattern Depth Width Thickness Length Fy(ksi) Oty Dia. Grade Pfi Pb Gage COL01 WF/BU Left 14.625 6 0.375 14.6250 55 4 0.75 Grade36 3.5 3 3 COL02 WF/BU Riqht 14.625 6 0.375 14.6250 55 4 0.75 Grade36 3.5 3 3 • BASEPLATE DESIGN CHECKS Canerete Rearinn (CmmnrPeelen) Raen Plato VielAinn /Tnneinn\ Column Load Axial Shear Bracing Design Load Axial Shear Bracing Design ID Comb (kip) (kip) Shear (kip) Ratio Comb (kip) (kip) Shear (kip) Ratio COL01 22 -5.46 -3.57 0.00 I 0.06 24 4.54 3.66 0.00 0.69 COL02 20 -5.46 3.57 0.00 0.06 26 4.54 -3.65 0.00 0.69 ANCHOR ROD SHEAR AND TENSION DESIGN CHECKS Desian Combined Tension -Shear Design Combined Shear -Tension Design Anchor Rod Tension Design Anchor Rod Shear Column Load Axial Shear Bracing Rod Load Axial Shear Bracing Rod Load Axial Shear Bracing Rod Load Axial Shear Bracing Rod ID Comb (kip) (kips) Shear(kip) Ratio Comb (kip) (kip) Shear(kip) Ratio Comb (kip) (kip) Shear(kip) Ratio Comb (kip) (kip) Shear(kip) Ratio COL01 24 4.54 3.66 0.00 0.12 24 4.54 3.66 1 0.00 0.16 24 4.54 3.66 0.00 0.12 24 4.54 3.66 0.00 0.16 COL02 26 4.54 -3.65 0.00 0.12 22 4.34 -3.65 0.00 0.16 26 4.54 -3.65 0.00 0.12 26 4.54 -3.65 0.00 0.16 BASEPLATE LEFT FLANGE WELD DESIGN CHECKS Left Flange Weld (Pipe Weld) Web Weld Right Flange Weld Column Weld Load Axial Shear Bracing Weld Weld Load Axial Shear Bracing Weld Weld Load Axial Shear Bracing Weld ID Size Comb (kip) (kip) Shear (kip) Ratio Size I Comb (kip) (kip) Shear (kip) Ratio Size Comb (kip) (kip) Shear(kip) Ratio COL01 FWS3 24 4.54 3.66 0.00 0.05 FWR3 24 4.54 3.66 0.00 0.13 FWS3 24 4.54 3.66 0.00 0.05 COL02 FWS3 26 4.54 -3.65 0.00 0.05 FWR3 26 4.54 -3.6S 0.00 0.13 FWS3 26 4.54 -3.65 0.00 0.05 LOAD COMBINATIONS: No ASR Combination 1 1.00 1.00SW+ 1.00RDL+1.000OL 2 1.00 1.00SW+1.00RDL+I.000OL+1.00SL 3 1.00 1.00SW+1.00RDL+1.000OL+1.00RLL 4 1.00 1.00SW+1.00RDL+1.000OL+0.6OW1 L 5 1.00 1.00SW+ 1.00RDL+1.000OL+0.6OW2L 6 1.00 1.00SW+ 1.00RD L+1.000OL+0.6OW 1 R 7 1.00 1.00SW+ 1.00RDL+1.000OL+0.6OW2R 8 1.00 0.60SW+0.60RDL+0.6OW1 L 9 1.00 0.60SW+0.60RDL+0.6OW2L 10 1.00 0.60SW+0.60RDL+0.6OW1R 11 1.00 0.60SW+0.60RDL+0.6OW2R 12 1.00 1.00SW+1.00RDL+1.000OL+0.75SL+0.45 1 L 13 1.00 1.00SW+ 1.00 RD L+ 1.000O L+0.75 S L+0.45 W 2 L 14 1.00 1.00SW+ 1.00RDL+1.000OL+0.75S L+0.45W 1 R 15 1.00 1.00S W+ 1.00 RD L+ 1.000O L+0.75 S L+0.45 W 211 10 I.VV I.VVJVVt I.VVRIJLt I.VVI.VLt V./7RLLt V.47I VV IL 17 1.00 1.00SW+ 1.00RDL+ 1.000OL+0.75RLL+0.45W2L 18 1.00 1.00SW+I.00RDL+I.000OL+0.75RLL+0.45W1 R 19 1.00 1.00SW+ 1.00RDL+I.000OL+0.75RLL+0.45W2R 20 1.00 1.00SW+ 1.00RDL+ 1.000O L+ 0.60 W 5 B 21 1.00 1.00SW+ 1.00RDL+ 1.000OL+0.6OW6B 22 1.00 1.00SW+ 1.00RD L+ 1.000O L+0.60W 5 F 23 1.00 1.00SW+I.00RDL+1.000OL+0.6OW6F 24 1.00 0.60SW+0.60RDL+0.6OW5B 25 1.00 0.60SW+0.60RDL+0.6OW6B 26 1.00 0.60SW+0.60RDL+0.6OW5F 27 1.00 0.60SW+0.60RDL+0.6OW6F *Indicates a Special Seismic Load Combination A-11 • LOAD COMBINATIONS: No ASR Combination 28 1.00 1.00S W + 1.00 R D L+ 1.0000 L+0.755 L+ 0.45 W 5 B 29 1.00 1.00S W+ 1.00 R D L+ 1.00CO L+ 0.75 S L+0.45 W 6 B 30 1.00 1.00S W+ 1.00 R D L+ 1.00CO L+0.75 S L+0.45 W 5 F 31 1.00 1.00SW+1.00RDL+1.0000L+0.75SL+0.45W6F 32 1.00 1.00SW+I.00RDL+1.0000L+0.75RLL+0.45W5B 33 1.00 1.00SW+ 1.00RDL+1.000OL+0.75 RLL+0.45W6B 34 1.00 1.00SW+I.00RDL+1.000OL+0.75RLL+0.45W5F 35 1.00 1.00S W+ 1.00 R D L+ 1.00CO L+0.75 RLL+ 0.45 W 6 F 36 1.00 1.01SW+1.01 RDL+1.01COL+0.70EQL 37 1.00 1.01 SW+1.01 RDL+1.01 COL+0.70EQR 38 1.00 1.0085 W+ 1.008 R D L+ 1.008CO L+0.5 2 5 EQ L 39 1.00 1.0085 W+ 1.008RD L+ 1.008CO L+0.525 EQR 40 1.00 0.589SW+0.589RDL+0.70EQL 41 1.00 0.589SW+0.589RDL+0.70EQR *Indicates a Special Seismic Load Combination A-12 NUCOR BUILDINGS GROUP Job # : K2180744A Job Name : Kings Commercial Center Bldg. 1 Frame - File : F98-O.nfr Designer : BG\joshua.hunter App Version :1.5.132.0 Date 1 :9/30/2021 DESIGN SUMMARY - REACTIONS BY LOAD CASE REPORT 2 3 24'-0" 24'-0" 12 0� I 4 4 ao "co y Z COL01 c COL02 MX Mz X Y Z Mx Mz X Y Z Mx Mz Member (kips) (kips) (kips) (kip-ft) (kip-ft) Member (kips) (kips) (kips) (kip-ft) (kip-ft) 1---------------------------------------- ------------------------------------------------------------------------------- LOAD CASE 1 -DEAD ---------------------------------------------------------------------- I LOAD CASE 2 - COLLATERAL COL01 1 1 0 0 0 1 COL01 0 0 0 0 0 COL02 -1 1 0 0 0 1 COL02 0 0 0 0 0 LOAD CASE 3 - ROOF LIVE I LOAD CASE 4 - SNOW COL01 0 0 0 0 0 COL01 0 0 0 0 0 COL02 0 0 0 0 0 COL02 0 0 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 5 - WIND CASE 1 TO RIGHT i I LOAD CASE 6 - WIND CASE 1 TO LEFT COL01 0 0 0 0 0 COL01 0 0 0 0 0 COL02 0 0 0 0 0 COL02 0 0 0 0 0 --------------------------------------------------------------------------------------------- LOAD CASE 7 -WIND CASE 2 TO RIGHT ------------------------------------------------------------------------------------------------- LOAD CASE 8 - WIND CASE 2 TO LEFT COL01 0 0 0 0 0 COL01 0 0 0 0 0 COL02 0 0 0 0 1 0 COL02 0 0 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 9 - LONG. WIND 1 TO BACK LOAD CASE 10 - LONG. WIND 1 TO FRONT COL01 -7 -9 0 0 0 COL01 7 9 0 0 0 COL02 -7 9 0 0 0 COL02 7 -9 0 0 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - LOAD CASE 11 - LONG. WIND 2 TO BACK - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - LOAD CASE 12 - LONG. WIND 2 TO FRONT - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - COL01 -7 -9 0 0 0 COL01 7 9 0 0 0 COL02 -7 9 0 0 0 COL02 7 -9 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 13 - SEISMIC TO RIGHT I LOAD CASE 14 - SEISMIC TO LEFT COL01 0 0 0 0 0 1 COL01 0 0 0 0 0 COL02 0 0 0 0 0 1 COL02 0 0 0 0 0 A-13 NUCOR BUILDINGS GROUP Job I K2180744A Job Name Kings Commercial Center Bldg. 1 Frame Portal FY E Date 9/30/2021 Designer BG\joshua.hunter File F99-O.nfr App Version 1.5.132.0 _________________________________________ F R A M E D E S C R I P T I O N _________________________________________ Frame type RCS Frame width 29.38 Ft. Bay width 0.00 Ft. LEFT RIGHT Dim to ridge 29.38 Ft. 0.00 Ft. Roof slope 0.00/12 0.00/12 Eave height 18.00 Ft. 18.00 Ft. Girt offset 0.00 In. 0.00 In. Typ. Girt spacing 6.00 Ft. PurliA offset 15.50 In. 15.50 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 29.3750 Supports / Spring constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace Flange Brace Location (ft): WP2 Girt Brace Flange Brace Location (ft): Other Braces: Column Left Brace Right Brace Location (ft): ----- ____________________________________ L O A D I N G C O N D I T I O N S Building Code a Year IBC2018 Risk Category II -Standard Buildings RISC specification 2016 ASD L O A D S (Psf) Roof Dead load 3.00 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 21.00 Floor dead load : 0.00 Floor live load 0.00 Ground Snow load: 31.00 Ce - '.Do Se - 0.069 sl 0.028 Seismic Design category A site Class = D R 3.00 Cd - 3.00 Sds . 0. 074 Shc - 0.045 rho 1.00 omega - 2.500 Is Building Irregular - False Roof Seismic Factor 0.010 PSF Floor Seismic Factor 0.010 PS Wild speed 160.00 Mph Exp. : C Wind pressure 49.14 Psf Building is Enclosed Wind pressure coefficients Is End Bay? False Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -Oil 10 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0. 550 0.000 -0.970 W2L -0. 470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 WSF -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6H -0.670 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.670 Tributary Widths Panel Trib. Width (ft) WP1 0.00 WP2 0.00 RP1 0.00 P R O G R A M- A P P L I E D L O A D S ----------------------------------------- Panel Loads -------------------------------- _________ Load on Start End Start End Case Panel Load Load Loc Loc Klf Elf Ft. Ft. RDL RP1 0.000 0.000 0.000 29.375 COL RP1 0.000 0.000 0.000 29 .775 SL RP1 0.000 0.000 0.000 29.375 RLL RP1 0.000 0.000 0.000 29.375 W1R WP1 0.000 0.000 0.000 19.000 W1R W22 0.000 0.000 0.000 18.001 W1L WPl 0.000 0.000 0.000 18.000 W1L WP2 0.000 0.000 0.000 18.000 W2A WP1 0.000 0.000 0.000 18.000 W2R WP2 0.000 0.000 0.000 18.000 W2L WP1 0.000 0.000 0.000 18.000 W2L WP2 0.000 0.000 0.000 18.000 W5B WP1 0.000 0.000 0.000 18.000 WSB WP2 0.000 0.000 0.000 18.000 WSF WP1 0.000 0.000 0.000 18.000 W5F WP2 0.000 0.000 0.000 18.000 W6B WP1 0.000 0.000 0.000 18.000 W6H WP2 0.000 0.000 0.000 18.000 W6F WP1 0.000 0.000 0.000 18.000 A-14 v WGF W22 0.000 0.000 0.000 18.000 EQR BPI 0.000 0.000 0.000 29.375 EQL RP1 0.000 0.000 0.000 29.375 ___________________________________ U S E R- A P P L I E D L 0 A D 5 Shear loads that axe applied perpendicular to the web have been considered in the baseplate design only. The 10,ations listed below for each longitudinal bracing load apply only to the column axial load (tension on base of column and compression when at top of column). Load On Hot. Vert. Petp Shear Moment Icc Special Case Mem Kips Kips Kips K-Ft. It. Load 1 Description WSB COLO1 12.000 0.000 0.000 0.000 16.000 C-1 Longitudinal W5F COL02-12.000 0.000 0.000 0.000 16.000 C-3 Longitudinal W6B COLO1 12.000 0.000 0.000 0.000 16.000 C-2 Longitudinal W6F COL02-12.000 0.000 0.000 0.000 16.000 IC-4 Longitudinal LOAD COMBINATIONS ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL♦SL+NLL 4) 1.00 SW+RDL+COL+SL+NLR 5) 1.00 SW+RDL+COL+RLL+NLL 6) 1.00 SW+RDL+COL+ALL+NLR 1) 1.00 SW+RDL+COL+0.60W1L+NLL 8) 1.00 SW+RDL+COL+0.60W1L+NLR 9) 1.00 SW+RDL+COL+O. 60N L+NLL 10) 1.00 SW+RDL+COL+0.60W2L+NLR 11) 1.00 SW+RDL+COL+0.60W1R+NLL 12) 1.00 SW+RDL+C OL+0.60WI +NLR 13) 1.00 SW+RDL+C OL+0.60W2R+NLL 14) 1.00 SW+RDL+COL+O.60W2R+NLR 15) 1.00 0.605W+0.60RDL+0.60W1L+NLL 16) 1.00 0.605W+0.60RDL+0.60w1L+NLR 17) 1.00 0.60SW+0.60RDL+0.60W2L+NLL 18) 1.00 0.605W+0. 60RDL+0.60W2L+NLR 19) 1.00 0.60SW+0.60RDL+0.60W1R+NLL 20) 1.00 0.605-0.60RDL+0.60WIR+NIB 21) 1.00 0.60SW+0.60RDL+0.60W2R+NLL 22) 1.00 0.60SW+0.60RDL+0.60W2A+NLR 23) 1.00 SW+RDL+COL+0.75S L+0.45W1L+NLL 24) 1.00 SW+RDL+COL+0.755L+0.45W1L+NLR 25) 1.00 SW+RDL+C OL+0.755L+0.45W2L+NLL 26) 1.00 SW+RDL+COL+0.753L+0.45W2L+NIB 27) 1.00 SW+RDL+COL+0.75SL+0.45W1R+NLL 28) 1.00 SW+RDL+COL+0.75SL+0.45W1R+NLR 29) 1.00 SW+RDL+COL+0.75SL+0.45W2R+NLL 30) 1.00 SW+RDL+C OL+0.755L+0.45W2R+NLR 31) 1.00 SW+RDL+COL+0.75RLL+0.45W1L+NLL 32) 1.00 SW+RDL+COL+0.75RLL+0. 45W1L+NLR 33) 1.00 SW+RDL+COL+0.75RLL+0.45W2 L+NLL 34) 1.00 SW+RDL+COL+0.75RLL+0.45W2 L+NLR 35) 1.00 SW+RDL+COL+0.75RLL+0.45W1R+NLL 36) 1.00 SW+RDL+COL+0.75RLL+0.45WIR+NLA 37) 1.00 SW+RDL+COL+0.75RLL+0.45W2A+NLL 38) 1.00 SW+RDL+COL+0.75ALL+0. 45W2A+NLR 39) 1.00 SW+RDL+COL+O.60W5B 40) 1.00 SW+RDL+COL+O.60W6B 41) 1.00 SW+RDL+COL+0. 60-SF 42) 1.00 SW+RDL+COL+O. 60W6F 43) 1.00 0.60SW+0.60RDL+0.60W5B 44) 1.00 O.60SW+O.60RDL+0.60W6B 45) 1.00 0.60SW+0.60RDL+0.60W5F 46) 1.00 0.60SW+0.60RDL+0.60W6F 47) 1.00 SW+RDL+COL+0. 75SL♦0.45WSB 48) 1.00 SW+RDL+COL+0.75SL+0.45W6B 49) 1.00 SW+RDL+COL+0.75SL+0.45W5F 50) 1.00 SW+RDL+COL+0.75SL+0.45W6F 51) 1.00 SW+RDL+COL+0.75RLL+0.45WSB 52) 1.00 SW+RDL+COL+0.75RLL+0.45W6B 53) 1.00 SW+RDL+COL+0.75RLL+0.45W5F 54) 1.00 SW+RDL+COL+0.75RLL+0.45W6F 55) 1.00 1.OISW+I. 0IRDL+I.OICOL+0.70EQL+NLL 56) 1.00 1.O1SW+1.0IRDL+I.0ICOL+0.70EQL+NLR 57) 1.00 1.O1SW+I.OIRDL+I.0 ICOL+0.70EQR+NLL 58) 1.00 1.O15W+1.OIRDL+I.OICOL+0.70EQR+NLR 59) 1.00 1.O15W+1.0IRDL+I.OICOL+0.53EQL+NLL 60) 1.00 1.O1SW+1.OIRDL+I.OlCOL+0.53EQL+NLA 61) 1.00 1.O15W+1.0IRDL+I.OICOL+0. 53EQA+NLL 62) 1.00 1.O15W+1.0IRDL+I.OlCOL+0.53EQR+NLR 63) 1.00 0.595W+0.59RDL+0.70EQL+NLL 64) 1.00 0.599W+0.59 RDL+0.70EQL+NLA 65) 1.00 0.59SW+0.59 RDL+0.70EQR+NLL 66) 1.00 0.595W+ 0.59RDL+0.70EQR+NLR A-15 Job : K2180744A Kings Commercial Center Bldg. 1 NUCOR BUILDINGS GROUP Date: 10-05-21 Page: 1 Frame: Portal FL E BY : BG\joshua.hunter File: F99- "' DESIGN SUMMARY REPORT ____________________________________________________________________________________________________________________________________ Built Up Rafter - RAFO1 T/L B/R T/L B/R Max _____________ SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Me t'1 Mat.1 Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R -------------------- __----------------------------------------------------------------------------------------- ________ _________---- 1 F8.25 F8.25 W135 39 1 -3.6 0.12 52.7 0.85 0.45 0.91 41 1 4.26 0.20 0.20 0.20 2 F8.25 F8.25 W135 39 8 -3.6 0.12 -49.6 0.42 0.80 0.86 39 9 -4.25 0.20 0.19 0.19 Chkpt 1 4 5 9 Depth 18.50 18.50 18.50 Section1 1 1 2 1 _________i______________Y ____________________________________________________________________________________________ width thick F I width thick FyI I ------------------------------------------------------------------------------------------------------------------------------------ T/L Fig I 8.0 0.2500 55.00 1 8.0 0.2500 55.00 Web I 0.1345 55.00 I 0.1345 55.00 B/R Flg I 8.0 0.2500 55. 00 I 8.0 0.2500 55.00 ______________________________________________------------------ ---------------------------------------------------------------- Built Up Column - COLO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mt'1 Ma t'1 Mat Comb Lee Kips Ratio Ft -kip Ratio Ratio Check Comb Lee Kips Ratio T/L B/R ____________________________________________________________________________________________________________________________________ 1 F6.31 F6.31 W135 41 15 -4.3 0.10 -53.8 10.61 0.87 0.92 43 30 3.65 0.17 0.22 0.22 Chkpt 10 15 Depth 14.62 14.62 Section I 1 I I width thick Fy I ____________________________________________________________________________________________________________________________________ T/L Fly I 6.0 0.3125 55.00 Web I 0.1345 55.00 I B/R Fig I 6.0 0.3125 55.00 1 Built Up Column - CO102 I T/L B/A T%l B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Ma t'1 Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Lee Kips Ratio T/L B/R ______________________________________________________________________________________________ 1 F6.71 F6.31 W135 79 21 -4.7 0.10 53.7 10.87 0.61 0.91 45 16 -3.64 0.17 0.22 0.22 Chkpt 16 21 Depth 14.62 14.62 Section I 1 I I width thick Fy I ------------------- _________________________________________________________________________________________________________________ T/L F19 1 6.0 0.3125 55.00 I Web I 0.1345 55.00 I B/R Flg 1 6.0 0.3125 55.00 I ------------------- ____________________________________________________------------------------------------------------------------- Frame Weight (lbs) = 1150 Deflections (in): 30 yr Wind dx 1.39 H/ 128 LONG. WIND 1 TO BACK Maximum dx 1.79 = H/ 98 1W+RDL+COL+0.60W1H1 Maximum dy - -0.11 - L/ 3021 8 MOD 1, SW+RDL+COL+0.60W5F WIMP NUCOR BUILDINGS GROUP Job 4 K2180744A Job Name Kings Commercial Center Bldg. 1 Frame Portal FL E Date 9/30/2021 Designer BG\joshua.hunter File F99-O.nfr App Version 1.5.132.0 ____________________________________ C O N N E C T I O N S U M M A R Y ------------------------------------ Knee Connection - COLO1 Web ________________7 Top Plate --------------- Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) Ware Slope Matl Ratio WI W2 W3 Ratio Ratio Rat ---------- ________________________________________________________ 0.00:12 W164 0.98 FW93 FWS3 0.89 0.00 0. --------------- ___________________________________________________ I width thick Fy I height depth length I Top Plate I 6.0 0.3750 55.0 I 14.00 1 Stiffener Web I 0.1644 55.0 118.00 14.00 1 Hot Plate 1 3.0 0.2500 50.0 1 14.00 Knee Connection - C0L02 Web ________________ 7 Top Plate _______________ i_ Roof Web fv/Fv Weld Weld weld Areq/A zeq/(wl+W2) W3 req/ Slope Marl Ratio W1 W2 W3 Ratio Ratio Ratio _____ ______________________________________________________________ 0.00:12 W164 0.97 EWS3 FW53 0.89 0.00 0.94 I _width thick Fy I height depth length I ----------- ------------------------------------------------------- Top Plate 1 6.0 0.3750 55.0 I 14.00 I Stiffene Web 0.1644 55.0 118.00 14.00 I Bot Plate 1 3.0 0.2500 50.0 1 14.00 1 Splice Load Combinations: Nc. ASR Cases 1 1.00 1.00SW+I.00RDL+I.00COL 2 1.00 1.00SW+I.00RDL+l.00COL+I.00IL 3 1.00 1.00SW+I.00RDL+l.000OL+I.HALL 4 100 1.00SW+I.00RDL+I.000OL+O.60W1L 5 1..00 1.00sw+I.00RDL+I.000OL+0.60W2L 6 1.00 1.00SW+I.00RDL+I.00COL+0.60W1R 7 1.00 1.00SW+I.00RDL+I.000OL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 O.6DSW+O.60RDL+0.60W2L 10 1.00 0.605W+0.60ADL+0.60W1R 11 1.00 0.60SW+O.60RDL+0.60W2R 12 1.00 1.00SW+I.0 ORDL+IOOCOL+0.75SL+0.45W1L 13 1.00 1.00SW+l .0ORDL+I..0000L+0.755L+0.45W2L 14 1.00 1.00SW+I.00RDL+I.00COL+0.75SL+0.45W1R 15 1.00 1.00SW+I.00RDL+I.00COL+0.75S L+0.45W2A 16 1.00 1.00SW+I.00RDL+I.0000L+0.75RLL+0.45WIL 17 1.00 1.00SW+I.00RDL+I.0000L+0.75RLL+0.45W2L 18 1.00 1.00SW+I.00RDL+I.0000L+0.75RLL+0.45WIR 19 1.00 I.00SW+I.00RUL+I.0000L+0.75RLL+0.45W2A 20 1.00 1.00SW+I.00RDL+I.0000L+0.60W5B 21 1.00 1.00SW+I.00RDL+I.0000L+0.60W6B 22 1.00 I.00SW+I.00RDL+I.0000L+O.60WSF 23 1.00 1.00SW+I.00RDL+I.0000L+0.60W6F 24 1.00 0.605W+O.60RDL+0.60WSB 25 1.00 0.60SW+0.60ADL+0.60W6B 26 1.00 0.60SW+0.60RDL+0.60W5F 27 1.00 0.60SW+0.60RDL+0.60W6F 28 1.00 1.0OSW+I.00RDL+I.0000L+0.75SL+0.45WSB 29 1.00 1.00SW+I.00RDL+I.00COL+0.75S L+0.45W6B 30 1.00 1.00SW+I.00RDL+I.00COL+0.75SL+0.45W5F 31 1.00 1.00SW+I.00RDL+I.00COL+0.75S L+0.45W6F 32 1.00 1.00SW+I.00RDL+I.00COL+0.75RLL+0.45W5B 33 1.00 1.00SW+I.00RDL+I.000OL+0.75RLL+0.45W6B 34 1.00 1.00SW+I.00RDL+I.00COL+0.75RLL+0.45W5F 35 1.00 1.00SW+I.00RDL+I. OOCOL+0.75RLL+0.45W6F 36 1.00 1.O15W+1.OIRDL+I.OICOL+0.70EQL 37 1.00 1.019W+I.OIRDL+I.OICOL+0.70EQR 38 1.00 1.008SW+1.008RDL+I.00BC0L+0. 525EQL 39 1.00 1.008SW+I.00SRDL+1.008COL+0.525EQR 40 1.00 0.589SW+0.589RDL+0.70EQL 41 1.00 0.589SW+0.589 RDL+0.70EQR -7 ----- Bottom Plates -------7Horiz./Diagonal Stiffener--? 43 weld Areq/A W4 W4req/stiff. No. Theta Axial W4 Ratio Ratio Marl Stiff. Degrees Ratio _________________________________________________________________ FW93 0.14 0.74 0 width thick length Fy __________________________ __________________________ -7 ----- Bottom Plates -------7Horiz./Diagonal Stiffener--7 W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial W4 Ratio Ratio Matt Stiff. Degrees Ratio -------- _------ _---------------------------------------------- ___ FW53 0.74 0.74 0 widtb thick length Fy __________________________ __________________________ A-17 NUCOR BUILDINGS GROUP Job # : K2180744A Job Name : Kings Commercial Center Bldg. 1 Frame : Portal FL E - File : F99-O.nfr Designer : BG\joshua.hunter App Version :1.5.132.0 Date :9/30/2021 BOLTED END -PLATES (BEP) SUMMARY Bolt Pre Tension Method: SnugTight PLATE SIZE: (in) Splice Left Right Members Web Left Plate Right Plate ID Type Type Joined Loc Depth Width Thick Length Fy(ksi) Width Thick Length Fy(ksi) 1 4E 4E COL01 To RAF01 Top 18.00 6.00 0.38 23.62 55.0 8.00 0.38 23.62 55.0 1 4E 4E COL01 To RAF01 Bot 18.00 6.00 0.38 23.62 55.0 8.00 0.38 23.62 55.0 2 4E 4E RAF01 To COL02 Top 18.00 8.00 0.38 23.62 55.0 6.00 0.38 23.62 55.0 2 4E 4E RAF01 To COL02 Bot 18.00 8.00 0.38 23.62 55.0 6.00 0.38 23.62 55.0 PLATE DESIGN Max Moment Max Shear Left Right Splice Left Right Tension Load Axial Shear Moment Load Axial Shear Moment Plate Plate ID Type Type Location Comb (kip) l(kip) (ft-kip) Comb (kip) (kip) (ft-kip) Ratio Ratio 1 4E 4E Top 22 -3.58 4.26 -54.04 24 -3.57 -3.79 53.13 0.92 0.76 1 4E 4E Bot 24 -3.57 , -3.79 53.13 22 -3.58 4.26 -54.04 0.93 0.75 2 4E 4E Top 20 -3.58 -4.25 -53.90 26 -3.57 3.78 53.05 0.76 0.92 2 4E 4E Bot 26 -3.57 3.78 53.05 20 -3.58 -4.25 -53.90 0.75 0.93 BOLT RUPTURE DESIGN Left Right Splice Left Right Bolt Pre- Load Axial Moment Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb. (kip) (ft-kip) Ratio Ratio 1 4E 4E Top A325 No 0.63 3.50 -- 1.19 1.31 2.88 -- 1.13 22 -3.58 -54.04 0.77 0.61 1 4E 4E Bot A325 No 0.63 3.50 - 1.19 1.44 2.88 -- 1.13 24 -3.57 53.13 0.76 0.60 2 4E 4E Top A325 No 0.63 3.50 -- 1.19 1.44 2.88 -- 1.13 20 -3.58 -53.90 0.61 0.77 2 4E 4E Bot A325 No 0.63 3.50 -- 1.19 1.44 2.88 -- 1.13 26 -3.57 53.05 0.60 0.76 COMBINED BOLT BEARING SHEAR DESIGN Left Right Splice Left Right Bolt Pre- Load Shear Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) Ratio Ratio 1 4E 4E Top A325 No 0.63 3.56 -- 1.19 1.31 2.88 -- 1.13 24 -3.79 0.11 0.11 1 4E 4E Bot A325 No 0.63 3.50 -- 1.19 1.44 2.88 -- 1.13 22 4.26 0.13 0.13 2 4E 4E Top A325 No 0.63 3.50 -- 1.19 1.44 2.88 -- 1.13 26 3.78 0.11 0.11 2 4E 4E Bot A325 No 0.63 3.50 -- 1.19 1.44 2.88 -- 1.13 20 -4.25 0.13 0.13 WELD DESIGN Left Right Splice Loc Welds Checks Welds Checks ID Fig Web Stf Load Tensile Load Shear Fig Web Stf Load Tensile Load Shear Comb Rupture Comb Rupture Comb Rupture • Comb Rupture 1 Top FWD3 WP13 22 0.51 24 0.12 FWD3 WP13 22 0.42 24 0.15 1 Bot FWD3 WP13 24 0.53 22 0.14 FWD3 WP13 24 0.41 22 0.17 2 Top FWD3 WP13 20 0.41 26 0.15 FWD3 WP13 20 0.51 26 0.12 2 Bot FWD3 WP13 26 0.41 20 0.17 FWD3 WP13 26 0.53 20 0.14 BASEPLATE AND ANCHOR ROD DESIGN RESULTS BASEPLATE AND ANCHOR ROD INFORMATION: (in) Column Column Column Base Plate Anchor Rods ID Type Pattern Depth Width Thickness Length Fy(ksi) Qty Dia. Grade Pfi Pb Gage COL01 WF/BU Left 14.625 6 0.375 14.6250 55 4 0.75 Grade36 3.5 3 3 COL02 WF/BU Right 14.625 6 0.375 14.6250 55 4 0.75 Grade36 3.5 3 3 A-18 BASEPLATE DESIGN CHECKS Concrete Bearing (Compression) Base Plate Yielding (Tension) - Column Load Axial Shear Bracing Design Load Axial Shear Bracing Design ID Comb (kip) (kip) Shear (kip); Ratio Comb (kip) (kip) Shear (kip) Ratio COL01 22 -4.57 -3.60 0.00 1 0.05 24 3.61 3.65 0.00 0.62 COL02 20 -4.56 3.59 0.00 ' 1 0.05 26 3.60 -3.64 0.00 0.62 ANCHOR ROD SHEAR AND TENSION DESIGN CHECKS Desian Combined Tension -Shear Design Combined Shear -Tension Design Anchor Rod Tension Design Anchor Rod Shear Column Load Axial Shear Bracing Rod Load Axial Shear Bracing Rod Load Axial Shear Bracing Rod Load Axial Shear Bracing Rod ID Comb (kip) (kips) Shear(kip) Ratio Comb (kip) (kip) Shear(kip) Ratio Comb (kip) (kip) Shear(kip) Ratio Comb (kip) (kip) Shear(kip) Ratio COL01 24 3.61 3.65 0.00 0.09 24 3.61 3.65 0.00 0.16 24 3.61 3.65 0.00 0.1 24 3.61 3.65 0.00 0.16 COL02 26 3.60 -3.64 0.00 0.09 26 3.60 -3.64 0.00 0.16 26 . 3.60 -3.64 0.00 0.09 26 3.60 -3.64 0.00 0.16 BASEPLATE LEFT FLANGE WELD DESIGN CHECKS Left Flange Weld (Pipe Weld) Web Weld Right Flange Weld Column Weld Load Axial Shear Bracing Weld Weld Load Axial Shear Bracing Weld Weld Load Axial Shear Bracing Weld ID Size Comb (kip) (kip) Shear (kip) Ratio Size I Comb (kip) (kip) Shear (kip) Ratio Size Comb (kip) (kip) Shear(kip) Ratio COL01 FWS3 24 3.61 3.65 0.00 0.04 FWR3I 24 3.61 3.65 0.00 0.11 FWS3 24 3.61 3.65 0.00 0.04 COL02 FWS3 26 3.60 -3.64 0.00 0.04 FWR3 26 3.60 -3.64 0.00 0.11 FWS3 26 3.60 -3.64 0.00 0.04 LOAD COMBINATIONS: No ASR Combination 1 1.00 1.00SW+ 1.00RDL+I.00COL 2 1.00 1.00SW+1.00RDL+1.0000L+1.00SL 3 1.00 1.00SW+ 1.00RDL+1.0000L+ 1.00RLL 4 1.00 1.00SW+1.00RDL+1.0000L+0.60W1 L 5 1.00 1.00SW+ 1.00RDL+1.0000L+0.60W2L 6 1.00 1.00SW+1.00RDL+1.0000L+0.60W1 R 7 1.00 1.00SW+ 1.00RDL+1.0000L+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 1.00SW+1.00RDL+I.00COL+0.75SL+0.45W1 L 13 1.00 1.00SW+ 1.00RDL+ 1.0000L+0.75SL+0ASW2L 14 1.00 1.00SW+1.00RDL+1.0000L+0.75SL+0.45W1 R 15 1.00 1.00SW+ 1.00RDL+1.0000L+0.755 L+0A5W2R 16 1.00 1.00SW+1.00RDL+1.0000L+0.75RLL+0.45W1 L 17 1.00 1.00SW+ 1.00RDL+ 1.0000L+0.75RLL+0.45W2L 18 1.00 1.00SW+1.00RDL+I.00COL+0.75RLL+0.45W1 R 19 1.00 1.00SW+1.00RDL+I.00COL+0.75RLL+0.45W2R 20 1.00 1.00SW+ 1.00RDL+1.0000L+0.60W5B 21 1.00 1.00SW+1.00RDL+1.000OL+0.60W6B 22 1.00 1.00SW+1.00RDL+1.000OL+0.60W5F 23 1.00 1.00SW+1.00RDL+1.0000L+0.60W6F 24 1.00 0.60SW+0.60RDL+0.60W5B 25 1.00 0.60SW+0.60RDL+0.60W6B 26 1.00 0.60SW+0.60RDL+0.60W5F 27 1.00 0.60SW+0.60RDL+0.60W6F *Indicates a Special Seismic Load Combination A-19 LOAD COMBINATIONS: No ASR Combination 28 1.00 1.00SW+1.00RDL+1.000OL+0.75SL+0.45W5B 29 1.00 1.00S W + 1.00 RD L+ 1.000O L+ 0.75 S L+0.45 W 6 B 30 1.00 1.00SW+ 1.00RDL+ 1.000O L+0.75S L+0.45,W5 F 31 1.00 1.00SW+1.00RDL+1.000OL+0.75SL+0.45W6F 32 1.00 1.00SW+ 1.00RDL+I.000OL+0.75 RLL+0.45W5 B 33 1.00 1.00SW+1.00RDL+1.000OL+0.75RLL+0.45W6B 34 1.00 1.00SW+1.00RDL+1.000OL+0.75RLL+0.415W5F 35 1.00 1.00SW+ 1.00RDL+ 1.000OL+0.75RLL+0.4'5W6F 36 1.00 1.01 SW+ 1.01 RDL+1.01 COL+0.70EQL 37 1.00 1.01 SW+ 1.01 RDL+ 1.01 COL+0.70EQR 38 1.00 1.008SW+1.008RDL+ 1.008COL+0.525 EQL 39 1.00 1.008SW+1.008RDL+ 1.008COL+0.525 EQR 40 1.00 0.589SW+0.589RDL+0.70EQL 41 1.00 0.589SW+0.589RDL+0.70EQR *Indicates a Special Seismic Load Combination A-20 NUCOR BUILDINGS GROUP Job # : K2180744A Job Name : Kings Commercial Center Bldg. 1 File : F99-O.nfr Designer : BG�oshua.hunter App Version :1.5.132.0 Date :9/30/2021 DESIGN SUMMARY - REACTIONS BY LOAD CASE REPORT 2 I 3 29'� 1/2" 29'-41/2" 12 O�I I Frame Y Z - COL01 b COL02 Mx Mz )� X Y Z Mx Mz X Y Z Mx Mz Member (kips) (kips) (kips) (kip-ft) (kip-ft) Member (kips) (kips) (kips) (kip-ft) (kip-ft) ------------------------------------------------------------------------------- LOAD CASE 1 - DEAD --------------------------------------------------------------------------------------------------------------- I LOAD CASE 2 - COLLATERAL COL01 1 1 0 0 0 1 COL01 0 0 0 0 0 COL02 -1 1 0 0 0 1 COL02 0 0 0 0 0 ----------------------------------------------------------------------------- LOAD CASE 3 - ROOF LIVE ----------------------------------------------------------------------------------------------------------------- I LOAD CASE 4 - SNOW COL01 0 0 0 0 0 1 COL01 0 0 0 0 0 COL02 0 0 0 0 0 1 COL02 0 0 0 0 0 ---------------------------------------------------------------------------- LOAD CASE 5 - WIND CASE 1 TO RIGHT ----------------------------------------------------------------------------------------------------------------- I I LOAD CASE 6 - WIND CASE 1 TO LEFT COL01 0 0 0 0 0 COL01 0 0 0 0 0 COL02 0 0 0 0 0 COL02 0 0 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 7 - WIND CASE 2 TO RIGHT LOAD CASE 8 - WIND CASE 2 TO LEFT COL01 0 0 0 0 0 COL01 0 0 0 0 0 COL02 0 0 0 0 0 COL02 0 0 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 9 - LONG. WIND 1 TO BACK LOAD CASE 10 - LONG. WIND 1 TO FRONT COL01 -7 -7 0 0 0 COL01 7 7 0 0 0 COL02 -7 7 0 0 0 COL02 7 -7 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 11 - LONG. WIND 2 TO BACK LOAD CASE 12 - LONG. WIND 2 TO FRONT COL01 -7 -7 0 0 0 COL01 7 7 0 0 0 COL02 -7 7 0 0 0 COL02 7 -7 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 13 - SEISMIC TO RIGHT I LOAD CASE 14 - SEISMIC TO LEFT COL01 0 0 0 0 0 1 COL01 0 0 0 0 0 COL02 0 0 0 0 0 1 COL02 0 0 0 0 0 RIMI ulcInIq •'. ' BUILDING,' GROUP .. - ..•. - lul SarWn Loadln Mlsc Settings Maximum UnityChecks . •wvew�wn,.w�oveum. . Daad (ps(J: 3.0 0.00f Pinel Typa:. Classic w/ Insulation 26 Ga.(80ksl) ' M d;ar/Clip Str go9 .0.19 ' -.•LIW/Snow .Col (Daf):. 5.0, ,_ . _ _. - _: . _ _ __ _ _ . 'Mchbr/COD Sti(/n.mi 0.48 ••.. N'vurRoII Fotu Del_n. DM Beeion 93 (p '30.0 Clip Typa/TharmalS_.-. 1nDut Not, Re4uIRa' h Dlaphrapm StBfnesa: ••. [ 0.01. OK - (Dane: )ByNBGGs.' Verenx202U.OL08 OlaiRh0 - - Roof La out Data _ _ _ __ - _ . . . . Purlln Sridn Shan 0.00 .OK - '3ob No. K2180744A' kincis Onslope.Roof Dlstanu(R): 50.173 ❑vam ��,�rwae aeevetrq�n:Bn: . - job Name: Commercial Center BIc ' ' Eave to. Ridge Distance (R': Roof Slope(X:12: 5060. 1:0 p ®x+q hL.vy nol;, 5pca. " Engirm.1 JMii No. of Bayou a - - - "•DasGlptlon; - : Fun..' � Max Number of Purlins: = 16 ' .. .., ' LEW Frame ORcat(R)r 2.21 . " -REW Frame Olfsat(@)i 'Ride. 10 let urlln'dlMneeR : .1 1'333 •. , ... -. . •. •*an*sis-with- all. thinnest.material •present.o.n' roof is conservative. for this building:-.'. Frame Line • or Day Say Width (fQ Bracing Configuration Purin Groups From Ridge -. .nip Type - Design Checks • '1 29.38 None .1 2 3 4- INC OK .2'29.38 "- None = 1234 WC OK 3' 14.75 None' 1234 WC OK ' • 4 24.00 None .1234 WC• OK S" 24.00 None' '1234. WC- - OK ' 6 24.00 : None 1 234 ' WC OK 7' 24.00 None - 1 2 3 4 : WC OK -None 124� . 98 • WC OK- 10 - Pullin Group " Pullin . _ - ` Pullin O lantation' ` Pullin Span Type .. Nestad PuNIn T1 lcicneso (In.)' AddRlonel Live/Snow Load(p N—bar of Purllne. Distance to the nut ourlinpffi r2. fL Eave Strut ConneRlon TYDa . 11. 95Z067 U to e MUMS an 4 2.8333 2 95Z067 UpSlop, MuMS a n. 3 2.9167 - 3' ' 95Z067 U to e' ' MUMS an 3 '2.4167 ' 4 95E075 .DomSlo a SImpleSpan 1 2.0357 2 bolt Dem. " S. - 95Z067 upslove Sim e5 n - _3 1.6719 ' 6 95C067 DownSlo a Slm IeS n 1 - 0 • 7 08Z089 .DomSlo a Mu1tlStan 4 5 8 OB - Slo U089 MltlS Span 5 • 9 . OBZZ069• U la aa Muultj an I 3.535 ' 10 1 08Z089 1 UDSIoDe MuldSpan II ' 0 - From. 14�..Required Total Load (lb.) �Anchor.Stranath - Maximum Force (lb.) ' Maximum Unhy Check If Load fallinp(Ib.) -Anchor.Stiffnass Maximum . Displacement. (in.) Maximum Unity Check Req'd Load if falling(lb.) 1. 564. 56 . 0.11 0 0.07 0.28 - 0 2 -1039 '• -104 :0.19'. ' '0' 0.11 'OAS 0 ' 3' -509'-51 0.09 0 .0.06 0.23 0. 4 -578 =58 0-.11 0 .. 0.06 0.27 -0 ' 5 -438 =44 0.08 0 0.05' 0.20 ' 0 6 . -438 . -44 ' 0.08. .0 0.05 . . 0.20 0 -7: -438: -44 0.08 - 0: .0.05 0.20 : 0. ' ' 8 -I054 • -105 0.19 0 0.12 0.48 -0 9 586 - 59 0.12 0 0.07 . 0.29 .0 10 - 0 0 0.00 -. 0. 0.00 0.00 -• 06. 11. 0 0' 0.00 • 0 0.00 0.00 O 12 0' 0' 0.00. -.0 0.000.00 0 13 0 0 - 0.00 0 - 0.00 0.00 0 14 0 0 0.00 0 0.00 0.00 0 :I5 0 0 :0.00' '.D' '. 0.00 ' 0:00 0 ' 16' '' 0 0- 0.00 0 .0.00 0.00 ' 0. ' 17• 0' '0' 0.00 0..' 0.00' 0.00' 0 • 18 1 0 ' 0 ' ' 0.00 0 0.00' 0.00 ' 0 19 0 0 0.00, .0 0.00 : . 0.00 0 20 0 : 0' : 0.00 : 0 : . 0.00 0.00 o . ' 21 '0 0'• 0.00 0 0.00 0.00 .0 - 22. O. .0. 0.00 0 0.00 - 0.00 .0 23 0 0 0.00 0. '0.00' 0.00' 0'. 24 0 0 0.00 0 0.00 0.00 0 25 .. 0' 0' 0.00. ..0 .. 0.00 ..0.00 0 26 ' 0 0 0.00 0 0.00 - 0.00 0 27 O- 0 . . 0.00 0 0.00 O.oO 0 :28 •. 0 0 :0.00-. '.o•. 0.00 '.0:00 0 29 0- . 0.. 0.00 0 - .0.00 0.00 0. 30- '0" '0' 0.00 0 0.00' 0.00' -0 31 ' ' 0 •0 0.00 0 0.00' 0.00 ' 0 ' 32 0 0 0.00, .0 0.00 . .0.00 0 - 33-. 0 : 0' 0.00 : 0'. 0.DO 0. ' ' 34 '0 0'q - 0.00 0 0.00- .. 0.0.00 00 -- "---.0 --- . 35. .0. .0. .-0.00 0 0.00 . 0.00 .0 36 0 - 0 0.00 ' 0. 'O.Oo' 0.00 '• 0 37 0 0 0.00 • 0 . 0.000.00 0 38 . - - - 0' 0- 0.00 . , .0 .. 0.00 ..0.00 0 ' 39 - -0 -0 - 0.00 0 0.00 0.00 0 40 0 0. 0.00 0 0.00. 0.00. o . Rake Exf/bay- D a h�a - �Stl ass ■fnl�IinlPlratin -I6tren Mid -Span Reflection (in.) Maximum Unity Check Rsq•d Distributed Load if failin PLF Maximum Unity Check ' Raq'dOraca Load If (aging(@.) LEW Rake Extension 0.00 0.00.. 0.00.. . 0.00 • . . 0 1'• -0.01 0.01 0.00 0.00: 0 2 0.01' 0.01• 0.00' 0.00 0 ' 3 .. 0.00 - - .. -0.01' .. '0.00 ' .. 0.00 .. 0 ' 4 0.01 ' '0.01 0.00 0.00 0 ' 'S. 0.01, 0.01 . 0.00 . .0.00 .0. ' 6 0.01. 0.01 0.00 0.00 ' 0 '• 7 0.01 0.01. 0.00'- 0.00' 0 ' 8 0.01 . 0.01. 0.00. 0.00 .7 D . REW Rake Eztension ' .O.ODr '0.00 0.DO 0.00 0. 10• - 0.00. 0.00 0.00' '0.00' '0 ' 11. 0.00 0.00' 0.00' 0.00 0 12 O.OD - 0.00 0.00 0.00 0 • 13 0.00 •0.00. 0.00 0.00 0 14. ' O.OD 0.00 0.00 0.00: 0 15. 0.00: 0:00' 0.00 0.00 0 ' 16 O.DO ' '0.00' 0.00 .. 0.00 0 17 0.00 'O.OD '0.00 0.00 0 - 18 0.00, 0.00 . MOO .0.00 .0- 19 0.00- 0.00 0.00 : 0.00 0 ' '• 20 . 0.00 0.00 0.00- 0.00'. 0 . 21 0.00 . 0.00. 0.00. . 0.00 . 0 . 22 ' . '.0.00 0.00 0.00 0.00 0 ' 23- 0.00. 0.00 0.00 '0.00 ' ' O ' 24- 0.00 0.00• 0.00• 0.00 ' 0 29 0.00 ' 0.00 0.00 0.00 0 . 26 0.00 0.00• 0.00• 0.00 0 27. - 0.00 0.00 0.00 0.00: 0 28 - 0.00. 0.00 0.00. 0.00 - 0 ' ' '29 0.00 ' ' 0.00 1 0.00 ' 0.00 1 0 ' 30 0.00 ' '0.00 0.00 0.00 0 31. 0.00. 0.00 . 0.00 .0.DO . 0. ' ' 32 0.00 • 0.00 0.00- 0.00 - _ '-01 • 33�0.00 0.00. 0.00. 0.00'. 0 ' ..34 0.00: . 0.00. 0.00. .0.00 . 0'.' 35 ' ".0.00 "a.00 0.00 0.00 0. ' 36• 0.00 0.00 0.00 '0.00' 7 -0 ' 37. 0.00 ' - 000' 000 • m 0.00 0 ' 38 0.00 ' 0.00 0.00 - 0.00 0 ' - 39 0.00 .O.OD•. 0.00 0.00 0 DU,ILD INO''OROUP Typical Scrvlc. Loatlin Ml—Sottln s - Maxlmum unity Charlu - Dead (Daf)t • '3.0 ;Roo/ Pinsi Typi: Classic w/ Iflsulatlon 26 Ga.(BOksl) Anchor/tlIP Strmgthq `Anehbr/Clip " .0.19• OK ' •DM .. (psf):.. 5.0 .. _ . . _. _ _ -' J' StHfne3s: . . NRmrRo11 Fame DDisn Bmt16n 93 '. Llva Snow / (psf)i 30.0 . Clip Typo/ThenTsllloidis: Input Not, Re4ulmd- . 1. - Diaphragm SORn!.w: 0.01 . OK . yr:rua2020.01.08(Da i o1NN20) ByNBr Gs . . . Roof 4 outDaU _ _ _ - Purlin lridn Stran 0.00 . OK . ' Job No. 1 K2180744A ' Onslope Roof Distancs(ft): 50.173 []Um, ❑meQ:asm 4ewe tHks_n:h: - - • Job Name: KIngs CommercialEava to.WdOe Distaneo (R)i 50.0 .. ❑onb. ❑o<.m,v p�Evv:•PvaiSgrca. ' .. .. .. .. .. . .. .. Roof Slop4.(XU2)3 1.0 En9inaaN]MH No. of Says: ' Dssviptiont Check skew Max Numtrer o(Purllns: 16 " ' .. .. .. .. lEW Frams ONset(ft): 2.21 . .. .. ' REW Frame Offset(ft)t - fr - . ' Rld a to lst urlin'dlstanca ft: 1.333 - - - -Framst.ine bay Width lraidnp Purlin Groups Purlin Neatstl Purlin Additional Number of thenp nuR ut Corned rlolpForee/PurOn Brad,, oumut: Frame Lin.' Total Requlnd Anchorago. Load lb. �AnchoEStran h� �Anchor.Sti fnesa� Maximum Poru (lb.) Maximum Unity Chock Req'd Load If failing(lb.). Maximum Displacement -'(In.) Maximum Unity - Check Req'd Load If falling(lb.) 1. -168 -17. 0.04 0 0.02• 0.10. 0 2 -989 -99 :0.18' -0' 0.11 ' 0:45 0 ' 3' '438' '44 0.08 . 0 .0.05 0.20 0. ' 4 438 - 44 0.08 0- 0.05 - 0.20 ' • 0 ' S 438 44 0.08 0 ' 0.05 6.20 ' 0 6 : 1054 -105, 0.19 0 0.12 . . 0.48 0 7: • 586 : .1 59 0.12 P 0: .0.07 0.29 : 0. "8 'O 1 0. ' 0.00 0 0.00 0.00 •0 • 9 . . 0 .0. - 0.00 0 0 0.00 . 0.0o .0 10 • - 0 0 0.00 0. - 0.00 ' 0.00 0 . 11 0 0' 0.00. 0 0000 0.00 0 12 • - 0' 0 0.00. o 0.00 . AGO 0 13" 0 0 0.00 0 0.00 0.00 0 14 0 . 0 0.00 0 0.00 0.00 - 0 : 11 0 0 0.00'. ' o' '-. 0.00 0:00 0 ' 16 0- ' • O 0.00 . �O -0.00 0.00 0- 17 0- 'O - 0.00 0.. - 0.00 0.00 0 ' 18 ' ' 0 'O . . 0.00go. 0.00' 0.00 0 19 0 0 0.00.0.000.00 .. 0 2a _ 0 0 0.00 - 0.00 o.00 021. 'o0. ' 0.000.o0 0.00 •0 22. 0 o. 0.000.00 . 0.00 .0 23 - 0 0 0.00 0.DO• o.00 024 0 •O 0.00. o.o0 -0.00 0 25 .. 0' 0' 0.00... 0.00 ..0.00 0 26 • -0-00.000.00 0.00 0 27 0 0• 0.000.00 0.00 - 0 :28 0 0 :0.00. '. 0.- -.0:00 0 • 29 o ;0. 0• 0.00 . 0 .0.00 = 0.00 0. ' 30• ' 0' '0 - 0.00 0 0.00' 0.00' •0 ' 31 0 ' 0 0.00 0 0.00' 0.00 - 0 32 '0 0 0.00. - .0' 0.00 . . o.00 0 33: 0 O 0.00 0' 0.00 0.00 : 0 ' ' 34. '0 0. 0.00 .-0 0.00 0.00-- .0 . - 35. .0. .0. 0.00 0 o.00 . 0.00 .0 36 - ' 0 0 0.00 0. '0.00- - 0.00 - - 0- 37 0 0' 0.00 • 0 0.00 •0.00 0 38 .. - 0' 0' 0.00 ..0 .. 0.00 - ..0.00 0 ' 39• 'D '0 i 0.00 0 0.00 0.000 40 0 0 • 0.00 0 0... 0.00 0 Rake Ext/Bay Ole hn m'Sdffhus NPurlin1bradneStrangthil . Mld-Span Deflection (In.) Maximum Unity Chair Req'd Distributed Load if •- fallin PLP Maximum. Unity Chack R.q'd Brace Lead1f 'talling(Ib.) LEW Rake Extension 0.00 •0.00-. 0.001. 0.00 0 1-• 0.00 Mot 0.00 0.0o: 0 2 0.01 - 0.01` 0.00. O.DD 0 ' 3 0.01 '0.01' 0.00' .. o.00 4 0.01 '0.01 0.0o 0.00 0 ' •5. 0.01, 0.01 0.00 .0.00 .0• ' 6 ..0.01 • 0.01 0.00 O.Oo' 0' REW Rake Extension " 0.00 0.00. 0.00'• 0.00'• 0 ' 8 0.00 . 0.00. 0.00. - . 0.00 . . 0 9 '.0.00 0.00 '0.00 0.00 o• ' 10 • 0.00 & 0.00 0.00" o.00 .0 ' 11. 0.0o 0.00' 0.00' 0.00 ' o 12 0.00 0.00 - 0.00 - 0.00 0 13 0.00 -0.00. 0.00.. 0.00 O 14. - '0.00 0.00 0.00 0.00: 0 15 . - 0.00 w 0.00. o.00 w o.00 o. ' 16 0.00' 0.00 0.00 .. 0.00 ..0' 17 0.00 ' '0.00 '0.00 0.00 0 18 0.00. 0.00 0.00 .0.00 . 0. 19 0.00 • 7 0.00 7 0.00 : 0.00' 0- ' •• 20 . O.Do 0.00 0.0o. 0.00'. 0 . 21 0.00 . . 0.00. 0.00. . 0.00 . 0 . 22 -. .0.00 0.00 0.00 0.00 0 ' 23 0.00 W 0.00 - 0.00 60.00' 0 W ' ' 24. 0.00 0.00' 0.00- 0.00 ' o ' 25 0.00 ' 0.00 0.00 0.00 0 ' 26 0.00 -0.00, 0.00. 0.00 0 27. -0.00 0.00 0.00 0.00: 0 28 . 0.00: 0.00. 0.00. 0.00 0: '29 0.00 ' '0.00' '0.00 - 0.00 0 ' 30 0.00 ' •0.00 - 0.00 0.00 0 ' 31. ' 0.00. 0.00 0.00 .0.00 .0. 32 0.00• 0.00 : 0.00 0.00' •• 0- --- ' 33- - 0.00 0.00. 0.00. 0.001. .0 ' . 34 0.00'. 0.00. o.00. . o.00 o 35 ' 0.00 0.00 0.00 0.00 0 ' 36. 0.00. 0.00 0.00' '0.00' '0 ' 37. - 0.00 0.00• 0.00- 0.00 0 - 38 0.00 ' 0.00 O.Oo 0.0o 0 ' . 39 0.000.00 0.00. 0.00 0 Frame Llria or Day say Width (tt) Dradng ' CorMiguretlan Purkn Group' From Ridge Clip Type Design Chad. 1 29.38 None 12345.6 WC OK .2 ; 29.38 None ; - 123456. WC OK 3' 14.75' None 1 2 3 4 5'6 WC OK ' . 4 24.00 None 123456 WC' - OK S 24.00' Non. 123456 "WC OK " 6 24.00 None 123456 WC OK 7 24.00 - None' 123456 WC OK 8 30.50 None - •1234'56 'WC .. OK" g OK. 10 . I Maxlmum tln Anhor/Clip 'Chocks 0.417 OOKK ' =bn: 'Anchor/Cllpnph 02 - 0.01 1 OK . Diaphragm StMass: Purtin Brodrig Strength: .. 0.00 - . OK purlln Croup - Pudin - - purlln Orianttltion ' purlln Span Typo Na'ud purlln Th(in.) a (In.) ' Adtlkional .Live/Snow Load.(psq Number of purlln' _ Distanceto the next purlln -, rou fL [aw Strut Canneodon TYVa- 1.. 95Z067 Upslope MulbSpan 4 2.8333 2 95Z067 UPSIOP., • MurdSoan . 3 2.9167 . ' 3' ' 95ZO67 UDSIODe, - MuIeS n -3 2.4167 4 .95E075 ..DomSlo a Sim ley n- 1 - 2.0357 2 bolt e . ' 'S- 95Z067. - UDSIODe Slm Icy n' .3' 1.6719 • 6 95C067 Do Slo a SinnDleSoan 1 0 • 7 OSZ089 DMFS'-2 a MuLUS n 4 5 8• 08Z089 - toe Mu105 n3: 5 . •9 08Z089 U io a Mu1d5 an 1 3.535 ' 30 OBZ089 U to e• MuR1$ n - 1 1 0 betanad Run-Force/Puriln Bracing Dutaut: - - .. - - • . - .. .. - " - ' Frame Lana Total - Raqulrad Anchorage. ib. -Anchor.'Stmn �Anchor.StUlness� Maximum Force (lb.). Maximum Unity Check Raq'd Load U failing(lb.), Maximum Displacement (in.) '( Maximum _ unity- Yhade Req'd Load if fallle9(Ib:) 1 522- 38 . 0.07 0 0.05- 0.19. 0 2 -1214 -89 :0.16' ' O' '. OAD ' 0:41 0 ' ' 3' -729, -53 0.10 . 0 •0.06 0.25 O. - 4 .801 - - w60" 0.11 0.. 0.07 0.28 - -0 5 :651 148 0.09 0 0.05 0.22 ' 0 6 . 651' . 48 ' 0.09. .0 0.05 . . 0.22 -. 0 7: -651: . -48 0.09 - : 0 : .0.05 0.22 : 0. "8 -1249 -91 0.17 0 0.10 0.42 •0 9 551 40. 0.08 0 0.05 . 0.20 .0 10 - 0 0 0.00 - 0. 0.00 . 0.00 0' . 11 0 0' 0.00 .0 0.00 0.00 - O 12 .. 0' 0- 0.00. ..0 -. O.Oo -.0.00 0 - 13-• - 0 0 0.00 - 0 - 0.00- 0.00 0 14 0 0- 0.00 0 0.00 0.00 0 15 0 0 :0.00' "0' '. 0.00 '.0:00 t 0 ' 16 - 0' 0' 0.00 - - 0 -0.00 0.00 0. 17- -0' '0' 0.00 0 1 0.00 - 0.00- •0 is, .0 0 0.00 0 0.00' - 0.00- 1 0 19 0 0 0.00. .0 0.00 . . 0.00 . 0 20 0 : 0 : 0.00 7 0 : - 0.00 : 0.00 : 0 - ' 21 '0 0• 0.00 0 0.00 0.000 22. .0. .0- 0.00 0 0.00 0.00 .0 23 0 0 0.00 '. 0.-0.00 0.00-- 0". 24 0 0 o.oD. 0 0.00 0.00 0 25 .. 0 0 • 0.00. o o.00 0.00 a 26- ' 0 "0 0.00 0 0.00 0.00 0 27 0 0 0.00 01 0.00 0.00 • 0 :28 '. 0 0 :0.00'. ' '"0' '. 0.00 '.0:00 0 ' 29 : 0 0' 1 0.00 . - 0 .0.00 0.00 0. ' 30 ' 0' '0 ' 0.00 0 0.00' 0.00" •.0 ' 31 ' ' 0 O 0.0o 0 0.00' 0.00 0 32 "0 0 0.00. - .0- 0.00 . . 0:00 - 0 33. - 0 : - 0 0.00 0' 0.00 0.00 0. .34 '0 O. 0.00 0 - 0.00-': --0.00- ---0- 35. .-0. .0. 0.00 0 0.00 0.00 -0 36 0 - 0 0.00 ' 0 ' 0.00' 0.00-- 0' 37 0 . 0' 0.00 -0 0.00 .0.00 0 0- 0' 0.00. ..0 .. 0.00 ..0.00 0 0 -0 0.00 0 0.00 - 0.00 0 40 0 0 0.00 0 0.00 0.00 0 Rake Ext/Bay �Dla hra mlStif hw� WPur111Bie n IStren Lhil - MId-Span Datlaction (in.)Onky . Maximum Check Raq'd Distributed Load If hI11n PLP Maximum UnityCheck ' R_eq'd Draw fal�LoadIf ing(lb.) LEW Rake Extension 0.00 -0.00 - - 0.00. 0.00 - 0 V. -0.01 : 0.01 0.00 0.00: 0 2 0.01 • O.Ov - 0.00, 0.00 0 3 0.00 0.01 " 0.00 .. 0.00 .. 0 ' ' 4' 0.01 ' '0.01 '0.00 0.00 0 ' 'S- 0.01. 0.01 ' 0.00 .0.00 .0. - 6 0.01. 0.01 0.00 0.00' 0- " ' 7 0.01 0.01• 0.00. 0.00'• 0 ' 8 0.01 0.01. 0.00. " 0.00 . 0 . REW Rake Extension .0.00- -0.00 0.00 0.00 0• 10. 0.00. 0.00 0.00 '0.00' ' 0 . ' ' 11. 0.00 0.00• 0.00' 0.00 - 0 12 0.00 0.00 0.00 0.00 0 13 0.00 .0.00. . 0.00. 0.00 0 14 • ' 0.00 : 0.00 0.00 0.00: 0 IS . 0.00 0.00. 0.00. 0.00 0 - " ' ' 16 0.00 '0.00' 0.00 ' .. 0.00 .. 0 ' ' 17 0.00 ' 'O.00 '0.00 0.00 0 ' 18 0.00. - 0.00 0.00 .0.00 .0. - 19 0.00. 0.00 : 0.00 : 0.00 " 0. ' ' 20 0.00 0.00. 0.00. 0.00 0 ' . 21 O.oo -. 0.00. 0:o0. o.00 0 . 22 ' . ' . 0.00 ' 0.00 0.00 0.00 Y ' 23- 0.00" 0.00 O.00 '0.00' .0 • ' 24. - 0.00 O.uo' 0.00. 0.00 - 0 25 0.00 0.00 0.00 0.00 0 " . 26 0.00 0.00. 0.00. 0.00 0 27- ' - 'O.00 0.00 0.00 0.00: 0 ' 28 _ 0.00; 0:00. - 0.00. - 0.00 0 ' 29 0.00 '0.00' - '0.00 ' 0.00 0 30 0.00 ' '0.00 0.00 1 0.00 0 ' 31. - 0.00. - 0.00 - 0.00 .0.00 .0. " ' 32 0.00. 0.00 - O.OD 0.00' .• -'_0 -'.-33- 0.00 0.00• 0.00• 0.00'. 0 ' . 34 0.00-.- 0000. 0:00. . 0.00 . . 0 . 35 - 0.00 -0.00 "0.00 0.00 0. - 36" 0.00. 0.00 0.00 '0.00' '0 1 ' 37. - 0.00' 0.00' '0:00' 0.00 ' 0 ' 38 0.00 0.00 0.00 0.00 0 ' 39 0.00 -0.00 0"0 0.00 0 F�iqject N11JILp.fNe$, G-RP_Ou". Bi I Center Bldg:l . .. Description : - Kings Commerc A DMSION OF MCOR CORPORATION .. ' .. .. :.. . Engineer : JMH' BEAM COLUMN S.S. (AI$C •15t1i Edition).... Date :' :.'•l0/•11/2021 MAIN REPORT: DESIGN SUMMARY Version:2018.09.12 (Date: 09/12/18) ByNBG-GS,' GENERAL INFORMATION. -Span and Loading Conditions (EnrrER DATA IN Grza r. SriaaEV CELLS!) SIDE WALL WIND COLUMNS 'ne'8.6-com line 8.6-ten line 1-comp line 1-tens - Remarki Member Length .' : ' Lb% "' ft: 18.00 18.00- 18.00 18.00 AssumesLbx=L. " ' UnbracedLength--Minor-'. "-' ""' '. Le ft".:' 4.58- 4.58 4.5& 4.58 Consideration of Tension -Field Action for Shear' : ".. " J " ' FALSE - . FALSE. FALSE - FALSE <= See cell -comment & Chapter G. .. Clear Distance"between Transverse Stiffeners . a -in. <= See.cell comment & Section.G2: " Lateral torsional btidkling.factoi- .' ' . .'. ' .`.: .. Cb' . .. ' 1.000 1.000 1.000 . ' -.1.000. :<= See cell comment' Kx Factor '. :' . ' ' . " "' . " - Ky Factor' . : -' .. ' Kz Factor Kx :' . 1.000 :. 1.000- .1.000 1.000 <= See cell comment K; 1.000 1.000 1.000, - 1.000. K� �;' , 1.000 1:000: 1.000 . 1.000 . SECT/OM GEOMETRY .' oufsido?Im�e (Old :" ----- '-bof Y ' t4 ' � .' g . W. b inside'flmge (� Select Wide -flan a oi_Built-u Section: I' WF WF BU BU, SectionDescription:.' " : : "" ' ": ' : : ' " : . ' ' W8x18 W8x18'. "BU16x23 BU10x23: Enter WF-Section: ' " . ' : " " .. W8x18 ' - W8x18. Total Depth. " - ' . ' " • A. : iri.- " 8.140 " • 8.140 9.500 . '9.500 Web Thickness . . t„.. " "in: 0:230. . 0:230- ". : • 0.230 0.230 - Outside.Flan' Width . :" bor, . in.: ".. 5:250.. 5.250''.. 6.000 6.000 Outside Flange ..in 0.330 '' ; 0.330--.. -- 0.500 ` ' . 0.500 Inside Flange Width .. - " -' : - : bs ' . -iii. . " `5.250 --5.250 ' ' 5.250 .5.250 Inside Flange Thickness "' t;r . in.'.' 0.330' • ' 0:330" 0.330'- MATERlAG . /h IFORMt1 TIOI Y Material Strength .' E ..ksi :.50.• ' ' 50'. 55 . - .55:'. Elastic.Modulus E ksi 29,000 29,000 299000 29,000 Standard for steel shown " Shear Modulus. G. ' : ksi : 11,200.. .11,200 11,200 '. ' 1"1,200 Standard for steel.showu . Flange Yield Strength : : : • F ' . ksi 50 : 50. ." " 55" .5.5.. Web: Yield Strength . " ksi : " 50 ' : 50 " '55 . 55. " Ultiinate:Strength:: " . ' " ' : ." ' Fa ksi ' "" ; .' 65 " 65 . ": 70 : 70 APPLIED LOADS" Applied Loading ng Inc u es sewn o er e Factoi of Safety. (Allowable Stress Factor) . Sr .' •• I' ' '. 1.060- : 1.000. f.000 . 1.000 . Axial com cession =>+" os:, .tension =>-ue ". Pa kips - 12.000 ' A4.000 11000 . 14.000 Shear (absolute. valde). - Vx ' kip" 4.047 ' 4.047 - 4.251 . " 4.251 ' Major Axis (x-axis) - • ' Moment (outside flange in compression=> + poi) " ' . - : " M�. fl-kip .. 32:814 . '32.814 .40.532. 40.532 Shear absolute'value ' , ". ' : Moment(absolute value). V .. ki s ' Miiior Axis" -axis Desi n Results: • : ASD " :: OK' : ' OK " . ' OK . OK " Remarks ASD Combined -Strength Deflection Results" Ma'or=axis OK.. OK OK .OK' Remarks Deflection Results Minor -axis ' : : QK ' 'OK OK.' .. OK'.' Remarks Deflection Limits (about y-axis) IVlazimtim Deflection"(abouty-axis) "" ..• • ' : Am;x: in.' . L / 180 - "' L / 180 : L / 180 . L206 in.'. : LL/.1180 _ �1.200 in. - . 'Limits as minerals (i.e. 360 =.L1360): " �1:200 in.. 1:200.in:: Member Deflection (about y axis): . 4 :0;15 in; • 0.000' iu. .' 0.000 in.' :0.000 in. 0.000 in. - 28 'A Ratio : - " • ' ` " : CSR " � " ' • 0.921- ' 0.871 " 0:682 0.660 " ' • ' Eq. Hl-la or H1-16 ASD Shear Strength Ratio(x-axis)' � . �' . • ' ' VnN�r 0:128 � 0.128 0:T08 . O.108 ' Mai Axis (x-axis)' • : ' ASD Shear Strength Ratio (y-axis)• • V '0.000• 0:000..0.000 ' 0.000 ' . Minor Axis (y-axis).' Deflection Limits (atioaf x-axis)" : 180 I: / 180. L /.180 L Limits as numerals (i,e. 360 = L360) Maximum Deflection (about x-axis).- ' : : - ' ' •max � in:. ' 1.200 in.. 1:200 in.. ' 1.200 in: .1;200,in: , Member;Deflection: (aboutx-axis)' • : : _ •' : ' ; .' Ax.a.�;,: in. ". ' 1.066 in.: � 1:066 in:; 0:773 in.� � 0:773 in.'." : �-„�;, APPLIED LOADS:: • , . 1Gength•' (ft.):." Load Magnitude (kip) by Load Case".. Load Location:.. ' . ': • CR.: . . CS ; Tier Length (b),1 b.:. :. 18,7500 9'1400, •1.000 LOAD COMBINATIONS:.' �_ : . •' ' ..'� :'•: � � � ' I:oad Case � .. CombinationName:.. '•; Comb.:#: Actives..'. ASR -WL : EQ.. ..CR:.: 0:6. WL" 0.7•p EQ (ABC,:0-1:0): 2mown1.00 0.700 ®� 0:7.p EQ:(DEF; p!=1:3) :.3 0.7: S2'EQ -(CDEF S eciA) ' ; : . ' . - 4 :.' N 1 MO ER 0:5 (0.6,WI)+:CR .".:: : 5:'; : N 1r0. 0� 0.300 1.000 CS; N]M X.SU 1.000 N 1'.0 - ICI LJ C O FR : .: Project•No ::- ... K2180744A- , .. -... • S.U'9L'O:IN-G.S..'G t.O'UP.. Description,. . SWWG Iiti 8.6- A-DIVISION OF NOCOR CORPORATION:. Eng ineer : JMH . ' Bra ift. Components (AIS.C-14th.Edition) :: : :. Date :. :.' 10/5/2021 per MBMA Research' Project 506 (©1992) & AISC Steel Construction. Manual 04th. Edition).. . 'Version: 2017.10.16 (Date: ] 0/16117) By NBS-GS ' GENERAL INFORMATION.. Select Brace .Type: ' SW;Wind Column ... .:: Design Method,: (ASD/LRFD/LSDY' :: . ASD r : • .. :: , . , .. . *Note: The "Applied'Horiion tal Load" shall -be the resultant from'the' Brace: Critical.'Lodd. a (.i ❑ •Manual Load Input" • controlling load combination including combinations with.over- .. Allowable Stress Ratio, ASR: _ .. „ 1'.00 .' . strengtli.factors forcolinectiori analysis - Applied Load: (0,6 WL) BRACE GEOMETRY: c IRK Select Brace Size: :.. ' : Design: Rod Only j r:- = .. No.:of Braces; n.:. - 1 RDD'ASSE LY Module' Vidth, b_::. 16,3500 : ft. I I..o .:. Tier.Length. (a); l a :... .: 10:7500 • ft. .. I:. y_... Ld � _�. Multi Tiered Brace.... . - Select Brace Size:(b): ' . : • . Design ko& Only PP,m _ PoG r . Tie -Length (b), /b::.' „' I 18:7500 OMNFu .. 1 :• _ '' : :• ' 'COLUMN PROPERTIES:. ASSEUSLY. h& RD_ . .. ,. - Sectidn-Designit idn:.::: BU9x141.." w. ., Web. Depth, dW: (WF =.Total Depth. d). 8.0 I in... Web Thickne§s,.tw..' l in::. W Flange-Width,.bf ' 6.0 .:: j in. ' • . i I , - Flatige.Thickness, tf: 0.25 jin' EW COWYR' � .. :..MODULE WIDTH.':b` RAFTR " Brace w/Hillside Washer Results: OK Tot: Lateral Drift: 0.202 Memb: Mat: _' Meinber„ . Axial" . Axial. Stress` Min: t;,-. . Brace : Lateral ID ; ,' :• Orient. Elev: ' .Code Description:..: (k) ' 'Allowed. ..' Ratio : ;.(in.).. Elong.: Drift (in,) B1 RB5 - 5/8" Rod- - . 4:237-: 5.833:. 0.726 �0.105 :.: 0.123 0:15.1 B2 . . / --- ' = =RBS ' S/8" Rod' .. - 4.237 5.833` : 0.726 0.105 -' 0123 : O:T51 � - "- B3. ' ' '/ .. --RB5- 5/8'::Rod . 3:2I9 . 5:833 . 0.552 0.123 '... ' 0:202 . 134... .... \ -- .. .. RBS .... .... 518" Rod .. 3:219: 5:833 _ 0.552 0.123 .. ' 0.202 Gusset Plate Connection Results: ' • OK Gusset Plate Information.' Memb: ' ID Weld.': 'Ratio ' Gusset-.' '' .Ratio'. Mat. ': .Code Member : • Description , .. -.Min:.tw'. (in.)- :Height : (A) Width ' (B). T}iick, (t$)'..: '. Weld " -' (in.) :. :Bolt Dia. (dh) .. = - B'1 0.430 0.316 RB5 .5/8" Rod- - . 0:057 : 6:000.. 6.000 -0.500 : '' 3/.16 - B2.. - . 0,430 0.316 -RB5 .. `5/81.1.R6d-.... ' . 0.057 6.000`:: `. b.000.:. 0 500.. 3116 B3. 0.281 0.424 RBS' 5%8".Rod'. : -0.037 - 6:00.0 • - .6.000.:': ''0.500 .. • ' 3%16 : B4. 0.281 0.424 RB5 '.. 5/8." Rod.. 0.037: - '.. 6.000 .6.000: A=30 Gusset Plate Results:: OK Remark§ ASD,:Allowable -Stren ...Ratio 0.316 see A1SGsection la ... . .. ASD Allowable.'Strength 0.430 . R = 0.6.Fe&Oin 0) (Sweld) Nominal Weld Strength . (Gusset) .. ... R�%� k / in. . 2:784 : = 0.75 (LFM); � 1= 2.00.(ASD)' .. Nominal Flekural Strength: (Gusset) _ - M„/S2 in -kips : ' 130.417 .. ' : ' : M� = Per else section E 11 , Nominal.Tensile Yie'ldiu Streit h . Gusset .. g . €� . (.. ) '. . R„/� � .. kips.. 82.804: .. •• _ ..� = F� A� . . 0.90 (EKED); .0 = 1..67 (ASD) - :. . Nominal Shear Yielding Strength (Gusset) ..: R„/52 . kips .101.4.12 ' .. ' R = 0.6 Fi: A�; --Where =1; 00; 91 L L50.. .. Nominal' Shear' Rupture Strength. '(Gusset), , . • .... Ct,;/S2. _ .kips .. : 80.337 . • R .= o.b E Aa Nominal Rupture Strength at Bolt.(Gusset) :: R,;/S2 kips 52:975 . � K r min(2 t b&F�; 0.6 F. AsO Nominal,Bearing Strength (Gusset) _ ,S 22.500 �12 L�i F�51s, F = Y Notriinal Bolt Shear Strength .'(Gusset) Rn/S2 Ups. 21:206:= Fnv Ab ' .. 0.75.(LItFD), - 1= 2.00 (AM) 7777 e tren atlo R„/S2 _fps y;21 206 ' .'IGlmimum:fiom above' A3I hIUCD:R:..: . ,. BUILD/.NCa'$ GROUP..; �. b scriptin :_ .. ' " .. SWWC lin.8.6 • ... . A DMSION OF NUCOR CORPORA? OW . � .. � ' • Engineer:.,.. • • ' .. � : - . JMH' .. ' .. : • ... � .. cing Components {AISC� 14th. Edition, . _.� Bra� .... Date i .. : - ...: 10/5/2021 : :.. :per MBMA'Research Project 506 (©.1992).& RISC Stee[ Construction.Manual (14t1r. Editio►1) .• Version: 2017:10 IG (Date: 10/]6/17) $y NBS=GS ' GENERAL -INFORMATION:. ' . .' - tandard -Gusset Non S. ;cuss. late! Gusset Plate: Height,- A. .6.00: I in. - Gusset Plate Width,. P. 6.00 .in. :'::Gusset Pla g te Thickness, t:.:.. ' . `:: ` . 112 .' . �'in.' _ :.. • Gusset Plate Material: ..A572 Gr. M Gusset Plate Weld; ' Wi : .'..: ' V16 .' ..I in:.. .. . Bolt Diameter, .de: .. 1110 . r eY 13olt:Materialc :: � . .France Geome • . •. - try Rafter. W&Thickness, tW: Clip Offset, , da: `-•.:,•. 7�;1%4. # in.. : Girt.Offsef,::dg;.. . 'g in. :B Required. Tensile Strength,, R: .: . 8:991 . `.. kips.. .: Vert. -Component Strength, R�: 7:189 . 1-kips WBP01 Horiz: CotnponehfStrength; Rh: . 5.400 ', .� kips: ' Vectical:Eccentricity,. e 3350 .. in..' BRACING ' . ---_ ..o-o -- Horizontal: Eccentricity: en .... ' : ; .. 6.750 . ' J in..• ' .. .. = CLEVIs.- Minimum Web, Thickness; .t: 0:040 '.. j in... .WELD INFORMATION: RY " Moment M ='R : (e R- (e;) ._ :: =14:86 . in.-k - _ 'Vertical Force; fv = :. Lweld :' • 0.60 k t in.: - Moiiientof Inert .IP = Is ..+.ly '_ 18:00 .' in;3, Horizontal:For ce; fh = Rh 2L _ we . ....' 0:45k / in: Section.Modulus;S ':= I? _ 6.00' in.2':.' ... . . t y . • * Flexiire Force; A2Sy. =1.24• :'k/in. .' Resultant Force,f, _•. lJhh+:fh�2+4/bv? fv)2' _• 0.78 k/in.... .. Gusset Plate Result§:: - • OK " .. " Remarks ASD..Allowable Strengt..Ratio 0.424 see AISGsectiort Ia ... . ASD. Allowable.'Strength : • .. :.. 0:281. Lip = o.G.F (Sine) Nominal Weld Strength. . $t ( Gusset ) .' • ' ' � . � � R,;/S2 k / in. 2:784 0.75 (EKED); n = 2.00.(ASD) : Nominal Flexural: Strength; (Gusset) : : M„ Ip ' in -kips : ' 130.417, Mn Per alsc Section FI 1 Nomina.1-T6tisile Yieldihk Strength :(Gusset) .. KA0 kips : 82.303- ti„=FyAs .. _ = .• ' � • 0.90 (EKED); � 1; 6Z (ASD) • ;' • : Nominal Shear Yielding Strength (Gusset) : : R„/S2. kips 75.042 ' .. .i� - 0.6 F;: A�; where=:1:00; n = L50 . .- Nominal'Shear'Rupture Strength. (Gusset) .. 12,;%S2. kips.. : 59.447 I? .= Nominal Rupture Strength at Bolt . (Gusset) R„/S2 ". kips "52 975 . K; = min(2 t b F ; 0.6 F Asr) " Nominal,Bearing-Strength (Gusset) ' : ; Rri/S2 kips : :22:500 ;8:Ape Fy' ' Nominal.B.olt Shear Streit : Gusset gth. (. ) " .. :• ' R„/S2 -' :kips :•' .21:206.' :. �• - � Ko: =Fo'An = (EKED), S2 � 2.00.(4SD) e trengt do : _... .• R„/S2 _ s " �P :. - 21206 ," :' ":IvIlmmum from above; A 32 .".Roof -Dead: Roof Collateral: _ of Live: . :'Roof Ro - Roof Snow: Drift Max.: Drift Width .(Wd): '. 3.06psf: ;. Fascia' Vert. Wt.: ; , ]Horz. Beam Wt.: :'Face Panel Weight - Pressure.: Wind:Uplift: Gutter/Aux.. Line Load: = .: :" 5.00 psf ..: ': 10.00-psf 0.00 psf:.'klorz..:Wind 0:00. psf' . 0.0000 ft: : ' . ' Seismic Horz.:: :: .'0:00 kips'....,: Load Combinations :. . • � � �� ..• Load Case ' Cotpbinallon Naine: .: "' Comb. # :."! " DL " " • COL LL •:SL•" :: W1R W1L ' DL, + COL +"L• L I000 1000 1?000 } DL + COL + SL : .. ". ' :. 2 . 1000 0:6DL+0.6-WIR '... ' :'.: 3: . (&'LP ,s. 0:600 0.6.DL+0.6..WIL. :.: " - .' " ' .. "• '4. 0�600 DL + COL + 0;75(SL +.0.6 W IR) :. .5 "A KILO@PM 1'�000 O l-30�M 7�4'5—bM IjL+COL+.0.75(SL+0.6 W1L)' .' .: •,"6; ,' 1.000 1,0 00 750 �0:450� ' DL.+COL+.0.75(LL+0:6-W1R) : ,: :7 1.000 1�00 O.Z50 DL +COL + 0,75(LL + 0.6 W1R) •.' _8 L000 1.000 0.7b50 0.450 588 plf. L: .COL:'147:p1f: .� .. .' :. Fiiorizonfal om . :No.- . . .. Name 1 DL+COL+LL 72'-" DL + COLT+ SI '' T:33 0.6DL'+0.6:W1R-_ 4 t `;06 DL +s0 6W1'L 5 DL + COL +0.75.(SL-+ 0.6 W1R) DL +, C,OL +075(SL7;0.6 Wry1L)' 7 .. DL_+ COL + 0.75(LL +. 0.6 W 1R) DL T -- 0 +;0 75(LU+ 0 6rvW49) 10 i By Case. By Combination.. . DL ' .: -COL .: 'LL .. SL. :-W1R .:-W1L .: -EQ. .:.. T ...2 3' . 4 . 5 . • .: 6 7 -8 .,g. Axial (P,-kips) : '.. - • .. • :' ... Shear(V, kips) Moment (M,'ft-kip) 05 -�, • ."=1.3 0 7 -i.8 -2 9 -7 3x 11 4 54. , __. 28 _ 1F2 �" -"-" :2 16.2 �. , ,:1 _ 9 6 9�6 �r� s� •-.4 I n , ` :Axial.'(P, kips): Moment (M, ft=kip -1.7 2 4 ' 9 ;..x37 4�- 11 4 ' �3.7 4�.. `, & ,4s2: Yl 1?3 * 4 �- 6:5 ��1' 6'5 ; 2 . - 3^8 .:1 4 12;7 'S 71 5 . Axial (P,'kips) . Shear,(V, kips) Moment+ $k'� Q:5 1 3 -0'7 1 87'3"28 =2 9 ; y . 1�1 4. 4 ? 411 4 ' 728 .�42x 1.3 6.5' '6,53 16 2n 8 a I`9. 6-_9 ..< 3 8 6 1 6i1 6x 1 ,_ P; kips) V,lops) L7m.. kip) =0 5 j :7�s4 ;Q7 2 4 . '2 9 ..�*9 t<'" v. ,"' :;`' .1,1.4wl 4 14 .' .. 4x 13.8 4 °. 6.5 6. Sa38( �21:4 :- 2,1 4 ° =12 7 12 79, Li ProjectNo.: K2180744A BU.I'L,OIN.GS :0R.0UP . Description : ' Kings Commercial Center Bldg..' A DIVISION OFNUCOR CORPORATION. : ., ' :.. Engineer 'BEAM=COLUMN S.S. (AISC"15th Edition)... • :: , ' . ,' .:. Date :- , . .."1011.1/2021 . . MAIN REPORT: DESIGN SUMMARY Version:2018.09.12 (Date: 09/12/18)'By NBG-GS: 1 S)an and Loadin Conditions GENERAL INFORMATION ' (ENTER DATA /N GR4YSHADED CELLS!) - Roof Beam 'R131' Remarks Member Length LbX t3: 19.17" Assumes Lbx = L " ngt Untiraced Leh'- Minor' . _ •• ' L' ff. 19.17" • Consideration of•Tension-FieldAction for Shear FALSE FALSE.. FALSE FALSE <=See cell"comment,& Chapter G.."' .. Clear Distance between Transverse Stiffeners a.. "in. <= Se.e.cellcomment & Section.G2: Lateral -torsional buckling factor • . , . ' `.: , . Cb '. :' . 1.000 1-.000 1.060. 1.004 - <= See cell comment' .' Kx Factor '. " Ky Factor. . Kz Factor Kx •` . �. ,1.000 ` . 1.000 " 1.000 1.000 - <= See cell comment ' K, . . 1.060. 1.000 1.000 -. _ _1.000 1.000' ' 1i000. 1.000 . 1.000 . - .. SECT/Om GEOMETRY : - midde Haag, (OF) —IL .. " y-tme . � bog . ' - , Select Wide -flan a orSection: BU. None . None •' None .Built-up Se&ion Descri tion:.' j ' BUi6x29 ' Enter WF-Section: ' .. ..: .. , . _ .. . � . • .. .. .. top a � t if ��.b �8'Oi�: Total Depth- .. ' : • . ".. • ' - .. " . ' : A • : . • in. 16.000 . ...: Web Thickness. .. .. _ t� . " . ..in: 0.167. . _. _ 06tsid6TIange Width . , .. bor. iii.: • 6.000.. • Outside Flange Thickness .... ' :. '".. tor.::. 0.500, 71— — — Igside"Flange Width ;. - b; .. in.." 6.000 Inside Flange Thickness' t;r ". ia: 0.500' . — — — MA7FJUA L. NFORIWA7YON Material Strength F. ksi 55.- ' 55'. -55 . .. %55 :. ; Elastic.Modulus : E ' ksi 29,000 ' 29,000 29;000 29,000 Standard for steel shown . Shear -Modulus." " G." . ks' 11 00 11,200 11 00 11,200 Standard for steel shown . Flange Yield Strength :: ', ".' ' : :: F r . ksi : 55.. ' : 55. - ," , ' 55' ' .• . 55 .. Web:Yield Strength.' ksi : 55 55 55 : 55. Ultiritate:Strength F; ksi ' . :: 70 70. 70 : .70 . APPL ED LOAbS, L.J Applied Loading Includes second order effects. Factor of Safety (Allowable Stress Factor) . Sr • , 1.060 1.000. i•.000 1.000 Axial (compression=>+&k_tensioh=>-neg.) • ' '' . -- ' Pa kips' 5.000- ' Shear (absolute, value). Vx ' : ,kips ' 8.991 ' ' Major Axis (x-axis) Moment. (outside flange in compression => + pos.) Mr. ft-kip " . 43.082 Shear,(absolute'value) .. Moment.(absolutevalue). V _ M; 71 kips ft-kip MinorAxis,(y-axis). • :' . .• Design Results: : A'SD " :. OK' _ . Remarks.' ASD Combined Strength Ratio' . " ." CSR ' 0.897 = Eq. H14a orHI-lb. ASD Shear Strength Ratio'(x-axis)' ". - ' VnN 0.281• i — • - Major Axis (x-axis)" • " ASD Shear. Strength Ratio (y-axis) . " V -0.060" — — — Minor Axis (Y—axis)", •• ' ' Deflection Results. MWor-axis OK.. Rem -rks" Deflection Limits (about x-axis)'. '. ' . .' ' : • ` . , " . ' L J 180 L / 180. L /.180' ' L / 180. Limits as numerals (i.e. 3'60'= I1360) _" , Maximum Deflection (about x-axis) . :. ' 'A m in., 1.278 in..' 0:000 in: '0.000 in: O'.600,in: ,' ' MemberDeflection: (about x-axis)' A -_ '• o� ,. . in. '' 0.241 in.: — — — , <A- Deflection Results Minor -axis OK Remarks Deflection Limits (about y-axis) :- Mairimurn Deflection'(Auuty-axis) A� x . ',in. L / •180 ' L / 180 0:000 in: L / 180 ' . L J.180 Limits as minerals (i,e. 360 =.L360)_. 1.278 in." 0:000 in. 0.000 in. Member Deflection (about yaxis) '" . ' .' ' :-a<;, in: O.000 in. ' - — — e :.�, <_ fix' . A 36' r�u�cosq. Project No. ;''.. K2I$0744A . , . B.0 I L.D I.N.G:$ G.RO.0 P:'.; Description ; , ., - Eztension connx. Lirie:�1 A DIVISION OF NUCOR cORPORA770N '..Engineer:'.::.� � .JMH". • . End-Plate.Moment Connections _ (AISC.15t11.Edition)..: ,. i.. :.. Date;'..: . 10/11/2021 Per AISCMomenl End -Plate Connections (Deiign Guide•I6) & AISCSteet Construction Manual (IS(11:Edi1i6n) Version•.2020.03.20,(Date: 03120/20) By NBG-GS :. GENERAL.INFORMATIOW .. Design Method, (ASD l LRFD); ; ' ASD Allowable:-Stress.RatioASR: .. 1:00 APPLIED LOADS: Required Axial Strength, P, 1.000' . - kips. :. ..Re iiiied.Shear Strength, Vr : :. _ -6.260 . -kips: ; Re uired Moment Streo h At : - : ' 20.610 ft=kips. :. Required Column Axial Strength, �`- ' 6:0-00` .. kips. • O .: BOLT INFORMATION: .. 'Bolt.Material. A325 Bolt Diameter, fib': _ -'%"p - .. Pretensioned? . .. "', Bolt Dimensions: ' .. .. .. .. . x if Yes' elJ(Yes 'Bolt-Gage,'g.:.:_ChienGa+iieo t . Fl ej a Bolt Dimension, P j :. ` • : 1:25. . .. . in.. Bolf Dimension; P b in.. Bolf Spacing,'S. An. ' •Trio Bolt Unstiffened (Flush) SECTION GEOMETRY: LEFT . • Beam Slope: 0.00:12 . RIGHT Section Designation: .' BU Section : BU Section. ' - . Web Depth,: dw.: (WF= Total'Depth; d)...::. 8:5. ' ....in.: ', :&75 . in: :Web Thickness, t;,:: O.1644: ' 'in.: : : STIFFENER : 035, : in. . _ Flange Width, 6!:. 6.0 in. a, . 5.0 • .in: Outside Flange Thicknesstof:'. :. _ 0.5: - ' in.: zu", 0.375:: in.'..'Flange :Thickness t •0;5: '. in. r 0.3775: • 'iti.• Column Stiffener Information: Stiffener Designation: -F3.25 .. O� Beam -To -Col. Beam -To -Beam ..Stiffener to. Web Weld` .. - .. FWS3 END=PLATE INFORMATION: : P1ate.Widthb ;.. 6:0' in.. .. P1atb..Width,..bP:::• ' 6:0 :.' :in.. ..: -Plate Thicknes$, to : : 0.5 .. .. 'in.. " ::: ' .Plate Thickness,'tp : - • 0:5 , . ..in. . - .. Plate Yield.Stren h F. gt , n, : 55.0 ksi. _ _ Plate Yield Strength, F Py ; 55:0 ksi:... • ' tp required for "Thick Plate" behavior:: 0:4882 . in. - tp required for "Thick Plate" behavior: ,' OA911: Weld Information:: Weld Information:..: -.Plate -Flange Weld; FWD3. Plate Flange Weld:. FWD3 Plate'Web Weld:: : FWS3 ' . Plate Web' Weld; .: WP13 EIid-Plate St►.ffclier Inforriration: Enil;1'latc Stiffelicr'ilnfol niafion::: Stiffen.&' Designation;• :: None:'. $tiflelT4i 1�esiona'Uprr::- •. Stiffelief Weld`. ': " Nt�7ie SfiPfen�rWeld:".' None Stiifcnci Lc7�gtb: : ; in.: StiffenerLengtli; : in: A37- ProjecfNo. ; .. ...K21�80744A ' .. B.U-11L.D I N.G:S G-R O'U. P: _ Description ; ....Extension connx. Line'1 ' • : A DIVISION OF NUCOR CORPORATION Engineer. gDate;'.. ' End-Pla*b MWmentConnectionh- s-(AISCWEdition)... .: 1.0/11/2021 :Per AISC Moment End -Plate Connections (Design Guide 16) & AISC Steel Construction Manual (I RIt Edition) ' Version 2I 0.03.20.(Date: 03%20/20) By NBG GS . EXTENSION CON NX. LINE: 1. GENN ERAL DIMESN IOS ; ;. bP Standard :Bolt Dimensions::: Namlier-of Bolfs, p:: '.: Bolt Diameter; do : 3/4"o, A325 '..i .. .. a:. .. Bolt Gage*.g; Bolt•Dimension;.P' :: • .. i 1.25 in...... .... Bolt Dimension; P fo :....:: in. .. Bolt.Diinepsion; S:, : : in.: 1vlinitnum Edge Distance, de :.'•'in ... Maximum Flange Thiclmess, tJ :.0.3775. in. Q. WEB Distance from nth -bolt row to O'n er,of.end-plate, zn; .. . WELD Distance from oatside'row;'x o•:.' in. t;P : .Distance from:l" interiorrow,.x.,'. 3:125. in. cE: Distance from 2 .. interior row, x 2.:.. :. J. in.. �... Distance from 3rd interior row, x 3c in. ....' .. STIFFENER �. g .. ..': .. TWO.= BOLT • FLUSH' _ UNSTIFFENED' tof': ff'..'.• .. .Left and Right Connection Plate Dimensions: Left'Inside Flange Width: 6 in. .Right End=Plate Width,.bp: `•- 6 in., Left Inside Flange Thickness:'. - .' .0.5 : -in. ' . .Right End -Plate Thiclmess,:tpi . - 0:5 in: :.. Column Stiffener to Flange Weld: FWD3' . • ' .' Righf•End-Plate Flange. Weld:: - FWD3 Column -Web to. Flange Weld: FWS3 . `• Right End -Plate Web Weld: ' . WP13 End -Plate Length; l P.- 9.505 ' in. ' . End -Plate Length; dr : 9.505. Am Column Stiffener Designation. :: F3.25 Column:Stiffenerto Web Weld: ' FWS3'. End -Plate Stiffener.information; Additional Column.Stiffener: ' . None ' ::. " Right End -Plate Stiffener::: None Additional Column;Stiffeuer- Weld: None Right End -Plate Stiffener Weld::. . ' :: : None: • .Additional Column Stiffener Length: ; . . -- :: in.' . ' ; RightEnd-Plate Stiffener L ength: in. :. A=39 A. Connection version..12A.2IRI ' .. .. .. .ANElAEi9effikzQAI ,. ::..Global Parameters �. Descript►on: Project -Title, ;: ".:.. Kings:Corrimercial.Center Bldg.'1 :. C. qmpar)y,. Nucor•Buildin S stems " 'Designer . •' .. ' : '. .. , ' dosh.Hunter: :.'• ` : Job.Nurriber :.: : ,. - " . K2180744A -' .. '- ;' _ : .• Notes Global Param" eters - `Soliution: Design Method: • . ' :.: : AISC14th (360-10): ASD.. :.: Bolt Group.Analysis Method .. - i .: : Center of Rotation . Weld Analysis Method i . :' :.Center of Rotation ".Consider Bolt Hole Deformation? : " . ' : : Yes Check Rotational Ductility? :. Yes CheckWeld Filler Metal -Matching?. Yes, -Full Shear Eccentricity Considered? : No :. Panel -Zone Shear Deformation Considered? ' No -Check Weld Rase. Material Thickness?. Yes Include AISC.15th 0ut_of Plane.Web Checks? :. No - Reduce Available Bolt Strength by Pry' ing Effects•Factor Q? . ..? No :.. age..' of 28 A 40 • - Note: Unless specified,, all code reference's -are from AISC 360-10' im - L it State ' . Required'.:., " ., - Available Unity Check : ' . Result Geoetry' Restrictions at Column: m PASS ' 'Check Mm Bolt'S'pacing Pass' Conditioni.Smtn �- (2+2/3J.*doolt (J3:3J. •.' :3:0b in Mlnboltspdcing :dtiolt •' ..:..'• '. `:: '.: 0.75•16 .'• • ; Bolt diani6ter-' .." Check Max Bolt Spacing . - .'..: :'.. Pass i : -Condition: Smaz�= min(12.OD in;.24*tJ. :.• Smax ' : .. 3 i :: - Max boltspacin'g: (Column) -Thickness' goverding. element (Column) Check:Min Edge Distance :.. Pass • ' : ': Conditiorir ED.'m��>= EDa/iow Check Max Edge; -Distance.. : •' ; Pass j Condition: ED - <= min (6:00 fn,12 *tJ. (13.5max J: ; Beam Weld Limitations Weld Max/Min Size, Length ; :: PASS .... .. .'...(J2:2b) ' :Check Weld Min' Size • ; ' ... • • • Pass. : • ...: :. .- D: ,, .. : • : ".. • : • ... 0:19 in' ... • ; ... Weld size " D " : `0.13 in " :' ' : -Min -size allowed ` TableJ2.4 . ' : - .. min ' P 0.15•in : Controllin, men berthickness- :• mm :: .. g Check-Weld Min Length :. ::Pass •; '.• Condition: Lmj� 24.*D perJ2.26. :. D :.. :.. 0.19 in : :'.' Weldsize. :. . L'm10 • . '.:.: 8.50 in.; :. :Min .weld segment length Check:Weld Mix Length: Pass.. •' ;: Condition:.Lmaz:�100."D .:.. . `.: :D... :"..• .. :••'.. - - .. : `..0:19in ... Weld 'size: .'.• ,. L .. ".. 8:56. in: • . `• • " :' •• Max weld segmenf length. ... max: Rotational Ductility, Erection Stabili :- .ChickRotationalbuckility --. Pass • 6nditionst'<=5/8" t ' :- -0:38 in Connector thickness• Check Erection Stability - ,: :• Pass Condition; Lykdes)/2•- " 8,50 in: Connector.length {vertical) . • - :.. • , ::: d! :. ; • : '16.38 in .. .. Beam depth ; .... .. • ` k .• .. 0;00..in • '. ... Beam fillet -"... des . 'continued on ext page:.: . n' Page.2 6f 28 • Lean-to.checkcompression ASD Results Reporf (continued): Limit State:: :Required •;.. Available. Unity.Check:: Result'. 8.19,in .'. ' ' Min connector length .. . Beam Shear Yield . 20:00 kips.:.- 21:19. kips 0.94- - PASS R - = 0:6 *F *A *C .. f1:= L67 (G271) y gq v F .. _ • : 50.. ksi :. - Minimum yield stress of material' Y A - Gross area subject to shear. • : :' :'.. .. 2.69 in? gv. .. : C�' ::: :• . 0:44.:I .. • '. ''. Web slieor coefficient Re/fl : • .'.. ..:: .. : •. .21:19'kips . :: 'Shear yield strength ' : .: - :.... • ... • _• .. • ;. Plate Shear Yield 20:00 kips.".:91:80 kips 6.2Z' . PASS . Rn = 2 * 0.6. *FY*Age.. II =.1.50 (J4-3) Fy '• ' ; : 36.00 ksi .; .. - :: Minimum yield stress.of material: A ' Gross area subjecftoshear : . " 91.80 kips.: Shear yield strength.:. Beam Shear'Rupture ; . 20:00, kips :• 52;37. kips :• 0.38 _ " PASS Rj =:0.6 *Fu*Anv .. II =.2.0 F� 65.00i ksi ' .: Minimum tensile stress of material 2.69 i ji? ' Net area subject to shear , R /f2 . .' '. 52.37. kips' : : Shear rupture'stiength .: Plate:Shear. Rupture at Column- ; .'. 20.00;kips :.: 76;67:kips: "0.16 :.: -,'PASS R� = 2.* 0.6. *F"u*Anv— Fu 58.00 ksi: " •• = .Minimum tensile stress of material .- Anw :. ; . : : 2.20 in Net area subject'to shear R /A 76.67f kips : • Shear rupture strength Beam Axial Yield . • :: 5.00 kips '• ', ' . 134.85 kips :: ' -.' :0.04.:.: PASSM. I:. -50.00 ksi- - :: Minimum yield stress. of material ' • - _': A .' .i^Z .45 Gross area subject to.tension . R� 134.85 kips :. Tensile yield strength. , .. ' Plat 'Block-ShearaiColumn .: 20,00!�kips.': ,`.. 81.83 kips..'.. . 0.14. ' : -'-.PASS. '.. R =2•*.-min0.6*F *A ',0:6*F•*A +U *F-*A A=:2.00.- J4-5: n... . . . ( u:.. nv. Y Bv� ... bs . u.• nt �. .'... .. :. . �. 2.72 in2 ' Gross -area 'Subject tosheor. .. Anv : :.: 1.90 in? 'Net area subject to.shear ' . Ubs Uniform tension stress factor. ". A : .... :. Net area sub" ect to tension nt -•.0.40inZ .. ... 1 F :. 58:00' ksi ' - • ' Minimum teiisile stress of material u. . : F : :: 36:00 ksi ." •:: :Nlinimurn yield stress'of material v Rn/f! :- 81'83.kips Block shearstrength: • Bolt Bearing on Column 20.00 kips.; .. '. `:: 71.57 kips. : .. 0.28.:.. '. PASS - - Rn'- 6*R .. pacin : • .. -- -.. 0 = 2:00' : (J3-6a) ns g 0:75•in- '. ': •' ' :: Bolt'diarneter F� :: : :: :: • : 65:OO.ksi , '' Minimum tensile stress .of material 0.25'in ' ' ' -Thickness'of material " Lc -spacing : :2.19' in : Vertical distance from edges of adjacent holes • ' . ' .; R 23.86 kips ' ' : Strength: -at spaces.= min(R• � • R - R .. n-spacing.. - � � .. . - n-spacing tearout n-bearing`n bolt • �, continued on -next page:.: Page. 3 of 28 A42 Lean=to.check.compression; ASD Results Limit State:: Required Report (continued): ... , Available . `:: : Unity:Check:: Result'. R .: : -: 29.25:kips'• ';; Bearing=:2.4*d*t*F ' n beating.. • • . -. u - R _ :. .. 42:(6 kips.. Tear out at spaces.-1:2 *l.. #t#� n sOAOC g=tearout ." c spacing . u . . R .. : : : 23.96.kips : ' .' ••Boltshearstrength R- bolt-Fn'-M' It . n. bolt Fnv: ' - :: - :- - :: : -: " : 54.00.:ksi .' • " . ': Nomindl shearstress:of bolt Rn/i2, :• 7L57 kips :. Bolt bearing strength .. : olt:Beatin ' on -Plate at Column.... .. :. .. 20.00 kips. `: `.. 69.79 kips- ... 0.29. :. PASS- R� 1= 2.00 : (J3-6a) n.edge n sparing . d .. . • . _ . :: : 0:75 in ' .... '',.Bolt diarimefer::: 58.00:ks'i Mir►iinum tensile stress of material . ..; 0:38 ri Thickness of material :. Lc -edge :.: : :- 0.84 in : Verticaidistance from edge of hole to `edge of material.: : - Lc -sparing. :: 2.19 in. ; .. Vertical distance, from edges.of aOjgcent holes . •- :.' Rn-edge. '22.07 kips •.. ;: 50erigth at edge="min(Rn-edge.teatout� Rn=beariny Rri-bo/t%" , ' - R ' • 23.86 kips'. Strength at spaces'= min R R R n-spacing" .. (.n-spacing-teorouE� n:bearings .n-bolt! - ' • .. n-bearing . : p.. g:— u . . �... • . - .• • �. ' : '.: •.• ' 39.1 ki s:: .: •Bedrin=2.4*d*f*F• •-. ':.' •.� •- :: �• • •�.• ':: �.- - ' : - ::" Rnedge=te�rout :. :' :.' 22.02kips.".• - :. Teorout.atedge=.1,2#Laedye*.r*Fu'.. ' ""Tearot atpo=l.2*Lp*t*f57,09'kiRn-spacingearouti-sacng� R'n-bolt . -• :'- 23.86 kips,; . - • '.' Boltshearstrength,Rn-bolr•=Fno'�Atiolr :. :FA,,.: =. 54.00ksi,. .'•. Nominalshearstress•of-bolt•... Rn/i2 : ' .. : - ..: .. .: • ..: 69:73 kips :: . • .: : ' Bolt'bearing strength : • . .. • . : • ..:: . •" .. . Bolt Shear at.Column.-. , .. :.' 20AOkips.•'. :, . •'71:57-kips- :.•• 0.28••• �• "PASS _:...._ _. _:._..:...... _... _ - - — ----.___.._ ---- - Rri=.2.* F .• *A. sN " "*C . II =.2.00 .. •- , . :' J3=1 nv b. bolt _ - ... • • . ( ) - . F^V ::: ' .: • ..: _54.o0 ksi .. • • .. ::.Shearsfress N type.: • :.: : :A'..: ; .. .: :• • .. _ ;. b . 0.44, p Areao •bolt .. :. J. . f , Nbolt :-.:: • • .. Number. of bolts: :.. C :.. : • :• :- 1.00:I : Eccentricity coefficient ." :... :- .. . Rn/0 ..: :• : - ' 71:57� kips 'Bolt shear rupture strength : Beam Weld Str.'engtli ..'• :: 20.00'kips,... .: 45.24 kips. 0.44' :. ':: PASS - :. `... :ri A".0 *0:928*.p.. *L- -- - - :R/=2 . • .1 ' . .16' . . :.' Doubla' Fillet. :: .'.:: • • .: .... :: - . : • ..: :: .. • :: ` : . • . * FE7D * s * (AIth 2 /2.. 1/16 / f2, .. n 2 00; SC 14. Eqn 8-2b) 0 928 = 0:6 o .. .tgt W3):-1.00 Elecrode.seC4- : _.• D16 :: :. • . `:: '00 Weldfllet.sizhe3e nthsofarf0ch-' •" :L.'.. • :'.. `..: :.. - . .`.. 8:13•in '.. :• •`.. _ .Weldlength .. .. :. .. `-- Rn/a - .. :. ; _ 45:24kips • : - -'•• Weldstrength Column Web Yielding:: "5:00 kips... .46.47.kips: ' .' .0.11 .. PASS' . - .. Rn"= (5.*.k.:+ab)"" FY *aW.: ,- : Q-=1.50 (110=2) ." d' 21.50 in ' .. Distance from concentrated force to 'top of column end" - co1 ":. .'. ' : • .: - ..: : `., 13.50 in'• Column depth' , . .. • ": :: • .: 50:00 ksi- '.. • Minimum yield•stress of column. " t . : 0:16 in' Goldmn-web. thickness' .. : '. ' : • . . w- . k : •:::. ': 0.00 in: - Distance from: outerface.of the flonge'#o:fhe-web toe of the ..:.fillet:':• .••.:. �. -: :•-.•..�- � :� �'.,� :8:50 in :' :Length_of beoring continued on .:next page..: :• • ..A43. �. . -Lean'46 check'ci o. pression ASO Results Report (continued): Limit State : Required .:.. ' • : Available . ' :: Unitjr.Ctieck:: Result :R�/i2 . ..: . ; :: .• : .: 46.47.kips. ..:. - Column, weblocal yielding :. Column Web. Crippling _ 5.00 kips -32'.05 kips'..' '0:16 PASS R�= 0.8*.tw2*.(1t3*(Ib�dcol)*�twftf)S.5)*(E*Fy i tf/tw%0.5 (2:= 2.00_:: (J10.=4.) dead .. .50'in ., . Distance from concentrated force to top of column I .�d: - •. ; • 0.63 C .. .... Bearingaerigth to column deptii.ratio.: . - • - . . `.... .. . - .. dcol 13.56 in • • .: • Column depth :. :. 0:16in'-.. ': . Column:webthlekness:- .' tf:- . :: :- 0.25 in `Column flange fhickness .: . Ie :8,50 �n : : Length of bearing. FY . ':: 50.00 ksi ".. ': .Minimum yield siress.of column- E.' • - 29000.00. ksi: - - • • ' Modulus of.elasticity of column : - R 3205, kips. : •- CO/um, -n t n eb icaacYo age: o • ._ - A4�4 I Lean-to check rom ression:. Connect►'on. Pro ernes Re ort p p p Column/Beam End. -Plate ShearConnecnon ;Connection•'.. . Connection Title . .. Lean-to check. compression Connection Type `^ . :. : -. Column/Beam End -Plate Shear.Gonnection -. -Connection'Category -- - Column Connection.. Bolted . Column -Connection Type-.-_ .. . Flange .. Loading (ASD) Shear Load.' , . .. .. 20.000 kips.: Axial, Wad ..: - : -5.000,kips -,Top Column Dist. :• . 20:000'in: . Column Force 0.000 kips Story Shear,0:000. kips' Rcenteic.Moment Calculation, • I'nclude AI I, Eccentricities .' . . - _Components ColumriSection WD13icW164'xF5.25: -- Material .. A992. .. Hdle.Typ:e - r STD.. Beam Section.. :• = .. :. - WD16xW164xF5.19:. :- :•Material .... A992 Plate Section.. :. P0.38x6.00x8,50 Material.: A36 Thickness . Width . ." ..� 6.000 in Depth' :.. -8;500 in.' Ho.I6Type'.:: ,'. '. STD ..' Column Bolts;' . • ' _,. 3/4�� A3.25-N ,• ; .'-..Cold nin'B'olts ' ' : ; : - A325-N Diameter, in: .. : 3/4 Rows.. .'. : • ..:. 1 ... . Bolts per.Row' ..:: '3.. Longitudinal Sp,acing... :. , . 3.000 in... Transverse Spacing - .: :. 3.006 in . SIip,Critical No.. . T :Beam Weld . .. E70 — - — Type.:: Double'Fillet . - Fillet Size': 3;000 Sixteenths Assembly' Coluinn Weld/Bearri Weld. Dist "a"": 0.375. in Plate Vertical Position:. .. ::1;500 in': Column Bolts Edge Distance Dimensions Column Bolts.Hori Edge Dist. : •� 1.500 in' ' : ': " _ Column Bolts Vert Edge Dist: :.:: .. ::1;250 in Column Bolts/Col Edge Dist., :: - -- :: 1.000 in, •:: �— —-- : Column Bolts Horizontal.Gage 3.000 in. .. .. .. .... :. Paget of 28 _A '45 . Note: Unless specified,, all code references•are from.AISC 360-10 Limit State Requ ,. red' • : 'Available • ' Unity Check : ' . ` Result'Result'.. Geometry' Rest rictionsat-Column: :: PASS - : 'Check minBoltSpacing : Pass' Conditionc 5min �- (2+2/3) * dbolf jJ3:3J S • :'. 3:00 in mip . • ': . .. Min boltsppcing ' dtiolt :':. .. :'..... 0.75•i eolt.diarrieter.' .. .. Check•MaxBolt Spacing .. .:. "..Pass Condition:s .<=min(12.00i►),.24*t). :(J3.Sa)max ... :.: Smax :: .. • • ..: :: .: :: .: 3:00 in ....: .. ' > .IVlaz bolt pacing: •Thickness'of gioverning.elerrient (Columh) " •' Che6k:Min Edge Distance' .. ' . Pass • ' : ' : Condition: ED" �' ED-minnlloty :- Check Max Edge. Distance. - - :.: Pass I •Condition:•EDm -<= min (6.00in,12*t)' (J3.5)- ax .. • . ' :: Beam Weld Limitations .. ... .: Weld:Max/Min Size, Length : :: PASS (J2.-2b) • :Check Weld Min, Size.: ; .. :..' • _Pass D:.. . • :. :- .. :' • 0:19-in' ... •Weldsize Amin : 0:13 in ' .' • -.Min size allowed per TableJ2.4 . ... ... trimin 0:16 in Con#rolling member thickness Check -Weld Min•Length .Pass • I Condition: !miri Z 4'D'perJ2.2b. :'.D :• OA9 in ' Weld size.' •' ,' ,:: Lmiri - _ 8.50 in. Min weIdsegmeni: length Check:Weld Max Length :Pass; . Condition:.LmoX:5100.*D- :..'• . ';: ' M.. . :D... ; .. • .. ; .. 0:19.in :••`.. Weld -size:.... 8:50.irr •''.. • :.. • • Max weld segment7engfh.: ;. RotationalDuctility;Erection'Stabili :: PASS ty. ..... :. Check Rotational buiiility • : Pass Condition: f <=5/S" t .: : .0:38in '. Connector thickness Check Ereetion3tabilty ., ;' Pass ConditionrLy>= (d.-:2* kdes)/2 :• 8,50 in.: Connectoriendth (vertical) :16.38 in .... .eeam.depth.. :: :. . :kdes. ... • .O:OO.�in ... Beam fillet continued on -next page..: :. .. Page.? of28 :.. _ 'Lean'46 checktensio►i:'ASD 'Resuits-'Report (cghdnued): : • . :.: - Limit State;: Req fired .: Available . Unity.Cfieck.: Result :.. F ' ' :. ' • : ' 36.00.ksi ' ' • : " ' . " Minimum► yield stress. of material . • ' - ; : '' ' ' : - y.. :.: '.. • R-(1 :• ,`.. :.. 81:83 kips.. , Blackshear strength: :- :• . :.. oIt Bearing on Coludih _, . ' . ': ' ,',:: 20:Ob kips :: ;•'. : 71:57"kips: .. : 0.28' PASS _... R 6*R :. 'n = 2.00 (J3:6a) -s n .. npacing d. :0:75 in .' •• ' , . :.' boltdimrieter " :. F� :..' •• :: , . 65.00 ksi Minimum. tensile stress of material. •' - ' :. t ... :.: ,'.: . 0.25 iir: Thickness ofmaterial: .'... - Lc -spacing : - "- =2.19�in - :: Vertical.distance from edges of adjacent holes.- -.. R ` • 23.86 kips' Strength' atspaces = min(R R' R n4eacing n-spacing-tearouy }n-bearing, .n-bolt! R .. 2925 ki s :: : `Beorin=2.4*d*.t*F' : n-bearing . .' .. • ' — u R ' • :- ' 42:66 kips.. 'Tear out.atspaces.=1.2*L n-spadng-tearout i .: : :. , c-spacing- . u• , Rn=bolt '. 23.86.kip's -. - ..Boltshear sirength:Rn6oir-Fnv'Abolt '. " V. ; : `51.00 ksi .:.. : ' :: No shear -stress of bolt : R�%� :..:: , . : • , `.. : • .:. 71.57 kips • : • . • . , ' Bolt bearing'strength .. Bolt Bearing oh Plate at.Coluinn' 20.00 kips : • " :: 69.73 kips . ..:: ... 0.29: ' : PASS * . Rn - 2. Rn edge "+:4*Rn spacing.. i) = 2.00:. " 10-6a)- . . d ... .: - ' 0.75 in.: .• BolVdiarneter" .. • " ' -: " F„58.00 ksi Minimum tensile stress"of inateri6l: 'a.'.. " :.. • • • ''.: 0:3i3.in . `.. • Thickness:ofinaterial' •." , : :. . Lc -edge 0,84.in •''.. ' ; .: • • °Vertical.distance"from.edge•of hole'to.edge of•material, - L' - " '2:19 in' . Verdcnl.distance from edges of adjacent holes :. g :. 9 aring%.. n=bolt..: Rn-ed ,e_ : '22.02:kips-. Strength at.edg'e = min(Rmed e-iedrouy Rn-be R R' . ::23.86 kips Strength nt-spaces.=-min(R' = B R "- n-spacing . • n-spocirigcteorouy n-bebring�•, it -bolt :.R 39.15;kips Bed ring . n bearing.. '. : • .. u R - . : ::22:02 kips.: • :.: • •Tear• out at edge. =1..2 *L _ . *t4 F ." n-edge-teaiout - ' c edge • u R : 57.09 kips Tear out at s aces-=1.2*L' *t-*F " . - .. . n-spacing=tearout : p p - c-spacing - u R _ 23:86:kips . ' : ' : • . Bolt shear strength.R _ =F' *A n. bok n bolt • nv.. bolt F' v _ S4.00 ksi .. • Norninol shear.stress ofkolt ' . R�/fl .'.... '. 69.73:kips. Bolt bearingstrength; Bolt'Shear at.Column 20:00 kips.. 71`.57. kips :'.. .. 0:28. • :'.. ' . PASS ' ' } ._ • _' R'' _ 2' • F *A N *C - f)= 2.00 n ' nv b . 'bolt' • Fev . " . " , :, . : 54:00, ksi . '' ' Shear stress _N type...: .. . : . A' - ; .: .. • :0:44 in?' ..: :'.: Area of 4olf .:.. • N.bolt' :... • - 'I ..: , ' :: . ' Number'of. bolts • .. .' • :: . 1:00. !:: • _ ... • .. Eccentricity coefj5clent Rn/f3i :. 71.57 kips.. • .. ":• .Bolt shearrUpturestrength .. :• , ... :. ,, . .. Bolt Prying . ..:: .. : :• .. , • .. ' . , . No Prying . . . ;, . p.q_ (AISC -Check-PlateThickness:. :.". `.: Prying not ::; Cobdition::tmi'<-tpiare . • � � � •Applicable - t. • .:. :0:38 in. ... ;Plate thickness' . plate:• .'.. - .. • "' ' :., -5.00 kips : ':: .. User input azialload • • ... •' .. ' Fu' .:...: ' :: " . _ • . _. . 58:00'ksi... • . ".... Minimum tensile stress of.moterial. nb . " : • ,.. ;'.. • .. " : _ .. 6 . " • ' : '" .1Vurdber of bolts . ".. • , _ • - " :Tbolt2:29•kips . • : . ' • . ' .Tension Load per tiolt dUe to moment (See .'BoltTension Check') :• . .. - :' • • . . • .. hued on next page:.: ' cond .. .. ... Page.9 of 28 =: _ . " . 'A 48 Lean=to. check tension: AS-D Results Report (continued): ; Limit State;: �Requ.'ired ,:.. khilab.le . Unity.Check-: Result d .b. . .: 0.75,in .'• ' ' Bolt diameter .. .. .. d .. :. 0:81 Bolt hole dicirneter . :. hole ' b' 1:42 in ' - Dist6nce from bolt centerline tothe face bf the- tem b' .. ... e f an he•inner' dge pf the,bolt hole. to the face of the 1:04in'' '' . D t e ' :. . st-db:%2J::. :. p .. Length pf flange tr utary #o a long the longitudinal . i .• •:3 00 in :.. ili ach'bolt:a :. .. .. - , �... .. : axis of.the angle . • ; .. : . :. . :. T 3:13'kips ': Totadtensionforce.with•rrioment,:T.=.Tbolt+.(P/nb). t " :: 0:35 in .•Minimum thickness re uire.•d:to-eliminate in action 'tinin _ min .. ; , 9 PrY g ,. :. „.• Bolt Tbrislob at Column ... .. N/A. '. 'A'- Fnt * Ab . • II = 2:00 (J3-2). : .' Check:User Note.Limitc :: frt%(F,nt/12) <=,0.3: _ :.; frt T.07 W . - . Required: tensile stress =. (Tboli-P/nb)/Ab - , Fnt:.' :: : 90.00'ks'i . No'rriinal tensile stress,:per.Table J3.2 ,.. ecause frt/(Fnt/!1) < ;0'3; the Bolt' ..'T ens ile.Check•is,not required. V. 20:00 kips : Userinpui sheoraoad : , . F • .:.• .: , . . ; •: ; ; :-5.00jkips ..:: User input:axidlload. ' Ab :: - • - : ; ' : ; : - Bolt:cross:sectional aced : : . 0.44' in nb:' . :• : .6 ;. Number- of bolts: 2:29kips .",: :. Max tension. loadperbait due toeccentricity.=(6.*Me/(b*d?. Me :. 12.19; kips -in Moment due to eccentricity = (V * ex) _ (P. *.ey) :.ex' = .. :• 0.00 in 'Horizontai eccentricity ey. • 2.44 in. : Vertical eccentricity b .. : • ' 6:00 in Connector width. :.d :• ; , :• :• 4.25 in : Connector•depth. .. . At... . • lliloximum tributary area -per :'.. '... 8.n? k'_eff:: .• . 0:41 �. ':: Coefficient correction.fdctor.. .. Beam Weld Strength .'.. • :.. - 1:50.kips/in : � , .. 2.78 kips/in, `.. - ... O.S4. `. . `... PASS. RnIq =-C, * 0.928'* bie: Double -Fillet. O'928 = 0.6 * Fe7o *• 2os/2 * 1/16 / Ll; .. D=2:00 . (AISC 14th Egn.8-2b) . . - ' C ; . 1,00 ' ... th i.. ..: . • _ • ... Electrode strength coefficient (AISC S4. table 8-3) :D•1e. - .. ,.. - 3:00.. - Weld filletsiie in sixteenthsnf an inch.. :. r U 1:23-ki s/in. 'Re uiied.stren tli o • the weld orin- lane. orce . - P. 9 9 f 1`. P. J{ 0 .:. P q 9 f f Jr P f (tensile) r :.'. ' : 0:86 ki s/i.n; : . Re uired.stren th o the weld or out-o - lane force." .. - .rid ' ..: :. 1.50 kips/, i n :Resultant force. rid=:(r�2.' roz)' 0. Rn/El::... 2:78kips/i6Weld strength: : - Column•Flan'e Bending,* S:OO� ki g .. ps .. ... 11:70 kips ... 0:43 ... PASS . . Rn.=6.25 Fyf.* tf?, f!.-'1:67.' . (J10=1) . :send . 21.50 in'. Distance from concentrated force.to top of column' F . . 50:00 ksi Minimum yield.stress of column.... '.... . . yf tf ... 0:25 in •• Colur b flange thickness".. ,'. : • ... Rn/f! ....:: :.11:70:kips . ' . ' . Column fldnge local trending . - continued on next page..: : .- Page 10 oft 8 ,. A 49 lean=to.check tension: ASD Results -Report (continued):: Limit State :: Required ... • . ' : Available . ` • : Unity.Cfieck; : 'Result Column.Web Yielding : 5-Wkii ps.'. ... 46.47• kips ".. 0.11 PASS :. Rn = 0 k.+ lb) * FY.*•tw � .. - .02 :I.50. � •'(J10-2) -. deed '.::: •" .. Z1:50 in. , .:: .Distance. from.concentrated force to top of column. .. acol ... :.: .• :.; :• i3: : 50 in :• Column depth• F :' .: :50.00 ksi - :.. ' . Minimum yield stress of column aw.. :.. `.. 0:16.jn • '. column web thickness. k O:OO-in • . Distance fromouter face of the flange to�tfie web toe of the . :. . . fillet ... : • • ' . • .. I :.• 8:50 in. - . Len th o bearin :.. 46.41 kips:: Calumn:web local yielding: A 'S0 iddn-to check -tension Connection.'Pr..operdes Report . e ." Column/Beam'End.-Plate Shear Connection Connection. Connection �" ~^� Lean-Lean-tT�o�check.tension:.��^—_� - - Connection.Type . ' -Column/Beata End -Plate Shear.Connection Gonnection'Category - r - -Bolted Column Connection" .T Colu-Connection Type: _ mn-� Flange - Loading (ASD) Shear Load.. .. - 20.000 kips.. . Axial, Load . w_� :. -' -5.000 kips .. . . Top Column Dist 20:000'in Story'Shear.' .. : -' .. '0:000. kips ' EccentricMoment Calculation.' Include All Eccentricities. Components .. �T -- ColumriSection" ..' : -• - WD1RW164xF5.25 -- - . Material - .. - .. A992 Hole Type . STD.. . ' Beam Section..: WD16RW164xF5.19• ' Material . A592 Plate Section..T .—{ P0.38x6.00x8,50 Material.. A36 Thickness : .. 0.375 in. Width —L--.' 6.000 in Depth -�� '_ ..8:500 in.. Hole Type . • .' .:. . . STD, Column Bolts; - . 3/.4:' A325-N - .- Colurrin Bolts ' -A325-N ' Diameter; in: :.. • .. - 3/4' -- - . Rows . 1 .... . Bolts per. Row, .' ,:: 3.. Longitudinal Spacing,. 3.000 in.'*,' - — ` Transverse Spacing . .: 3.000 in -- - - Slip Critical,. ~�^ No. - -- — .Beam Weld .' .. - .. E70 Type: Double Fillet . Fillet Size: ' .3;000 Sixteenths Assembly .. Column Weld/Beam Weld. Dist "a" 0.375 in Plate Vertical Position:: .. , .. :... ::1-.500 in': • .. .Column Bolts Edge Distance Dimensions 'Colurnn Bolts.Hori Edge Dist. 1.500: in. ' Column-Bolts.Vert Edge Dist: :: 1150 in': Column Bolt§/Col Edge Dist.".' '.' 1.000 in' Column Bolts- Horizontal. Gage ' 3.000.in. . •.. ... _ 'Page 12 oft .`A SI i Skew•connx-cope cheek::ASO.Re'sults - .. :. ... Limit State:: 'Required••; Report. continuedJ: .. • .':; Available . • :: Unity:Check : Result. .. :. • :C,;.:.. .: : ;: 0.65.:.'• '- ;: Web shear. coefficient(G2-5): R ' L 23:78 kip§..: : - Shear yield strength : • . -.. • .' .. • • . : • •''. - • :.. :. CIip:Angle Shear Yield -'. ' . : • :'; . ' .:20:00 Rn = 2 # 0.6 *F *A ' . e� kips, ,:: 99:16 kips: : 0.20 .::.PASS 0 =1.50 :. F -36.60 ksi ; - . Minimum yield stress of material.' .: : ... - . - . 3:44 nz '. Gross dreg subject#o sheor : :- R„/f2 ; - .:: •`.. - ..:: 99:16-kips : ' - ::'ShearWeld strength: - .. Liam Shear Rupture . ; - ' .. 20:00 kips.. 29:15 kips 0.69': - • ' P.'ASS '.' • ' R - 0.6 *F *A '.'A =.2.0 T jJ44) n. _ u nv. F. :: '65.00 ksi-,:..'• - ' •: Minimum tensile stress'o _material. u f 'Anv: :. :.1.49'11n2 ' .. Net area subjectto shear*. '• : ' :• • - '... •lib/t? : :•' ; .•': • .• •".:.. � - .. 29:1'kips •:: ',� 5hearrupture•strength-•...- • -.. • : •.. • :- - .. - Clip Angle Shear Rupture: at Beam • .. kips. . 83:05-kips: 0.24 :. :- PASS '. .... '..: 1.,. .. 1• R -'2 0 6 F A 'n =.2.0~.. .-- * *.* n .. u nv ''.. :'.. • Fa'. -58.00 ksi:'.. • `: Minimum tensilestressofmateriol .' . • :' :Anv: •2:39'ipz Net area subject'to shear : R�/f! : ; . : • : .:. - 83.05 kips: : Shear rupture'stiength' Clip Angle -Shear Rupture. -at Girder- . :.: : ' 20.00 kips, :' .: 83;05.kips : 0.24 :. . PASS •'.R�=2.*0.6!F' *A' F� • :58.66 ksi.-• •- :: - .Minimum tensile stress of material .' - • A• .. • . • .: • : : - Net orea sub "ect to shear . nv '.' 2.39'in� .• J 83.05 kips Shear rupture strength ' .. ::.Cli,p'Angle.BlockSheat.at-Girder-... _'.: 20.0 kips'.':: -:.- 76.71kiOs' :0.26'.: 'PASS R.._2 n _ *.[. min(0.6*F'A%A . 0.6*Fy*A�)..+ Ubs*Fti*Ant ] ... 0=:2.00 : (A5) : AgJ :' . . - ' :. ' ' • 2.97 iriz • Gross area subject to.sheor.' pnv ':: .:-': 2.09nz 'Net areasubjecttoshear'. '... U.bs :. : :1.00 Uniform tension stress factor `:pnt. • ...:. . 0:22•in? . • : •:. Net drea'subject•to tension:: .' F58:00 ksi'.. "Minim, •um tensile stress of material '.'. .'.. Fy. . '' . ' : ; : ,:: :. . • 36:Oq.ksi ..:. .. : . Minimum Weld stress'of material : - _ .: - ...... `-st�engtii :. - R'n/f2 ,•'. : 76:7lkips`. '.•'.. --'Blocksheo ... Beam'BlockShear ' ..'• ' :';: .. - :20.00 27.95 kips,'. .: 0.72 ..: :.: PASS. '.: R •.- [ rnin(0.6*F' *A' 0.6*F *A...) * U *F.. n -. u nve y gv bs u*A�t.]. -'.. f1.= 2:00': • (J4-5)' A ` 2 n Gross area sub'ectao shear: : :- .. Anv .. ` . :•' 1.18inz ' :Net area:subjectto'shear..:: .. ... `-: Ubs' :.' : ' 1.00 :.' Uniform tension stress factor= .: Ani .'.. :.:: 015 ink :.: • Net area. subject: to tension.. ::FU : • • 65.00ksi,, ,'.. • Minimum: tensilestress'of.material . • '.. F,y . ; : ' ' • - S0'00 ksi - :: Minimum yieldstress of material R •/II'': : :: . 27:95 kips:.: • . :: Blockshearstrength ' -... . :.'. ip Angle BlockShear at -Beam :. 20.00:kips ' • .' • ' : • .81:25 kips. 0;25 PASS'. Rn'=�:*.[min(0.6*Fu Anv+0.6*FY*A'- Ubs*Fu*Ant] f1.�2.OQ:. _(J4=5)` � ---- - - 2.97•in. J ' '• Gross area sub "ecf'to shear : .. :. : • .. A ' _ ' :' • : z :., continued on next page..: . :• . - Page• 14 of29 � � • :- Skew connx.cope check::ASO.ResditB Limit State: Required Report "(continued): "- Available . Unity Check:. Result . :.A : - .. • Net area sub'ect to shear .. Utis ' :.. 1:00.� : • • ... • ' .• .. 'Uniform tension stress factor :.. • . :".: i4ni : : • : , :', 0.29 in2..:'. -Net grea'subject'to tension, - FU• : : : 58:06.ksi ..' - Minimum tensile stress of material •' • Fy '• :.: :36.00 ksi .. Minimum yield stress of material " : Rn/f2 :: . ' ; : 8135.kips • :: '... - ' Block•shepr strength Coped .Bearri.FlezuialRupture'. 20:OO'kips• AIM kips' . .:'. 0.48 . " : - PASS: _..._.._.__.: ;_,--.__.._..-.........._._..__..,_............-...._.............._ _....... , .:......-_...__......_,_....-.. -_ .,...:.: _.._....:...-..-..._... -: =-: _...... : ----.__....,_-..._..._................_...-._._, :.;._._.. _........._,..__._.. R,;.= F- *S •fie:.:: .. f2:= 2.00.: : u..net.. :. - - (AISC-360 05 (13th) Pg 9 6) " :• F�. 65:00 ksi :• Minimum tensile stress of material Snet ": '6:4Z, Ina :' .. • • "- . : "-Snet-llY."'"max elastic section, modulus of the..cross section' .. :e"'.. " : : " . 5:0O.in • "'. Distance from. the fore of .the cope to the point of inflection- Mbmeht of inertia•with respect to thdAeutral axis.. • Ymaz ': :", : "" • •8:52 in ' ; ". Maximum distance from'theheutral plane." " ha : : : : 12:49.:in Ovetal-depth of coped section '-" VC :.: :• -' • : 78 iri . .. neutral plane :2: :: Position of the :RriIA. •' •• `:: :. .. 42.06.kjps ::; Coped beam flexural rupture: Coped.Beam.Local.Wieb Buckling 20:0 kips 29:88. kips 0:67• . PASS ." :. _ R�,= mm(Fc�,.FY):* $net�e" ": - n:=1.67:: : (AISC.14th Eq.•9-7) :• ... F - . - :.: .• .. � 38:5ti:ksi �.'" �� • cr'.. - :Available buckling F j =;Fqr `(ty, /ha)Z'*f'k/(12"(1=v2)i ' ' FY ". : - .: :50.00 ksi ,:.. :: Minimum yield stress.of material :: -.- " ' 'S.net •' .""" :: '. : 6.4Tin3 Sriet-lrly: elastie-section modulus'of the.cross'section• ,. :. e 5:00'in': :.' :: :Distance romtiie ace'o the co.eaothe' ointo m ection`: f" f f P p f fl E .. : ' :: . - ': "; '2900.0:00 ksi : : Modulus:of eldsticityof""steel: 0.16 In : "• . Bean web"thickness :: ho •:. :• `" " • .. .12.49 in .. Reduced beam depfh : 0.30 Poisson's ratio .. f .. . 0.59 :Plate buckling model, adjustment factor, . " k. :. " .. :14.40 Plate buckling coefficient:. N/f2 - ..: : - 29.88 kips :.: Coped beam local web buckling • Bolt Bearing on Girder ` . 20:UO kips.. • ' .: 76:75• kips :.. • • •'. 0.26. • " :.. • • . ": . PASS .: " • , . ,'.. R = 2"3"Rn:si _ 12 = 2 00 (J3 6a) � n. n spacing • :.1.00'i5 : • . " Bolt diameter: F.u:',: r ': :65.90� ': : "Minimum tensile stress.ofmateriol. ..t :• :: _ 0.16in Thickness•ofmaterial 2.94 in• :"'Vertical distance from edges of adjacent holes R.i 25.58'kips Strengtootspaces-min (R- ' -teout�.R n• -bearing. : I?n• -b.oltn-spadrg-n-spacing = 24*d*i*F .ks. B n-bearing 258,. earin9 — R _ 37.58 ki s- .: " . - "Tear out of s aces"=1:2 *L- _ - *t*F " : - n spadng46rouf • •. . . . ': ' : • p P c sp,, . u R _ :: : 42:41 kips.--. `-. Boltshedr'stren th R• _ -F *A n bolt p 0 .. n b6Ii= nv: bolt.. Fnv' ' :• ' 54:00,ksi :.' •Nominal shearstressof bolt R^fe : :705 kips : ; Bo/tbearing strength. • ; :. :• Bolt Bearing on Clip Angle at Girder -- . . .. 20.00 kips'. 105.93 kips- .. 0.19 ... : - PASS.' R • = 2 s.(1 R... + 2*R • ' • } ". - - n i— 2.00.......:. edge • ..• • n-spacing . d ;' ' • .• : :'. ;' _' .'.1.00 in •" .-Bbkdidme'ter. FuSS:OO.,ksi . ' . ' . ' : Minimum tensile stress of material . ." .. continued on next page..: " age" o :• _ 0.31�in.. :.: Thick'ness:ofmateriol . `;: .• Lc -edge .0.97lin: Vertical distance.from: edge. of hole. to'edge'ofMateddl L `. c-spacing' : . -2:941in :'.. .Ve. coLdistonce . medgesofadjacenthGles R. ... n-edge ' ..- - 21:10 kips - , : " Strength at edge = min(R � _ R _' R n-edge, tearout! . n beanny n•bolt�' - R : :: n-spacing' -' •. : - 42.. kips : ., strength at.spaces-:: i- iin(R"' R It n-spacing=tearout ..n-bearing- n-bolt--."' R • : : n-bearing . :• 43:57kips : :Bearing =2.4*d*t*.Fu . Roedge=tearout .. ":. ."•. 21.10:kips....' Tear out at'edge-=1.2*Lc-edge*t*Fu R ". n-spacing-tearout : - .. 63.99kips.. - Tear out at spaces'=.1.2*L ' *t*F - c-spacing .• u. Rn=tiok.' .... :• .' '; .42.41 kips: :: . BoltshearsirengthRn-bolt- nv*- bolt. Fnv ... ' . :.:.'. 54.00 ksi ': Nortiinal shear•stress ofoolt " Rn/f2 : - : ;. " ." .. _ -' :: _ :• 105.93 kips: - :• •'Boltbearing:strength Bolt Beating on Bearti .: _ --------------- ._... R. =1*Rn ed e + 2*R .... R.. g n-spacing 20.00 kips _ I. 34 91 kip 0 57 :: PASS i2 = 2 00 (J3 6a) •d.. :: • . .. :.1.00 iri : " ": ': Bolt:diameter: 65.0Q ksi ::. :: : Minimum tensile stress.of:mbterinl: i : : - : - • ...... •'. 0.16 in. Thickness of:material . L :: , : • ' •1.461n Vertical distance from edge of Bole to.ed9e.df material .. �c-spacine., :2:94 in . .. Verticafdistbncefrom edges_ofadjacentholes Rri edge :' •• ' . 18.66.klps'• ' ; : `, . •' Strecigth at edge = m►n(Rn-eiige=teorout�- Rn-beaririy. Rn-tiolt�-- Rn-spadn : ". '": " : ' g 25:58'klpS.- ,".. Strength at spaces,'-mip(R�_spadri=tearouf%R�-bearin R g, g: - n-bolt R"-bearing : '• -: : " _ : '25.58 kips-. ' •Bearing=2:4*d*t*Fu• Rnedge=tearout 18:66.kips' ' - T.ear•outdt•edge=l.2*LC_edge*t*Fu:.", Rn=spadn -tearout ..'- _ •':: . - g .37.58 kips Teas' out at _ cspocing:. .u. • _ . bolo "•. ... 84.82,kips: `;: -' Boltshedr'strength R�_boit-2*Fnv*A" - Fn�.. • '' . b4.00 ksi. `.. •.34.91.kips-_ : '- Nominal she..'arstress of bolt `: •:_. '-Bolt'bearingstkL h ... • • . :• .'.. Bolt Bearing on Clip Angle at Beam ;' 20.00. kips 105.93 kips .. : A.19 PASS'...: Rn =-2:* (1*Rn edge + 2*R "..... ) n-spacing .. - . . f1= 2.00' (J3-6a) •'. ' :d .. ... '• ':: ;: '.. 1:OO.n • ". :: Bo/tdiameter:... FU- .. • • ". ':: .. 58:00'ksi'.: • -.. • minimum tensile stress of material.' t • ; . _. :: .• • ,0.31 i.n :.. . • : .Thickness of material ' .. :. .• L : -- ' : • • c-edge . 0:9.7•in : . • .Vertical distance from edge of. hole to edge. of material: ' -• .'I. .. ; : c-spacing. •. • ' .• • � 2:94'in`'. ':•' .. .. .: Verdcatdistanee;fromedges'ofadjoceoiholes . R _ . • _ ; . 21:10 ki s... $tren th. at edge -, min R R . 9 .. g . — �. n-edge-tearout n•-bearinRr g s-bolt Rn4acing"."`:'. `.. .: •' .::' ` ' 42.41:kips -:Strength at spaces=min(Rn-spadng-fearoui, Rn bearin� Rn=66(d R .' .: n-bearing• , ' :43.57 kips.'. :: Bearing =2;4*d*t*F. ..:. . u ::R : " : -n-edge-tearout ''.. 21.10 kips.::• ... .Tearout�atedge._••12*L _ dg *t*F. .. c edge u. R"nspacing-tearout • � .: � � � • - 63:99 kips.:.' •' � � 'Tear out atspaces•=1.2•*L. *t*F' . c-spacing :.Rn-bait' ' •• 42:41•kips.-. •Boltshearstrenyth'Rn-bolt-Fnv*Abolt .• - Fnv.. , . :.: : 54,00: ksi : Nominal shear 'stress of bolt . .. ".. R�/.f1: `.: :'.. - :: :' ...'- " :'105'.93 kips..'• '• :';: Boltbearingstrength, B01t Shear at Girder " .2:* F .*A- *N •-*C nv. .b bolt:. .- 20.00 kips = ... .127.23 kips. :. 0.16 ' ' . .. ' PASS. n = 2:00 ) -Fw :- : :- 54:00 ksi' -'ShearsiressN-type SkeWconnx.cope check: ASD.Results Limit State; :Required•..: Report (continued):: Available Unity.Check;: ..' Result' ,,A: ... , : Area'o ,bolt79 in ".-. . " Nboli : : • .' .. 3. '.I ; . :... Number of bolts :1:00;�: '. :: : �,.Eccentrictycoeffi:cient ... .:: .. R•� f2 '.• . ; : `• '. '. ':.' '. ; ; : '• ,' ': .127.23 kips,' : :.' . eoltshe6r"rupturestrength .,.. ". .".... " ". ' : ". . Bolt SFiear at:Beam. ::20.00 kips 127.23 kips:: ; 0,16 PASS - : nv*A-*Nbolt*C ..:... .. "fl` 2.00:'.: :" .(13-1)'.: Fnv ::: . 54:00'ks, i''. , .. ...: Shear stress N type'. .: A, _ .. Area o bolt "Nbolt ." 3 . . ,:: Number.ofbold c" =1:00 Eccentricity coefficient : :- R�/fl :- ' :. 127.,23 kips;- :• Qoltshearrupturestrengfh .. " Bolt. P'rying.' . ' : ... .... :: No.Prying.'• (AISC 10p.9-10). : 'Check'An0 Le'Thickriess:-: : P in B ry not.: ': Condition:-t .. <=t 9 min on le tangle' • "' :'. : 0'31 in ". :Clip angle leg thickness. - P, 0.00' ips:.'• ' User input azialload.. F� : 88.00 Rsi ' Minimum tensile stress of material: .,nb" ".-.: ; • •6.-., ' Number Of bolts ...• . • Tbolt : " :: ; . 3.16 kips:" -.Tension toad per•bolt due to,momerit (See -'BoltTension Check.') - :- : db• ::: 1:Ob in . .. Bolt diameter :dFioie • ; :: 1.06 in .'• ', ':: Bolt hole'diarrieter. ` b:".1:44.'in; .'.. :'.:-Mitancefrom.boltcenterlineto.theface.ofthe•stem .',. :. .. - ... • ante from the inner edge of the bo t hole to the face of the :. �0 94 in • .. � � �- Dist I siem, Ei' =. (6 = db %2): p. �- :: � •- • - :. .. , - � , • : •- . ,• • 4:00 in �,. ; .� --- - "Length•of flangeaributary:to"each bo/tolongaiie.longitudinal•�..� - ' : • • � '' axis of the:dngle' . • • . " . • . • � "• . " . T. - 3:16kips. Totaltensionforcewith'moinent,.T=Tbo/t.+(P/nb).'' : tmh : :. - - 0:29 in : 'Minimum thickness required to eliminate prying fiction, tn,�� • . ,": :::: • - %'*4 *T *b'/'(p +Fu))ca Bolt Tension at Girder .' :" " Rn Fnt * Ab ... 4, 2.00 :... 03• z). .......----- :. ,. ' Check'User Note Limit:., : "- : .' • • frt/(Fnt/6):<= 0.3, frt.. : . • • ' :' •• 4:02• ksi .' • • : ' . - Required, tensile stress='(Tbolt=R/nb)%Ab . " :' •• Fnt : ." • " :' •• : .': • '90.00; ksi:' •• Nominal tensilestress, per Table J3.2 " • - Becaus6frt/(Fnt/(l)-<= 0:3; the Bolt-.: " .' •• Tensile Check is -not 'required ' : : V..• .. ; ; :• 20.00 kips'. . `.. User input shear /bad • '.. P:.. : '... : ; 0:00 kips .. Userinputakiallood' : : i .: . • Ab. ; : • ; : .0:7 9 inz .Bolt cross sectional.area:.. nb. .: .: :: ... "' .. 6' ...:: Number6fbolts ,•'..:: .. ,. ..: : Tbolt : ' " ' : ; : ' , - :: : :: ' , " 3 16 kips :. ' . : ; 'Max tension load' er bolt due to eccent�ici • .. k e ff" Me: ".' • 30.00,kI 'in' : ,: • -Moment due -to eccentricity =-(R ex):=.(R *.ey) •' „' ..ex. ::: ". : .".2.50,ir : ' Horizontal eccentricity ., _': ey, . "' ." :: ' ,'" ,:: ^. " . -0.25 in . . Vertical eccentricity: b' .: :.:: : 3.00"in Connector width continued on:next page:.: : 'age- o _ . ... Skew connx:cope• check:: Connection Proper. ties Report G;;derlepam ooubieangr ro,;e srdej si,eor • - - : :Cohnectidn Connection Connection -Title -Skew connx cope check .'.. _ Connection T e • .'. ... : .Girder Beam Clip An le One Side She arConnection Connection Category : • .• -- `.. •Girder Connection " Bolted_ .Beam Connection :Bolted .,. Angle Type .. :. - .. -� - . Double Mile'..' .. .. - : .... :. Loading.(ASD) ..: • :-- -. Sh'ear:Lo.ad- :20.00 0-kips. .: ..: Axial Load 0:000 kips Eccentric Moment Calculation '. Include AlL Eccentricities Components .. .. .. :Girder Section. ':: - -WD16kW164xF5.19 •..- . ':: Material ,.. :.: .A992: - •• ' ' .. • ' Hole Type..- � -. .. :STD . � •:.. - - .. .. .. .:Beam Section' :.: • •WD13kW164xF5.25 .. ... Material ' . •' ' .. • ..A992: - Hol.e,'TYpe.. .. • :.. ••_-. -_.- .... ::STD.. -_' :.; .• Angle Section .: — L4X3X5 - Material A36 -: : :.'. : Angle.Orientatiori :.:SLS .. ...: V _...Lengeh. :. HoleT a Girder.. ..STD-.' HoleType'(Beam) . STD..' Girder Bolts .. 1•' A325-N . .Girder. Bolts.. .. �- A325=N�-_ .. DiaE .Rows.. Bolts'per Row .. • 3 :: • . . 4ongitudirial Spacing. :.: • _ 4:000.in ' ... Trarisverse:Spacing ' .. ..'. .3:000. in - Slip Critical _ . ' .. - Beam Bolts. .. :. -1" A325-N Beam Bolts'.. A325-N Diameter, in.. :,Rows Bolts�per Row Longitudinal Spacing 4.000 in :-Transverse Spacing 3.000. in : Slip Critical:.: No Assembly . Column/Beam Clearance .- 1,000, ink -Beam. Vert Offset .. 0.000 in :• Cope Dimensions,. Web Cope Top Depth ~ . :' 1.010 in r Web Cope Top:Length 4.000 in Web:CopeTop..Radius :. : 0.500 in :Web Cope Bottom. Depth. .. 0.000. in Web Cope Bottom length. 0.000 in Web;Cope Bottom Radius : 0.500 in Angle Vertical Position• 1.500_ in :• Girder Bolts Edge Distance Dimensions Girder Bolts Horz Edge Dist 1.250 in continued on -next page:.: :. = .. .. :. Page 19 of28 . up. 411 Note: Unless specified; all code references are from A15C 360-10 :. Limit State. Required.. Available UriityCheck. Result ' eometry.Restrictions at Top Column i .; FAIL Chi Mi►i Bolt Spacing - Pass. ' :. '' Condition: Smin �= (2+2/3): * dboir :. S: 4:00 in .Mnbo/tspacingm. , .:: • , '.: - .. ,'. : •. '.: _ ::d : 1.00 bolt in : Balt:diameter: - Check -Mix BojIf Spacing : " Fail. jCondition: . Smaz<= min(12.00 in, 24 *t) • (J3.SaJ 4:00 n Max. bolt spacing .. t '".... ". `:: `.. " 0.16.in: Thickness of governiMg:eleinent,(Top Colrimn) • ." . Cheek:Min Edge Distance `.. - - . Pass.. :: Condition- ED " ' >= EDrholallow . - :Cfieck'MaxEdgeDisfance: •• : •• Fail'.. : . • .Condition:-EDmox.<=min,(6.00'in,,12.*t)• (J3.5J . •• "- :.- = max, 240 'n' . ' : •' ' ' :Max edge dist4rice (' by Column); in,12*,t) ;' ,."; " ..• . - . 1.97 in •. :. t• _' : ;. • 0.16'in • • Thickness of_ governingelement (Top Column)' GeometryRestrictions at Bottom Column , : FAIL - -Check-M hAditSpacing_' •- Pass' ... '.: Condition::Smtn �='(2+2/3J *.aboir" (J3.3): : - Smin • . 4,00.in: " .. :.. Min bolt spacing " bolt ' 1:00in' :'..... : .6olt'diameter':-.'..: . ' ... Check Max BoItS 'acin Fail . : p g I:: Condition 'S :cam min(12:00 in, 24"t) _: fJ3:5a). : •' max : g .. : A00iin max :. Maxboltspacing 0.16 in. " '.: Thickness.of governing, element (Bottom Column) - Check MinEdge' Distarice. Pass !' :: Condition:.EDmin EDgllow : •(J3.4).. `" ' :. . .. Check Max. Edge Distance ''. . : Fail': , . " :. Condition: •EDm6x -e- min (6.00 in; 12 *.t) EDmax . " 2:50 in ' . " ' Max edge distance (Bottom Column) " mm'(6:OOin,12.t). t , : ' : :: ," .:: ' . : 0:16 in ;Thickness of governing element'(i3ottom Column) Plate Shear Yield : - ,:: :. " _' 20.QO. kips - 59AO kips . .'0.34 PASS.... . Rn =;0:6:*FY" Age,.. • :.: :" t! =1.50 (14-3)" • _ ':FY' :.. • :: - 36.00.ksi . `: Minimum; yield stress. of material . • :..'" :. A .. Gross. area subject. to shear 4:13 iriZ.. • J R'�/f2 '. : ' :: " : : ' '59:40.kips :: '• ":Shedr•yield strength:. : •' .. • .. continued on next page:.: :. A=60 - Skew connx.eccenfric check -ASD. Results:g6 Limit State;: .; . Required Qrt( ah nded): •. ,... Available Unity.Chetk;. Result Too Column Sliea' Yield.'.. .. 20.00 kips. :. -'.. 44.28 kips - .. " ".. 0.45. , .... .... PASS ... •" ; .." ". R n = 0:6.. F sA�,. ' ... , . : • ... n ='1.50 : " ' • ' (J4-3) F " : ; : :, : 50:00 v. ksi " :: : Nlinimurh yield stress'of material • 'A' ...' .. :.- _2.21in. • "Gross area subject to shear :' ... R�/f2:: "' . :44.28 kips Shear yield strength' .. .. - Bottom Column ShearYield: - :"-- 20.00 kips 44.28 kips . ` 0:45 PASs. : . - s. *. Rh =.0:6 Fy A�,. A =1.:50: .' (J4-3) .. .." : • ..: 50:04 ksi' .' . Minimum yield stress of'Material .: A - Gross area subject to shear .. Rn/:: : :44.28 kips .. • `: - Shear yield strength. Plate Shear Rupture at Top Column ' - 20.00 kips : " 49:75 kips'.. :. ' . 0.40 .' = . :. . • 'PASS. • R�.=,0:6:*Fu*Anv , ,.. " .. fl = 2:0: • : (1474) F ' : - ; • : 58:00 u ksi: " • Minimum tensile stress of material .. Aw:..' ', :.: - 2:86. n? ... Net. area subjeet.to-shear A39 kips .. Shear rupture strength Plate'Shear Rupture'at Bottom Column ": : 20A0-kips': ' : :: . 49;75 kips: :: . 0:4¢ " :: PASS: — - — R' Ji 0:6:*F"*A�� — — p = 2:0 (J4-4) Fu :.. - - 58.00ksi'-:'. Minimum. tensile stress -of material. '- ' '".." . A :... :.: z nv . .. ." : 2:86 in ... ... Neturea . subject.to"shear.. - :".. • .. :• - .. . • '49.75 kips . :: ' . : .Shear rupture strength : • - ... Top Column Shear Rupture 20.QO.kips - 32.38 kips : _ 0:62 - : .PASS.: R�=:0.6:*Fu*Anv .'- ' : •: : f2=.2.0. (J4-4) ;Fti.:. •' ' .. "- 65.00�.ksi -' M" iinuth-tensile stress'of material• ` „ • :• A .. . • '.: ; _ p (Vet area sub'ect•to'shear'.. .. nv 1:66 in . .. .. :32:38.kips : ; " . ': Shedr•rupturestrength,...: ; .. - .: - :.. - . : • ... Bottom'Column Shear Rupture � 20:00. kips 32.. 8 kips. .: MO. PASS _ Rn - 0'6 *Fu*Anv .. (1= 2.0 . : • Fksi. ". `:. "" - Nlinimumaensilestress ofmaterial ".. .. -Net:areo subject to shear• :.... A .. • • .. : • , ... • " ., .. - - • ; , ..: • 661 :.Rn/n .'.. .: • .32:38�kips:-: . ".". :':Shear•rupturestiength. :.: Plate.Axial Yield.. ... 5.10 kips _ .88i92 kips. .. ' :0:06 PASS.. • .,. R� ='Fy*Ag. D =1.67 .. "- ' ; : - , (J4-1) .. " , ::: .• Fy • • : •• 36.00 ksi . • Minimum yieldstress of material ,. . Ag:",: : :. • .- 4:13 Inz• Gross area subject to tension . • 88:92 kips:.: :. •'Tensile.kieldstrength op Column Axial Yield.' . • . - ". `:: '". ' • •' .. 5,10 kips ' .. : ' • .138.68 kips :.. • ' :0:04' .. _: PASS Rn _ Fy*Ag- ; - - :. n.=1.67 (J41)... . - " " " F ' • ' " 50.60 ksi • Nlinimur'n Weld.stress of material Y Ag:' :: 4:63 in? ' ...: Gross area subject to tension ,R�/fl , .. , • ; ,: :• 138.68 kips: ,: :• Tensile•yieldstrength .. '. :: Bottom Column Axial Yield ': ... 5.10.kips ` 138.68,kips ... .:0.04.. _ PASS .... ". .. " — .. s R' _ F . A :.. fl =1.67 .(J4-1) �g Fy :: 50.00:ks'i - ' . ::. Minim'um-kield•stress. of material: " continued on next page..: , P . age.22 of 29 Skew connx.eccentric check. ASD. Re'suits:Report•(contintie' Limit State-: :Required-.::. • '. ':: Available .: Unity.Check:: '' Result Gtoss area subject to, tension " :. • .: RJO :.. 138.68 kips. : --' Tensile. yield strength op: Column BlockShear',20.00kips :: .. ':55.52-kips: 0.36.:: ". ': " .-PASS R' = [ min(0:6*F�*A��; 0:6*F *A-) + U' *Fu*A-J ' A = 2.00, .:-. ... (J478) . p • .'": - .. 30 2 .. Gross area subject"to shear" ..:...: :• . .A :.: Net aced"sub"ect to shear. nv, 2:55 inz...: •. j .' Ubs 1:00 I : ' . Uniform tension stress factor Ant ' 0.32 in2. .' ' : ` : Net are.'a,subject to'tension': • . F' . : • : 65:06 ksi : ''Minimum tensile stress of material ' • ' " u Fy. ' • : " ' S0.00 ksi :.. :.: Minimum yield stress.of material.. .'-R '/i2 '' .. •. 55,52 ki.'s .. Block-shear.strength, n :. P.. ...: ' , Plate Block Shear at Top Column: 20.00 kips' 48.67' kips'. • - :: 0:41:: " PASS. .. . R�. _ [ mm(0.6*.Fu*Andy 0:6*F *A' ) + U *F "" A fl = 2,00, - J4=5 , A : : gv... .. i�z 3.56.. : ... .Gross area subject to shear .• A ' :: :._ •' . nv 2" '2:51 in .... Netdreasdb'ect:tdsheor:..' / Ubs:: .. 1:00- • • ' . - Uniform tension stress factor ... Ant ' : :.0:35 in2: 'Netareasubject:to tension. .' F : u :. 58:00 ksi' : Minimum tensile stress df material .: ' Fy• ::.'. ' :.: • . •.::.: ' : 36.00.ksi _'.Minimum yield:stressof material - ' . Rn�f3:: .• '48.67 kips.: • • ' • . = :: Block shear strength ..- Bottom Column: Block Shear 20.00 kips : :. ' , 55.52 kips.. . • ' 036 .' PASS. R-.`:[ min(0.6*F *A. .6*F .*A u nv.. + U bs.*Fu *IA] nt tl=2.00 (sJh4e-5a )rA ..0—' ..) in 2 'Gross'area subjec�..io .' :• Anv" .. - -':: ... `.. : "2:55.�t1 ... - ' :.. Net•breascibject.to'shear Ubs .: .. : 1:00 ... .... . fJniform tension stress factor ' .. : • • '.. : • • '. . Ani 0.3Yin? . ' Net area subject to tension F - :. : ' : : ' . .- .65.00 ksi : Minimum tensile stress of matefial� S0.00 ksi.' • ; . : :• Minimum.yield stress of material Rn/il .' ". :: .: ...: `.: - ' ... 55.52-kips, . - " :..'•Bldckshearstrength' Plate Block Shear at Bottom Column. 20.00 kips .48,67.kips ". 0:41. : .PASS'. - R' _ min 0:6*F *A '0.6*F *A' f U *F *A f1= 2.00 J4-5 ' Gross area subject:fo shear :Ariv. . ' : ".. `.. 2:51] Net area.'subject-to shear Ubs• ..'- `.:':: .' ..: 1:Oq. ... Uniform tension stress factor " A"nt. ':- •', ` :', .0.35i62.' : Ns etdreaubjectt6te►isibn ' Fa : = : 58.OQ:ksi . ' : ' : Minimum tensile stress of material 36.00 ksi..'' • Minimum yfeld-stress of material; ::Rri�il .' .• . : ' - '' .- .: '' :'': •' 48.67 kips, ' : Block. shear strength Compression.Buckling of.the Plate R' = F i *:A g .. 5:10•kips 79.05. kips . - ' 0.06 _ PASS K' ...: .1.00' .:: .. Effective length factor .. � � .. � � .. . - , .. � .. � � .. . � ..: •� "C 1 �' in � .. I Ini:.nre�l lan.;tL, � � .. Skew connx.eccentric check: ASD.'Resu/ts Report (continued): Limit State:: 'Required .;.. Available. Unity.Check:: Result,.'•: F - " ..'• ' • : ; .. • ' ' 36.00.ksi ` : Minimurh Yield stressof material. ' Ag .. •: 4;13"in?: :: Gross.. area subject.to compression .. E • ; : :: 29000:00 ksi :Modulus ofeldsticity. . Fe .. :. • .. . • .: : 127.99 ksi . Elastic buckling stress (E3-4) :. : •:: Fcr , .32.00 ksi ": Criticalstress (E3-2) . 79:05 kips ..: :. Compressivestrength Plate FlexuralYield'.. (Vr/V�)2 + (Pr/Pc + Mr%Mc)2 <-1 :. '0.18. PASS .... :: (AISC.14th :• P�.. 5.1'0kips:• Userinput.cixialload.. V� 00 kips : ; .. User inputshearioad, Fv" . 36.00 ksi ". Minimum: yield stress of material • -A .. : - 4:13 inz •' .. Gross. area of the plate . : • • .. pl . • :• 11:34 in - :Plasticmoduluso the shear late:'. f.. P ., :- P�. :. 88.92:kips Available tensile strength (see check"'Axial Yield').. - : 59.40 kips Available shear strength -(see check 'Shear Yield') - :ex".. ... .. 2:56.in • ::... Horiiontal:eccentricity. .. :. eY.. :: , .. . 0.00. i . . n. .'.. • ... • -Vertical.eccentricitk. :• -'.. '51.25 kips -in . :Moment due-to:eccentricity=Vr*ex+,Pr*ey. Mc .. ' : _ :: ' .. .'.:: `. • 244.54 kips=in .'...• Available moment'Mc - D*(F"y* Z), : D 1.67 - uc : ; :• - - Unitycheck per interaction equo (P r/M _ Plate Flexural Rupture :(Vi�vc)2+.(Mr�M�I2,<=1 0.21:. PASS-. (Eq.IO P -.; .. ' '.: - 5.10.kips ..' . Useiinput. axiplload':: - - . Vr . : • ... 20.00, kips •• - User input -shear load Fij :.' :: :.' ; : . 58.00E k5'i . Minimum tensile stress of material . A. :: .. , .: :Net area of the: plate . . . n : 2:86 in? .. . Z3 Plastic modulus o net section •net :... ' ' :85.j'n 7". :. f .. . Vc .:.. • . `:: `,.. - 49:7� kips... .; .."Available.shearstrength-(seecheck''SbearRupturQ.) ex : ' : •• : ' . •• 2.56 in ' . •• 11orizdhtal•ecce'ntricity ' ey'.. 0.00 in Vertical eccentricifY M •" . "• : " • ' •• 5115 ki s-in ' .' •• Moment due to eccentricit _ = V *ex + P *e r .. :. P Y r .. r. y. M-C :: : ' 227:65kips-in "Availablei onaentM'=.11 *(F�*Zr►et),.' 11=2,00 . UC : : • ' 0.21" ;:: tion, (Vr/V�)2. t "(NI;/Nh)? Unity check pet interaction equa Bolt Bearing on Top.Column:: - ' 26.64 kips.. • 39.39 kips- .. '.. 0.54. PASS .. -. Rn ' 1*Rri boltA + 2*Rn "boltB. _ ' V 20.00 kips': Applied shear force' P . : : :: . 5:10 kips :.: : Applied'axial force ' 2 2�0 5 " R= V + P :. ' :• 20 4,:kips . ' : earforce 6 Resultant'sh :: : O • , . : • :. .75.69 degrees.' " ; Angle between. the resultant shear forceand horizontal- ' d .. .." 1.00 in Bolt diameter b 1,06 in.: Slotted hole vertical dimension - dh . '::... " " .. :: 1:06 in ... " .Slotted hole horizontal dimension.: :... "dC :. A:53 in Distance fronm center of'bolt to the'edge of.the hole. - continued on n ext page:.: Page 24 of 28 . A 63 Skew cohnx.eccehiric check: ASO Results:Report•(confinued)::: Limit State;: Required .::." ',':: Available ." :.;: • ' Unitytheck:: Result". .. ' • F ' ' .: "- ' ' ' 65.0O.ksi ' Minimum tensile stress "of material t .. :: :• ::• 0:16.1n:• .''.. • :'- .. "Thicknessofmaterial:• '.. ".. s. :" 4;00in ;'.. • • •'. :• •Verticalbolts acin sh . :: : .O:OO to . '. Horizontal bolt.spacing e,; : " • - ;. ' - " .' ' : " :2:75' ui ' : Verticat edge:spacing : :. c bo�t6 nce for the side edge bolts: L'c_tio/te (s,; 'Minim le r dkta :.; - Rn tioltA 25,58 kips .. • ":. .Available bearing strength for the:corner-edge bolt: "Rn_"boltA'= min((2.4*db *. t" * Fu), Rn-bolt) • : ' :• Rh b - 25:58" kips :: ' : :: "Available bearing'strength for each side edge"boolt: Rn_boltB.= : _ olt8'. " • :•- .. ::.. :.. 1 " min((1.2* Lc_bolt8 * t * Fu), (2 4*db a *FuJ,:Rn -bolt .; :". -R _" : 42:41:ki �s': ': ': Bolt"shearstren th.'R : '-F' *A' :• n bok"" '." ,. P, 9 ' bolt' nv bol' Fw :. : .54.00 ksi .: Nominal shear.stress of bolt ./Q ,' •:.:'" '•';; •.' . •':".:..'• . ':: .. 38.38;kips i .; To#al bo/t.bearingstrength: :.::.... Bolt• Bearingon Plate at Top Column'_ 20.64: kips : , 55:68. kips :" -• : 0.37 • PASS : _ * ► It -1 .R- + 2 R ; " - .... ... II:= 2.00: J3-6a r q n_boltA . n_bolt8 ( ) . : 20.ips O k Applied shear force:' . ;• P• :5.10'kips.. Appliedaxia/force:.• '. 2' - 2'os2U:64k kips. "RaultantahearfoeeR=(V+ P O • - ' ' ' " 75:69, degrees' -: Angle bet►veen the resultant shedr force.and-horizontal • db :'.: r1:00 in . Bo/t.diameter :: ; :d�•.' . •':::.. • ' 1.06••ih .' '; ;: ' ' . •"Slotted hole vertical;dimension d ' .. :'.. -'.. :.. 1:06•in: ...: Slotted.hole:horizontal dimension •'.- :: C. •' ' •• ; : • • " : ; " , ; . ; : " • : Distance from cMter.of bolt to the edge of the hole.' "Fu_': .. : 58.1, si .. • " : -Minimum'tensilestiess of material . :.. t. " : • :" " .. " ' : • ; , 0:38 iji , ',• Thickness of material . ..: .• av'.. .: :• 4,00 in ; .. Vertical bolfspacing : . • .. :. . sh .: . • :: .• :0.06 in:.' ...Hotkontal.bolt.spocing .• . : e • ; • .• : '. '1:50 in .. ; .. Vertical:ed e s o adn :'eh':•'". ."":: 2:SOin;'• Horizonteledge "spacing•..":•...::.... .-.. . .. ' Lc bole► : 1:02-iri ': Minimum clear.: diston'ce for the.coiner.edge bolt. l'c_boltk= • � :.. :• . : •• . • ,; . ; . :. n(e� /sin(OJ,'eh /cos(OJ) : dr :. • •• _ _ . . 3.05 in " IVlinirrium clear distance for the side•edgg Bolts;-Lc_bo/tB = min • (jsv - 0 - *.d�)-/siri(�),.eh :" : Rt; tio1� ; : :.. ::. ". :: 26.54!,kips `; : ' Available bearing strength for the. corner.edge: bo/t: Rn_boltA = :min((1;2* Cc boltA *.t' " t , Fu), (2,j% * t.*. Fu),.R' bo1 . " • R '. . `42.41'ki s.... .'. :..Available bedrin" stren •th or each side-ed e.bolt: Rn bo/te n_bolt6 : P 9. 9 Jr 9 .: :. min((1.2* Cc boltB * t k • • '.. Fu),. (2:4*db.'*..t * Fu) Rn bol R . .. • : ; .. • " • .. 42:41 ki s :.. ' " - .. `Bo/tsliegrsfren th R _ -F' *A• ; •' • _ k I? g n bolt- nv . bolt n bo, F - ; ; 54:OO.ksi " :: `. Nominal'shearstress-of bolt nv , :• R' J'n ' : :,' 55:6$. kips : Tote/ bolt bepring'strength olt Bearing on Bottom Column..' . •' :.. • 20.64 kips.; :: 38.38 kips. ". ':: .. 0.54.::. ;: . ' . .'PASS-'• ':: . . _ -R '.-1*R + 2!R .. n.= 2 00 : : (J3 6a n '. n boft n_boltB : . V • ..:: _ . ... .. • ..: , . _ : 20:00 kips :: "" :: Applied shear force : .: . P• • .:. • • ..: • . • .:: 5:10 kips... :Applied axial force ; .' ' • . " :.. ":::... " .. " 20.64 ki 's ' ' Resultant shear orce :,. continued on"next page..: ." :: .. . _Nip -25 of 28 " _ Ske.w'connx.eccentric-cheek: ASO.P6uld Report fcontinued): Limit State": .. .. Required" ... Available . Umty.Check;: Result 75.69.degrees ''.•'AnglebetWeen.theeiesd/ta_ntshearforteand horizontal. ._. de .; • ." ' ':: - " 1:00 in;" BolCdiameter ; . • :'.: . d Slotted hole yerticvl.dimpnsian.. , .... :. v :- •' . ; '" .: Slotted hole horizontal:dimension: ' =d :POP b': d�".0:53"in' : = :Distance from center of bolt to th'e edge`of the hole.: ;:. Fu. " .. " ;• 65.00 ksF - :. :" Minimum. tensile stress of material. ' .. lin.: t .. ; . " :.: 0.16 ; . "-Thickness of material .: . $V , ' : .• 400 in :.: Vertical bolt spating . . „ ah'... ; •" " . ,':. : 0.00.'n Horizonfa/bo/tspacing ,. ev : :: : • , ..: - 2-75 in Vertical edge spacing - Lc boti6 .. 3:05 in "" . ` .Minimum 'clear distance for. the sideedge bolts: Lc_bo/te. = (sV" R - q_LioltA`, . :25 58 kips,: :.. :";' Available bearing strength for the corner.edge bolt: "Rn_bo/tA = m1h2 4*d * t *'Fu); Rn bolt) . �. • R� b : 25:58`kips.. -.. - Available.bearing strength for each side edge bolt:;Rn_tio'Ite =.. _ oltB• min((1:2! Lc 'bo/tB * t*Fu), (2.4 *dh ri b l/*..Fu, ... , • R _ - 42.41 kips,., " ' Bolt shear stren th R• : ' =F- M ' n bok . .... " . p g. n bolt- nv .bolt " • F. :: , . .: 54.00 ksi ': • ' ::Nominal shear stress of. bolt R�/i2 : :. = :. 38:38 kips:: :. Total bolt bearing strength. :. Bolt,Bea� ' on`Plate at'Bottom Column •' 20.64:ki s . • 55:68 kips.' ; . " 0:37 - ' ; . " : ": PASS P.. - R'` g ' — - - -- — -- — - - - -= - = 1 R + 2*R fl.= 2.00 - r. - J3-6a- , n n boltA"' .. n boltB . �: J .( - V.. 20.00 kips ,' ' ;" ; :' .Applied shear force..:: ,. - P. : 5,10 kips :.' - ' : Af?Plied axiai force" . : • ..: : .. _ • 2..• :• R=(2 V + P")0'"520.64 kips . ; •" .' : Resultant shear'force: ' . 75.60A6grees: Angle betii,een the resultantsheai forte 6nd.h6diontal:': d" .. :",:1:00'in' : ': ' • .. Boltdiameter ; : • . . dv '- • 1.06 in -'Slotted-hole vertldal•dimension:• - dh : ; '• ';; 1.061 n : Slotted hole ho4iont6l:dimension:.' ' d 0:53 in ." .. • • ", . = : .Distance from center of bolt to• the edge of the hole : • •'.. • ".' .. c ". ' F� :: ' , • : :: ' • ; : - :: ' • 58.00 ksi • . • : ' Minimurh tensile stress of material . ' • ': t • ". • , '': ': ' • " :: • . 0:38-in' •: ': •' _." ..::Thickness of material sv... , .:: :: 4,00 in Vertical 6oltspacing ' ... .' ;h.. ' .. '•: :•" 0.00 in,: :• •,Nbrizontal,boltspacing :• ev • ; : .. :..' 1;50 in ' ' ; .': :.: Vertltal edge spacing.." .- ; ; ;';: .• acin 2.50.in • '. : Horizontal edge spacing.". Lc eo1 ." : ' " : " 1:02 in - : "Minimum clear distance for the corner edge bolt-Ic bo/tA:=-tA. _. :. c" . L - 3.05,ip : Minimum clear distanar fheside eda bo/ts:.Lc ce ': bolte =min. f g _ - ((sv - 0.5 *.d�)/sin(0),' '.. • Rn bojtp:: • :" : - . :. 26:54 kip's.: " ;. Available bearlrig strength for the'corner edge bolt: Al boltA = Fu). (z,4*dh * t * .6)� Rn boir) ".. R� lickB .: " . •• ; : , . ::: :. :42.41 kips :: ,'. " :' . ; Available bearing strength for. each side, edge:bolt: Rn bolt8 `., ih((1.2.*.Lc_boltB * t *. Fu),. (2:4*dti *-t *'Fu); Rn=bolts .. ". ";: :•: • R 42:41 ki s .. ... eolish'earstren th'R _ =F " *A n-bolt P g n bolt-- nv bolt Fnv' .'.. '54.00 ksi.' - Nominal shear stress of bolt " .. ... :Rh/fI . ,.. ... ; : :55.68:kips . ': _:• ."Total' boltbearingstreirgth ': continued on next page:.: .. . :" .. - Skew connx eccentric check.-ASD Results Report iontinueal)�.. . . Limit State;. „ . Required' .... Available . Uoity.Chetli:. Result Bolt Shear at Top Column.. • ... 20.64.kips. . '.. 47.49 kips ... 0.43. PASS R .. _ F.. *.A : *N . • *�.. - . ' . _ - —.-- -�-. A = 2.00.' :.. d3 n. .. nv. . b . bolt :.. V . :: -' :: . 20.00 kips.. :: Applied'sheor force P.. : 5.10'kips .': ': Applied axial force .. - . . ::• 20.64 kips,: Resultant orce: in bokfs: Fnv :• • 54:00 ksi : Shear stress N type .. Area of bolt.. _ N = bolt:, . _ :. Number. of bolts .. :C• .. 0:75 .. • . .' Eccentdcity:coefficient :kips... ' 'Boltshear7upturestrength. Bolt Group Eccentricity. atTop•Columri . -0.75 ' '(RISC 14th.p.Z 6) C. '.-0:75.� .. ..:.. '- :: Coefficient (2.2397/3) _ .. • :: ::N rows ... .. 1• ....' Number of rows of bolts . Ncols:: Number. of bolts per row :... .... - D'x .. ... O:OO in ': Horizontal:bolrspacing ... 4.00'in : ' Veitical boltspacing: .. _ Ex ::: ,2:56 in . .. Horizontal eccentricity.:- E • .. - :: _.. : ,; .. O.00.in . • ' ' : Vertical eccentricity:..'.- Y.. ' Ang 75:69 : '. - - Angle offrce. in degrees:,. relative X axis: ... '� . IC-3rotation,`X - 5 :IC .. • .. " :: - . '. 1:29 in, '. Center of rotation, Y .. • : • . y. Bolt Shear at:Bottom Column :. 20.64 kips 47.49 kips 0.49: PASS . . R : - F *A *N *C . - fil = 2.00:. ; J3- n - nv .. b bolt .. ( ) V .. : • _ .. . 20-.06 kips.: -Applied shear force': P. :5:10 kips - Aoplied.axW force'.. 20.64i ki s - Resultant- orce.in bolts Fnv :: : • ,.. - :..: • . : • -'.. ... 54:00� ksi ' - Shear.stress.N type . _ Ab ..: • .: . , .. :. • 0.79 i�nZ. `' . Area of tiolt N . • .:. :.. : 3 • ' _ : Number of bolts bolt . . c : • : :0:75 ' :. tccentricity.coefficient. ... _' ::: :• ' 47.49`kips• :. ; Bolt shear. ;rupture strength :: - Bolt Group -Eccentricity at Bottom Column : 0.75 ... IC-method.'(AIS'. . ,.: C 14tn.p C 0.75•' !.. Coefficien't (22397/3) :. N.rows :. . • .., :.: :. :1 Number of rows of bolts.,. Ncols. • •. .' :. :• :• 3.:... • : Number of bolts per row :. Di.* ; ... :.. .0.00 if, : .'•Horizontal bolt.spacing Dy. •'.. : 4:Q0in .".. : Vertical. bolt, acing.. 2:56 in : Horizontal eccentricity ' : • ; E : , : • . : :: : .0.00 in Vertical:eccentncity . .Arig .. - . • 75'.69 Angle of force in•degrees, relative X axis ICx :• -3.55 in :• • eentei. of rotation; X .. IC .• : : , .1:29 in - Center' of,rotation, Y . •' '.. ,_: , . .. .... : Page:27 of:28 A=66 :. . Skew connx:eccentric check. Connection Properties: Report corum;, saear rob spi . ice Connection Connection-.. .. Connection Title - .. _ . _ .� Skew-connx eccentriccheck Connection Type : _ Column.Sliear Tab Splice Connection -" Connec'tion'Categorv. -- Column Web Connection :. :. Bolted :.; -Loading (ASD) .. :. Shear.Load . " :. 20:000'kips. :• Axial Load . 5.100 kips ... 'Components Top Column Section WIJBM164kF5.25. - — - Material: . ' .. ": " .. .• • .. -�- A992 Hde Type . STD " .. -Bottom_Colu&m Seetioq= .. = ..� WD13kW164:kF5.25.. Material: Hole Type: ,. .- . - STD Plate Section P0:38x8.13x11.00 ' Material A36. . -Thickness- -- - Y 0:375 in -- Width 8,125 in:' Depth . ;- . ��." • 11.000 in No.. of Plates ' .: :.-----,-� - Single.., ----�- :.. :. Hole Type . - : STD •' , .. Top Column Web Bolts .. .. 1":A325-N —. Top Column Web -Bolts A325-N-: Diameter; in: Rows.. Bolts per -Row' .... Longitudinal Spacing,: 4.000 in:: Transverse Spacing - . , 3.066 in' Slip -Critical . -:. - . :: No. — ::Bottom.Column.Web.961ts: 1" A325=N - Bottom Column Web Bolts . A325-N.. _ - Diameter,.in.. - Rows .. : 1 . .. Bolts.eer.Row �. - 3.... " ".. ..: " .- .-.. Longitudinal Spacing- . .• - .: " ." A.000in': Transverse.Spacing: 1 A.000 in" :" .. Slip.'Critical " . :: .. No .. Assembly l Splice Gap:: 0.125 in ..:: .. ' Plat6Horii6ntalPosition .".:: .'. ''. 1.256.in' " Top.:Columri.Web Bolts Edge Distance Dimensions Web Bolts/Column'Long. Edge Distance : :. .. 2.500 in.".. . Web,Bolts%Plate' Long; Edge Distance . •.. .. 1.500: in, Web.Bolts/Colurrin:Horz Edge Distance•.. ` . ': • 2350 in,: ' Web Bolts/Plate.Horz,Edge Distance _ - 1.500 in.: . - - -_; Bottom Column Web: Bolts Edge Distance Dimensions . : • " . ,:Web'Bolts/Column:Long.'Edge Distance,'. ' . ': ' ::2-.500in Web Bolts/Plite.Long.:Edge Distance . : - '1.500 in - -Web .Bolts/Co.lumnHor2 Edge Distance -- _ 2.750.in � Web. Bolts/Plate Horz Edge Distance . .. ": :� ::1:500 in ,. - .age o :. .. _ _ Y " .N000R BUILDINGS GROUP' • .. : .. .... .. .. .. .. .. . .. Job 1 . ` %2180744p .. .. .. .. .. .. .. Job Name ,• :'Kings Commercial ,Centel Bldg. 1'- :''Frame:' • • % (skew) .. . • .. .. . ' - .. - .. .. - . Date .. v 9/30/2021. • � � .. � � : • Designer :'BG\jo'shua.hunter File' Ell-O.nfx . • .. � � APP Version :: 1.5.172.0 .-----------_�_.,_____�_.__ . F R. A M E .D' E S� C R. I. P'TI ON - . . Frame type ::. EMG .. _ - .. .. .. .. .. .. Frame width 87.70 . Ft.' .. .. .. .. .. .. .. Bay :Width 16:00 Ft. .. .. .. .. .. .. .. .. LEFT .' , RIG9T .' .. ' ' .Dim to ridge' ': .43.85Ft.' 43.85 Ft. ' Roof slope .. .: .- O.75/12.-0.75/12 .. .. .. .. Eave' height :. 18.00 Ft.' 18.00 Ff.. .. .. .. .. .. - .. .. .. . .. .Girt'offset' :' .. 9.$O In. .. .9,50'In.' ' Typ•'Girt-spacing :' .. 6. bO Ft, ,. .. .. .. - .. ' .. Puxliu, offset ': 9.50,In.. : 9.50 In. ..Typ, Purlih� spacing: 5.00'Ft. .. Col. �soacing-'21.7292,21.5781,20_2760,22.11:46 .. .. .. .. . ' : • .. 94ports /. SPFin4 Constants .. . . . . .. .. .. .. . COL01- r Bottom' VT .. .' _, .. .. .. .. COL02 -.'Bottom Y H .. COLO7 - BOttom V H : .. .' .. .. .. .. .. .. .. .. 'C&04 - Bottom V'H .. .. .. .. .. COLOS - .Top :H. Bottom V. H .. .. .. .. .. .. '.Column Bracing:.' .' :, .•.. .. .. .. .. " .. WPl Giit. 9race': ' Y 'Y .. Y Y' Y .- ' N .. .. .. .. .. .. ' .. .. 'Flange Brace : ! 0 . 2 0 ' 2 -0. .. 0 ' .. .. .. .. .. .. Location '(ft):' 2. 9. 7.5' 11:0 ' 13.5' 15'.5. '17,3' WP2 : Girt. Brace' .- : Y' .Y ' - Y. ' Y Y' - .N ' - :' .. .. Flange Brace : 0 * '2: .0 - ' 2 - - 0' '0: • .. .. Location (ft).:: 2.9. •7.5: 11.0 13.5: 15.5. 18.6 _ _ .'WP3 Girt.Brace .:. Y. Y Y,. Y Y. .. y' N .. .. .. .. .. - .. .Flange •Brace .:0 2 - 2 0 2 .Location (ft),: 2.9 7.5 "11_0 13.5 -15.5 19.5 "20..0 WP4. Girt Brace. ' X � . Y �Y � Y � X � . N Flange Brace:: . 0 '' 2 " 0 .2 .9 ` 0 .. .. .. .. .. .. . LoratioB (ft): '2:9': 1.5_ 1I.0 _13.5. 15:5 '18.6,- ' . :' .. WP5 Girt Brace.- ': Y .. Y Y. Y Y IJ .• .• .. .• flange Brace.: 0. 2 0 . 2 0 .0 .. .. .. .. • Location (ft): 2.9 7-.5. 11.6 13.5 15.5 17-.1. •' •• ' .Othek Braces. - column. -Left-Brace :' .. •' .. Right:Brace .; .. .., .. .. Location (ft): ____r_-____r___r___,---------- �_.__ . L0 A D' I NAG'. C'ON.D I"TI. 0.NS .• ,• .• .• .. .. .. .• Building Code 6, Year, IHC2018' ' Risk Category :. .: -II-standard Buildings.' ,AISC. Specification' :-2016 • .. L 0 A b S '(Psf) .. .. : • .. .. .. .. .. .. .. Roof Dead load' 3.00. .. .. .. .. - Roof Coll.Ioad ' : - :5.00. .' .' .. Roof'Live load' : • 20, 00 • • .. .. .. .. .. .. Roof Snow .load, 0.00 .. Floor dead. load :.. 0.00 .. . • .. .. '. ' .. .. .. . Floor live load-: 0.00 .. .. .' . 'Gxound- Snow load: ., 0.00 Ce 1.00' •• Ss - 0.069 ' S1• - 0..028 '.Seismic Desig¢ Category, _ A : ' Site ,C;ass =, D - : : ' 'R ,�.3-. 00'., .Cd. 3:00. Sds 6.074 .'sdl:0.045 rho'- 1.00 .omega '-,2.500 . L"s Building:Irregular - False Roof Seismic Factor .: 0.010'BSF '• _ ' Floor'Seismic Factor '0.010 PSF. ' • .. .Wigd. speed.. .: '160.00. Mph ExP.' : C• .. .. .. .. .. .. • Wind pressure.' :. •99.19 Psi .. .. .. .. .. .. ' ... ' Building .is" Enclosed .. ' - .. .. .. .. ,. .. Wind pressure coefficients IS.Ena Bay? True' ,• ., '� ,. ,. .. .. ' .Cl' ,. C2E „ ' ' C2 : C3 •C3E .' C4 . - - W1R.- .0.790 0.000.-0.890• -0.150 .0,000 -0.250 'W1L' -.0.250 .. .. 0.000 =0.350 ' -0.890 0:000 � ' .. , , 0.790 .. .. .. .. _ W2R. 0.430. _ _0.000, -0.710 0..000. .-0.610 W21 '=0.610- -0.710 .-1.250:. 0.000 0.430 " _-0.000 ' .'W5B .-,0.300 .0.000--0,890 .-0,350 ,' 0.0M -0.300 W5F -0.300 0.000' .-0:750- •.-0.890 0.000• -0.300 .. W6B--0.660, .. .. - 0.000 .-1.250, '0:730 ,' 0.000 �-0.660�� .. .. .. .. , ' .W r: •-0.660 '" 9.900' : *0.710 .-1',250 '0:000 -0.660' '• ' Wind Loads for Endwall' Column. - .. Pressure Suction :. .. .. .. .. .. .. .. Colman' Id (PSF) (Psr)- .. :.. .. .. .. .. ,. COL01 .. ' 42t77 .. '' .. . . COL02� .. - 40:75. ' : _99.77 - . COLD] :40.13-44.55' . ' COL0440.58. =95.00� COLOS 42,71 • -50,04 . Wind. Loads for Endwall Rafter Interiox. Zone. . ' . _ .. .. .. .. .. .. - . .• Pressure .10:00 "23,59. .• .. ." .. .. .. .. .. suction . 10.00 - -92.38 .. .. .' ., - .. .. .Piegsute= 160',00 '18.67 .. .. .. .. Suction. .. 100.00-72.10 . .. .. .. - .. .. .. .. .. .. . ' Edge Zone. .. .. .. ' .. .. .. .. .. .. - Pressure •' 30.00 ., 23.59.' .' .. .. .. .. Suction 10.00 .-121.86 .. .. .. �' .. .. .. .. .. P..sssyke. 100.00 -18.67 ( '� A 68 Suction 100.00 •=95.83 Txibutaty Widths ' Panel .Txib.' Width; (ft) .. WPl .. 11,53 1 WP2' 21.99 - WP3 .. 21.93 .. .. .. WF4 20.53 • WP5 :11.72 .. .. • RPl 16.00 - . .. 'RP2' 16:00 . 'P Ti 0G,R AM. A P,P L,"I E D ,L 6 A D S ' .. .. - Panel' Loads .. ; Load Oh ' Start .End Stait ' End - Case' Panel :'Load . Load ' • Loc' Loc Kif' Klf- Ft. .. Ft.' RDL- RPl - 0.048- -0.048 -0.000 .43•.850 .. RDL RP2 .. - -0.048-0.048 .43,850 87.698. ' ' .. .. .. .. .. -COL APl. -0.080 -O:OBO 0.000 43.850 - - .. .. .. .. .. .. ". .. .. COL RP2 0.080. 0..080. 93.850 87'.698.. .ALL RPI-0.320- .-0.320. 0.000 43.850 -RLR 'RP2-0:320. 0.320. 43.850 87..698 ' W1R. RPl-0.700. =0.700 .0. 000� _ 97.850 _ =0.275 "_47.850 :87. 698 - W1A RP2' -0.275 ' W1L.. RPl -0.275 0.,275 0.000' 43.850. W1L RP2' .-0:706 -0.700 '49.850 87..698 •• '- •' W2R RPl 0.983. -0�983 0.000 .43.850" ' .W2R; ,IP2' -0.558 -0.558 43.850 87.698 -- •• -' W2L RPl " -0.558' 0.558 '0'000. -' 47:850' ' .. = W2L' RP2. D.983' .0.983 .. 43.850 - 87.698 .. .. .. .W5B WPl •• ' 0.493 0.493-0.000. 18.084 ' W5H WP2 - 0.887 .0:807 O.000.• ' 19.767 W513 WP3 0.880' , 0,880' , • 0.000 20.726-. ' - •" 'W5B WP9. 0.,833 0.833- : 0.000 19.387 .. .. .. .. .. .. 'W5B' :WPS .. ' 0.501• � ' ,0.501..0:000 .. 18, 084. : .. .. .. .. • W5B RPl-1.242- -1.242 •0'.000 .43,98 0 W5B RP2 .. � -1.292 -1.242' 97.850 '87, 698. :W5£ ' WP1, -0:578 -0.578 Q.000 18.084 - WSF WP2. ; -0:584 . :0.,984- , 0.000' „ 19.363„ .W5F . WP3_ -0.977 0. 977. 0.000 20.726 -W5F- 24, '0.•WP4-0:9924. 0.000" 19.787 .. .. .. _ .. .. .. W5F, WPS, -0.587, +0.587 : ,0.000' 18,084 - W5F ,API' ;1.242 -1.242. 0.000 :93.850 ' ' -W5F RP2 -1.-242 ,•-1'.242 43.850- 87.698: ' EQA A21' 0.002 -0.002 0.000- 43..850 '- EQR RP2 0.002. O':002 43.850 07.698" ' EQL: ,RP1' -b.Od2 ,-o.Qb2 0.000-. 43.850 - EQL 'RP2 " 0.002-0.002 '43:650. 87:698' - .. Concentrated' Loads. ' .. .. .. .. .. .. .. .. • .. Load' On. No.. Vert.- .Moment Loc. - . •Mem. � Kips KipS:' .K-Ft'. .. Ft-. ' .. .. .. .. .. 'Case .. wI.R SPANI . 6.291 0.000, .. 0.000 _ 1..50Q . .. .. .. .. .. .. .'W1R ' SPANS ,. . 1:987 0.000 0.000 . 85.656 . . _ - W1L . SPANl • ; r1:9,91. '0_, 000. 6.000', .1.500 - ' . WlE . SPANS. -6.278• .. .. .. .. . .'0.000. p.000 85.656 - ' •3.424. 6.600. 0.000-- ,1,500 .W2R: . $PAN1 .. .. W2R, 'SPANS . 9.847, .. .. .. .. .. .. '0.000 0.000' 85.656 , ' W2L SPAN1 -4.858 -0.600. •' 0.000 1.500 - W21 SPANS 13 -417 0:o00 "0.000 85.656' - . .. Endwall Bracing .Loads .. " . .. .. .. .. . .._____________________ .. .. .. .. Sheax•loads that.axe'applied pexpendiculax-to the web have•been .. ' Consideked'in the beseplate' design'only: ,. .. .. .. .. - .. ' Load On . 'Box.' Vert. Pexp Shear Moment' L.C. .. Case Mem. ' : • Kips Kips . Kips .. Kn Ft.' . Ff,• .. . .. .. .. .. 'W2R' : COL02 " 0.000• "16.74:4- _ _ . • .. .19 :565 � ' O.00D� .. 0.500 . ' : .. .. : • .. .. .. 972R c6103 O.000. 16.744 .0.000 0.000 18.530. ' 142R SPAN3 .-19.565 '0.000' 0_000 0.000' 45.307 - - .ViL COL02 .0:060 -9.414 0_000' 0.000 17.234 W2L COLO]: -.0:000. --4.414. _-6.565' '0.000. 0:.500 W2L SPANl. 5.565 0:000. 0.000 0.000. 21.729 i .W5B : . COL02 - 0:000, .16.154, 12.565 " 0.600 0.500' W5B, 'COLDS 0.000, 10.754 :0_000 -0:000 "16.530 _ W5B SPAN7-1Y.565 -0.000. 0.000 •0.000. 45.307' ' -W5F COL02 0:000-18.689 - "0.000- ' 0:000 - "17.234 W5F CbL03; 0,000 18:689 27.565= -0.'000 :0;500' - - - W5F ' SPAN1 ' 23.565 . O.000 . -0.000 . 0.000 . ' 21.729 " - .. EQR:', COL02' 0.000 =, 11.896' 0.000 .. Q.O00 17.234. .. .. .. - .. " EQR - COL03 0.000 11.896'-15:000. .0.000 0.500 •• ' - ' .. EQR' SPAM 15.000' .0.000 .,"0.000 = ,0.000 '21.729 ' ,. - .. .. EQL COL02 -0..000 .'-,10.310-0'.006_ 0.000 ..17.234 - EQL ' C0103 •0.000 30:310 '-13'.000,. ,0:000 .O.SOQ .. EQL SPAN1' :13.000 - 0.000- .. .. .. • . 0.000 21'.729 U, S. E R.'- A P P. L ,I .E D ', L. O A.'D S . Shear loads:that'are.applied,pexpendiculac to the'web have been donsidezed in the baseplate desigh only. ' The locations'listad-below for, each, longitudina}, biacing ' load apply only to the column axial. load ..(tension on base 'of column and cohpxession when .at top.of column). Load ,On- •,Hor. VI! xt. Perp shear Moment Loc. Spe ial • Case, Mem' Kips "Kips Kips' K=Ft. Ft. Load-9' Description .0:000 2.000. 0.000 0.000 .42.703, -C-1 " 'FL 2 Lean-to .. ' COL SPAN2' ' 0_000 -!%Poo. 0.000 0:000 ' .42'.703' FL 2Lean,-to. .. .. .. - - ALL :SPAN2 0.000 -6.000 - 0.000 - 0.000 ' 42.703 .•C=3- - FL,2 Lean-to W1R' SPAN2 11.000 ' 21.000„ 0.000. Q.000 ,92.70V C=4' FL'2_Lean-to .. .. .. .. W1L SPAN2 :3.000:' ..8.000 .- ' 0:000' ,0.000 42.703 .d-5' .. 'FL 2 Lean --to : - •• ' W2R SPAN2,- 4..000 28.000 0.000- 0.000 42.703 C-6 - _ FL 2.Lean-to. ' W2L SPAN2' ..C-7' � FL'2 Leah -to,. .. .. .. .-10.000 15�.000 0.000 � 0.000 � 42:7D3 .. W513 . SPAN2-17.000 27.000.. - 0.000 ' 0.000 42.703• C=8 FL 2. Lean-to 'W5F' SPAN2 �10.000 15.00042.703 C�9. FL 2,Lean=to - .. 0.000 . O.00Q . - .. .. .. . ._________________________________________ . "L 0 A D. 0.M B'I N A T I,N S' - .' MR' Cases .. .. .. .. .. .. .. -1) 1.00 SW+RDL+COL+NLL.' .. .. .. .. - .. .. .. _ .. 2) J,.00. SW+ROL+COL+NLR- .3) 1.00 'SW+ROL+COL+RLL+RiR+NLY, • . 4) 1.00. SW+RDL+COL4RLL+RLR+NLR. 5) J1.00.- SW+RDL+COL+0.60W1L' A 69 - .6) 1.0b SW+RDL+COL4.6OW2L .. .' .. .. .. .. .. .. " .. 7) 1.00. SW+RDL+COL+0.60WIR. .. :' .. .. .. .. .. .. ' .8) 1.00 'SW?RDL+COL+0. 6OW2R .. ... .. .. - . :• .. .9) 1.00, 0.605W+0:60RDL+0:60W1L. :' .. .. .. .. .. - .. .. . . ., ., . 10) -1.00 . 0'.60SW+0:60RDL+0.60W2L,• .. .. .. .. - 11) 1,OQ 0.60$W+0:6ORDL!O.6OW1R- ' -' 12) 1.00„ O.60SW+0.60RDL+0.60W2R..- • ' ,12). 2.00. SW+RDL+COL+0'.75RLL+0.75RLR+0'.45W1L .14) 1.00 .SW+RDL+COL+O.75RLL+0.75RLR+0.45w2L " ' • . , 14 1.00 SW+ADL+COL+O'.75RLL+0.75ALA+0.95W1A - • - - .16).1.00 -SW+RDL+COL+0.75RLL+0.75RLR+0.45W2A'- _. -17) -1;.00.SW+RDL<COL+0.60W5B 18).1.00 SW+RDL+C6L+0.60W5F • - I9) 1.00'"0.6OSW+6.60RDL+0.60W5B'- _ .'20), 1.00' ., 21) }.00 _D.60SW+0•.60RDL+6:.6OW5F SW+Aj)L+COL+0.75RLL+0, 75RLR+0; 45YISH, _ 22)' 1.00' SW+ADL+C0L+0.75RLL+0.75RLR+0.95W5F. - - .21) :1.00 1.01SW+2.OIRDL+I.OICOL+0.I0EQL • - ' 24) 1.D0 'I.61SW+1:0IRDL+1'.01COL+0:70EQA -- 25) 1.Ob-L.O1SW+1. Q1RbL+1. b1COL+0:52EQ4 _ •• - " ' .26)' 1.00. 1.MW+1-.O1RDL+1:OICOL+O':51EQR. •' •' " " "' - . .. ' 27)' 1.00 -0:5W 59+0.59RDL+0:70EQL :' .' .. .. .. .. - .. .. . :• .. 28) 1.00, 0.59SW+0:59RDL}0':70EQR.. 1 .NUCOR BUiLDI[G9 GAOOP:'- " Job f - :: K2180799A 'Job Name: ': Kingg commezcial'Centhr Bldg: 1 .. .. .. .. . • .. .. Frame' - : X Askew!' .. .. Date .. 9/30/2021 ... .. .. .. .. Designer .. Bd\joshua.huntei .. - : • .. ' .File' .: Ell-O.Bfz. APP Version':: 1.5.172.0 •---------- __________ . E'N D W A L.L- B A A C. I'N G .. - •Max" ,Allow : -tWeb contxollfng' ' Force' Force' min" Load'Combinatiob ' •• Module. Material Ik1Psf .'.f kips) .lint i. Name, - - - 2- 1-1/8 ROD' : 18.05 19.11 0.318:', 5'1.00pw+l:00RDL+I.Q000L+0.60W1R.- - - f A=71 Job K2186744A" ; "Kings Commercial Ceatfr. Hldg. 1 NBCOR BVILDINGS GAOVP. Date: 10'11-21 - Page:. 1 y .. Flame: % (skew) .. .. .. .. .By ':•BG\joshua..hunte'r Pile: E11= .. .. • : - .. ' ♦....DESIGN SUMPRRY REPORT. "'* .. .. •. •. Built Up' Ra ftez .RAF01 .. .. .. .. - .. .. ' .' T/L .• B/R. T/L B/R .Max _____________- .SHEAR Flapge; Flange Web „Load ,Axial •Axial Moment Bend Bend Unity .Load 'ForCe:, shear 'Flow (k/in)' .. .. Section Mat'l Ma ['1 'Nat'l .. .. .Comb. Loc : .. xipsRatioFC-kip Ratio Ratio Check Comb e xipsRatioT/L ,B/R .. - - - - .,.S___i_________,_________________m______._._______�-___io 1 F5.19 -F5.19 W135 20 5 ------- .0..9 0.00.' .__ .-49 .9'• __-_-.___ I{ 0.39' _.----- •0.43 _-_._____ 0.41' _- '20J ___._ -------- 3.'. ________ -4.86`.0.23 .0.22 0.22 ,.• . F5:19 F5.19 W135 19 11 . 0.4' 0.00 42.1 0.91' 0.72" 0.91 39 lOb ' 8.91. 0. 43•. 0:40. •0:'40 . - - 3. F5.19 F5.19 • W135: 20' 12 . -12.6 .0.19. A0.5, ,0.88 0.69' _ 0.97' 19: 13a .=10.14. '0.50 '0.46 0.46 • . :. -4 F5.19: F5. 19 W164 20 18: -12..5- 0.29. -25:2' 0.37" 0.99 :0.68'• 19 " 21b - 21:1.7_ -0.68 0.90. _- 0.90: ' ." Chkpt 1 '7: 8' .. 11 12. 45 16 22 .. - .. .. Depth '16.38 16.38- 16.38 - - 16.38 section 1 '1:. I .. ' 2'. I16.38 ' •' : .. ', I 'width thick Fy' I width;thick' Fy. I- width' thick ' Fi`' I width thick' ;Fy 1' ------------------------- T/L Fig' (- 5.0 0..1875 55.00.1 5,0 0.1875,55.00' 1. 5.0'0.1875 55.00 I 5.0 0.1875 55.00'I. .. -. '47eb - 1. 0.1345 55,00'1 0:1345 55.00 I '0.1795 55.00 'I 0.1644.55.00 . -B/R Fig I.. -5.0 0.1875 55.00'1 5;0'0.1875.55,00 I,. 5.0 0.1875 55.00 .'1 510 0.1875.55.00 1. .• - " • ' Bu11t. Up Raite F.-' RAF02 .. .. .. _ .. .. .. .. • - .. T/L B/R' .. .• T/L B/A. Max _____ _____ _ SHEAR' • Flange Flange. Web' • . Load Axial 'Axial ,' Moment.' Bend Bend .' Unity.' Load. .'Force . Shear Flow (k/in) ,Section-Mat'1, Mat'1- Mat'1 .. .. .. Comb" Loc, Kips, 'Ratio "Ft -kip• Riti? Ratio Check k Comb, -Loc, - Kips. , Ratio, T/L •B/R L FS:I9: F5.19 W175 19 24. 11..1-- 0.08.� :42.7' 0.92'- _ 0.72 :0..84-' 19 _ 23 19:93 -0.96 . 0'.90 0.90: - "' •2, F5.19 F5.19' W135" YO' '25' -6.6• "0.10 35.2 6.76� 0.60- ' 0'.81 .19 26a -9.06 0:43 .. 0.'41 0:41 ' .. .. .. - Chkpt ' - '2i .24 '' 25.. .. 31 .. .Depth 16.38 : 15.78 ...Section 16.38 .. .. .. .. .. .. . .. I ..12 _--- _----------------------------------------------------------- 1 , _______________------------------------------ _________________________________ .. .. .. . . .. • ' ". ' -( width.thick Fy- 1 width thick - Fy .I .. - .. - .. .. . .. .. . :' .. .. T/L. Flg• -.5:0' 0.1875 55:00'I:' S.O.O:1 B75 55.00 I l • -I Web I_ 0•.1345 55.00 1 '0.1345.55.00 I. ' ,. B/R.Flg' I ..5.0. 0.1875: 55.00 ___________________________ _________ 1 ' S.0..U.1875 - __________ 55.00 .. __ --------------------------------- .. .. __-------------------------------------------- .. .. .. . ui Blt. Up Aa fter r RAF03. ..' •. .. .... IT/L .. .. .. .. .. .. .. •• -- - . 1'/L, B/R B/R .' Max ____ _____ .Kips. SHEAR ____ _________ FlaWeb` Load- l Axial ent Bend low FT/L (kB/R) Section Mat'-1 Mat -le Mat'1' . ,._----------------------------- Comb' "Loc Kips Ratio 'Ftmkip patio' Ratio '•Check Comb tdc. Ratio . _______________--- I" F5.19 F5.19' W175" 20• -34'' ___________________ 6.7. "0.10 28.8 ______________________________________------------------------- 6.62 0.49 0'.67 .20 336 7.48 0:76 0.34 0:3'9•' ' 2 ,F5.19' F5.19 W135 20•- 35 -7.7 ' 0.1z 28.8 0.62 :U.49 0.6b. 20. '36a, =8.11. .0:39 •0:36 .•0.36 - - •' - .7 FS.l9 F5.19" W1]5 20 "•91 -7:'I. '0.14. •'-25.8. 0.44, 0.16 0.63, 19 43b- -5.69 .0.27 ' 0.26 •0.26 "'Chkpt' ..72 34 35 39. .40 .. .45 - .. .. .. .. .. Depth 16.18 .. 16.38' 16,38 16.38' .. ' Section ..1 .. I ' , . ' : 2 , .. I .. 3 ' , , ., • ' . ' I .width thick 'Fy. - "I: width thick .. Fy. ' I width thick ' Fy�. 'I - ________________________________________________________ -- - - . ..___________________________________________________________________________ .. - . - ; • T/L ,Flg' I .,5.00.1875; 55. QO I ' S:0"_0.1875 55.00 I . ,5.0' 0:1075 55.00' I: • .. .. _ .. .. - ' • .' Web. - .I.-0:1345 56.00 .1 , 0_1345, 55.00.'1 0'.1345 55.06 I ' B/R Flg. 1 . 5.0. 0:1875 55:09 " .1 . 5.0. 0.1875 ,55.00 1' 5..0. 0.1875; 55:00 l - Built Up,'C61rmn -' COL01 .' �,. .. .. .. .. . ' .. .. T/L' H/R " .. .. -_ '. T/li 'B/R Max _ Flange, Flange web - Load :."Axial Axial. Moment Bend. Bend. 'VDity Load.'. Fdzde. Shear .Flow (k/in): - Section. Mat'l 'Mat'1 Ma t!1" Comb- 'Loc 'Kip9 Ratio .Ft -kip. 'Ratio Ratio Cheek 'Comb IOC' Kip S ' Ratio "T/L ._.------- B/R' ' - • .1 F6.50 'F6.50-' W164- J • 20-` ------------- -4.8 _______ c.2. - 6.63 . --------------- `--30.9. -'� 0.13 _ ____ .J '0'.13-` ____------------ • 0.15, " '18 __.-------------------- 54b'' '2.93 10-:11 ' 0.30 .. .. 0.30 ' .' .. Depth 9.50.. '9.50' ,. .. .. .. .. .. - SPCtion 1. .. .. I .width thick 'FY. -------------------------------- ' C • .. • ' .. ___.______I________ ___ ____-______ .. __-___ -- ___________-________ .. .. __ .___________________________ „ . T/L .F19' 1 ..6.0. 0.5000' 55:00 I .. .. -- __ -- .. .. • .• Web . I . .. . 0:1644 55. 00 'I _ . . _ B/R F19. -I 6.0. 0:5000 55.09 .--------------------------- ___________________________________________I_____v .I -------------------------------- ______--------------------- - _____. . "- Built Up,'Column -• COL02 " T/L' B/R ..:- . • ../L' 'B/R Max '_____________ SHEAR' ______ _______ .. .. ' - Flange, Flange Web Load' Aria} .Axial Moment' Bend Bend. 'Unity Load. Force. Shear , Flow (k%in) ; •• Section-Mat-1 -Mat'1 ,Mat!l . Comb. 'Loc -Kips .Ratio .Ft -kip. 'Ratio Ratio _____ Check. _______________ 'Comb Loc _______ Kips ' ________________________ Ratio -T/L B/R` " ___; _________________ .1- :F5.19 'F5.19� ' W135� _____________________ � 18 � -5.9 _______ �� ' VA . • 0.03O.U. . _______ '-21.7. ______ _'�•-- �0. P. 50 � 0. 97. �• 18 . 64b: `4.95 . 0:2'-4 ' 0.29 _ .. .. •' 0.29 Chkpt _56 ' . 65 _ - .. .. .. .. Depth 15.38 .. .. 15. 38.' . . ." • ." .. .. . ... Section- .I . . ;, .1 . . .. .. .. ' .. .. I width thick 'Fy. ----------- '1: • .. .. " : - ___ .. __ ____-_ __ _-____-___-__ _ __-____ ______-___ __ _ __-____ -------------- .. .. _______________._.__.______-____ .. T/L,Flg' 1 ,.5..0. 0.1875; 55:00 I .. : .. .. .. .. .. .. .. .. .. .. Web. . I .0:1345 55.00 { _. • . B/R Flg. -1 . 5.0. 0:1875 55:00 .I .. .. .. .. .... .. . .. .. ' Built Up ,Column - C0L07 . . . • • ' .. .. .. .. .. .. . ' .. .. T/L" B/R .• .• .• .. T/L' 'B/R Max _____________ SHEAR - ---- ..________ .. -• •' -• Flange, Flange Web .. Load : .' Axial Axial Moment' Bend.' Bend, 'Unity Load.- Force,' Shear . Flow ' Section'Mat'l Mat'1 ,'mat.'1-- Comb. Loc' 'Kips .Ratio' .Ft -kip. 'Ratio Ratio Check. Comb Loc Kips '' .Ratio .T/L B/R' ' - 1 F5.19 'F5.19 W175 20 72 23'.7. 0.18 •'•-23.4. 0.'46. 0.54 0.55, 18 74b-' 4.75 0.23 ' 0.23 0.27 - A Z2 t " Job':, K2180744A - "Kings dommezcial Center'Bldg: 1 NUCOR BUILDINGS GROUP -Date:-10,11,-21 - Page -2 - - - ' Flame: X,(skew)' .. .. .. .By BG\joshua.hunte'r .File: Ell- . '. .. ... DES IGN- SUMMNkRY. REPORT *•t' - .' .. . y. .- .. Chkpt' 66 75 .. .. .. .. .. .. .. .. .. .. .. .. ' Depth. 15.38 .. 15,38' - .. .. .. .. Section. I. 1 ' •.1 - width. thick . Fy - . I - - - T/L.Flg .1 5,0.0.1875 55.OQ .I - • -Web .1 ' :. • 0:7.345 55:00 .I .• .. .. .. .. .. .. .. B/R'Flg. 1 5.0 0.1875 55'. 00 1 .. .. .. .. .. .. - Built Up Column - 'C6114 .... .' .. .. .. ' .. T/L B/R- .. .. .• T/L .. B/R •Mak __ '; ---- .SHEAR ----------------- .. Flange.. ' Flange'Web. Load. •' -Axial .Axial' .Moment, Bend Bend' -. Unity. Load Force.' .Sheaf Flow' (k/in) Section-Mat-1 Mat'1 Mat'1 Comb, Loc.' Kips Ratio,Ft'-kip' „Ratio' -RatiO - Check' Comb Loc' Kips Ratio T/L-' SIR ' 1 F5.19 'F5.19 W175 20 -78 .15.5 0.12 -20.0 .0.39 0.46 - 0.45 .`18 .83b `- ,4.65 0.22 0_29 1Y 0.23 . Chkpt ..76 .' 84 .. - .. .. .. .. . .. . _ Depth. 15.78 - 15.38' Section- f. 1 .I . - : I width. thick Fy _ - T/i ,F19 . I 5.0, 0:1B75 55.00 I . . Web .I : - 0:1345 55:00 1'. .. .. .. .. .. .. B/R'Flg_ 1 5.0 0.1876 55,00 ..------------ _------------------ ., ------------------------------------ .. _____________________________________________ .. .. .. .. .. .. Built Up Column = TOLOS .. .. i .. .. .. .. .. " T/L : B/R .• .. .' .' : T/L .. B/R Max - __ '-____ .SHEAR. -'---- - .. - .. Flange: Flange 'Web, load, •' -Axial Axial' ,Moment, Bend Bend' Unity-. -load Force:' Sheaf Flow' (k/in) - - ' ,. Section-Mat'l Mat!l Mat-1 .Comb,. ------------- ._____-______ Loc „ Kips Ratio' ,Ft -kip' „ '_ v Ratio' .Ratio .Check' Comb ' Loc' Kips 'Ratio T/L: . '__ B/R `0-14 _--------- _--------- . - 1 F19 'F5.19 W17,5 26 5. 87 _' -.'6.4-•--0.05---- _ .0.22 _ ---0.25 _ - 0.24 _ �18---93b-_---2.97 _ 0.14 6_14 dhkpt' - 65 .' 99 .. ;•I. .. .. .. - . _.. -'Depth. 15.38•:. "15.78... " ' .. .. .. .. .. .. .. ." Section. 1' .' 1 .' .I �- . .".-'-'-----I_Widin'nhiok'_ Fy .1 .' _____ __ _____ _ _ _____ ___ _. ________ _ ______ ___ _. T/L :Fig -1 5,. 0. 0:1875'S5.00 1___ _____ __ _____ ____ - ' Web .I 0: 1745 55. 00 1 •• - -_ - B/R'Flg f ' 5.0 9.I875 55.00I`' .- ..----------- _----------------- ___________ - ___ _ . .___ ---- _I__ _ ---'"---' ____ - ---- __ __------------------------------ - ----'"""- .. - .. . :-Frame 'Weight (lbs).. ' 2509 �. . Deflections (in):. . -iO yi Wind dx =• 0.05 ='H/. 7626 LONG.'WIND 1 TO FRONT - •.Seismic, dx' _ 0.10t. . 10 a H/ 1917' � SEISMIC .TO' RIGHT .. .. Story'Drift - 0-30:- 0.002H SEISMIC TO RIGHT Stability Coefficient.- 0.00 - _ Stability Ratio .. MO ' •_, - - _I.Olsw+1.OIRDL+I,OICOL+0,70EQL - :. 1.OlSW+l.QlRDL+1. dICOL.6,70EQL •• , - - Fundamental Period 0.1124 _ - Single -Story Period ., _ - • Maximum tlx .= '0.07 H/ 2768 '0.6OSW+O.60AD1+0.60W5F -' Maximum dy _ ,-0.48 - L/ .590.@ MOD 2,'0.60SW+0.6ORDLf0.60W5B.' ' Max. -Live*dy.=. .-0.21•F L/ 17.59 @'MOD 2, LIVE ON LEFT AND 'RIGHT• _ E/W Col dx_ _, '0.35 =,'L/ - 641. @ COL07, 'O.60BW+0.60RDL+0.60W5F I . 1 - • •NUCOR BUILDINGS GROUP' Job i :: K2180749A . .. .. .. - .. .. .. .. Job -Name : ' : Kings Commercial' Center Bldg: .. .. ..Frame: • .. % .(skew). _ ;.. .. .. .. .' Date .. ' 9/30/2021 BGjjoshua.huntei - -• - • •File ' .: E11r0.nfr.' App Version':: 1.5.172.0 ____Como -___Como______________-- " C, O, N N.'E C T I. 0 N M M A R.Y ---- .- .' .. . - - Pinned, Column. Cap from. COL01. to-RAF01-, - - - - - •• . • Cap Bottom .Cap : -B/R .. ______________ BOLT _______________ ..• Connx' -Plate Rft Fl9 Bolt - Load- Axial Shear' Moment Plate' - Rft, Flg- 'Load 'Axial Shear Moment' ' Bolt -- Type Mail Mat; , Qty/Size - Comb :iC}ps: Kips Ft -dip' Ratio -Ratio Camb : kips Kips ;Ft -kip Ratio _ ------------------ _____ _ _____ _ __m_ _- _____ _._____ __._ _ ___ _ _,._____.__Comb._ _____ _ ___Como __._._p ---------- -' F6.50 ' 4-0:500-5-. - .. .. 18 .JJ 6.]'' '' 2'.9.- ' -0.0.. 0.05 .. .. .. ' - Pinged'Column Cap from'COLO2 to RAFOl .. - �, .. .. .. .. . ,. Cap 'Bottom. ... .Cape B/R. ______________ - .BOLT . -_ _____________ .. . Connx Plate Aft Flg- Bolt Load'. Axial 'Shear Moment Plate Rft Flg Load. Axial ,Shear. Moment- Bolt; - - ' -• Type- .'Matl ;• Marl-' Qty/Size ,'Comb',, Kips „-Kips -_______-_-____ ------ :Ft -kip. Ratio ______ Ratio ------------- Comb ___ ',Kips' 'K}ps _____ FPkip„ -Ratio--.. .. . .____________;I _____________--------- '• '" F6.75 .9-0.500-5 -- ------ L17 -- ; _____ 19-.7 .4-.9"� _ __-____ �0_0 -- ------ •.0:74 ' Pinned Column Cap fzom COL07. to_RAt02 - •-- , . - •. •• Cap -Bottom .. Cap •B/A ____________ BOLT'" '- •• _ Connx. Plate Rft Flg. 'Bolt Load •• Axial' Shear Moment .Plate. •Rft Flg • Load. Axial- Shear Moment Bolt -• - Type ' .Matl, Marl Qty/size ' Comb. " kips Kips'' Ft -kip Ratio' Ratio -•Comb - - • Kips- "Rips •' Ft=kip' _-' - Ratio- ' .. .. F6,75 ' .' 4-0.500' S. .. .. '-I .. 18. •-27.7 4'.B.m 0. 0, 0'.50 - .. .. - 'Pinned Column Cap, from COL04' to RAF07 - .. •. - . .. .. Cap -Bottom - - Cap. B/R' ____ ______ BOLT... - .. .. Connx Plate 'Rft "Fly .Bolt' .. Load Akial, , -Shear.. Moment Plate Aft Flg . Load , .Axial • ,. Shear 'Moment. � ' Bolt ' .'Type' • Marl. Matl •Qty/Size Comb', • Kips ' Kips , ,• Ft -kip .Ratio �' Ratio Comb: .Kips' 'Kips'. Ft -kip Ratio- . . .-------------- ___�_____�_m--------------- __ ___ 1 _________ " _- ___ _ _____ _._____�_� ___ _--_____ _m_____ .' .' F6.50 - . ' 4'O.500-S' .' ,18. 15.6-' J 9.6 -0.0 f029. - Pinned -Column Cap firm -COLDS .to RAFO] .. ' .Cap:. Bottom. ... .. .Load Cap -. B/H. . ______________ '_Load.- BOLT _______________ .. .. Plate' Rft Flg Bolt. Axial 'Mome t,. Rft Fig "Axial- Shear''. Moment' Bolt .Connx .Shear' Type'.' Marl Mail ,Qty/Sjze•' Comb•• Kips Kips' Ft -kip .Plate Ratio, Ratio, Comb ' Kips ' Kips• Ft -kip Ratio - :' _______-______ ______ J ______ _ ----- _-------- _ ----------------- Como__ _______,._____ _ Como----- m' ,. .' . F6:50 4.0.500-5 .. ..__________________________________________________________________I_______ .. ... _____ : 17 ___ 8.1' .' _____ 2.5 :-P.O.- ___ 0.07 .. .. - ' Splice'ioatl Combinations:- ,. ,. -No.. AS R. •Cases .. .. .. .. .. - .1- 1.00 1.00SW+I,OORDL+I.000OL - - - - - - - - - ,2 -1.00 1.00SW+I.00RDL;I.000OLt1.00RLL41.00RLR, } -1.Ob.-1.00SW+I.00RDL+1'.000OL+0..6OW1L - - - - _ ' " 4 . 1.00-1•.009W+I.00RDL+I..000OL+0.60W2L - . .' S .1.00.1.00547{1•.00RDL+I..ODCOL+D.6DW1R, • 6: 1.00 I.00SW+I.00RDL+I.000OL+0,6OW2R ' 7- 1.00-: 0.60SW+0.60RDL'+0.6OW1li, - - - . a 1.00' 0.60SW+0.60RDL+0.60W2L '• - ' '9 . 1.00 0.60SW+0.60RDL+O..60Wlli' .. .. .. - .. -10 1.00' :0,605W+0.60ADL+0.60W2R - ' .11 1.00 I'.00SW+1,OORDL+1.000OL+0.75ALL+0.75ALA+0.45W1L' _• ' 12: 1.00- 1.00SWF1.00kD➢+1.000OL+0.75RLL+0.75RLR+0. 4512L .. .. .. .. .17 1.00 1.00SW+I:OOADL+I.000OL+0-75RLL+0.75ALA+0.95W1R .. .14' 1.00. 1.00SW+1'.00R➢L+1.00COL+0.75ALL+0'.75ALA+0.45W2R' .. .. .. .. .. " • 15 '1.00 1.00S.W+I.00RDL+I:000OL+O'.6OW5H- ' .16 1.00-.1.00SW+I.00RDL+I.000OL+O'.6CW5F .. .. ' .' .. 17 1,00 '0.60SW+0:6ORDL+O'.6OW5B.- • 18 .- 1.00. - 0.60SW+O'.60AOL+0.60WSF ' • , . .. ' 19 ' 1.00 .. 1.00SW+I.00ADL}1.0006L!0:75RLL+0.75ALR+0.45W50 •20. 1.00 - 1.00SW+I,OOA6L+I.0000L+0.75RLL+0.75ALR+0.45WSF - 21 .1•.00 ., l.O1SW+l.OlPbLtl.01C0L+O_70EQL, - - -- - • .' 22 1.00 1.018W+1.0IRDL+I'.OICOL+O-70EQA '2] .1.00-1-.008SW+1.008ROL+1.008COL+0.525EQL . .'29 ,1, 00 .1.0085W+1.008ADL+I, OOBCOL+0:525EQA ' 25: 1,.00 0.589SW+0.589RDL+0.70EQL, ' 26 1.00 " 0.589SW+0.589RDL+0.70EQR. - - `. NUCORBUILDINGS GROUP.".. 'Job #; :.' ;:K2180744A. :.. ', ':: -Job .Name ::: Kings Commercial Center Bldg. 1 :: ",:. -Frame'. X (skew) . E11:-O.nfr. :. ..Designer.. : BG\joshua:hunter _.. ..:. App:Version.:.1.5.T32.0. .. :; : ; Date . .. :.9/30/2021 ' :.'• B.OLTED-.END-PLATES (REP) SUMMARY . .::. . C :.' Bolt:Pre.Tension Method:: SnugTight'- :: ... .. . PLATE SIZE: -(in) .. ... :.: Splice : : Left ::Right::: •' Members ' . eli: Left' Plate :: Right Plate ID • Type . '.Type . :Joined : Loc-. .Depth• ' Width'': Thick 'Length . Fy(ksi)" :Width. -:Thick- ::Length -:Fy'(ksi) 1;: 4E RAF01:To.RAF02 Top*: 16,00 6.00. ' 0.75 . '23.03' --55:0.-.' '.6.00 ' 075-.':'.23.03. .: 55.0. ..4E .'. .. 1. 4E .:: 4E '. RAF01 Ta RAF02 ': Bot' :: 1,6.00. : _ '6.00: 0.75 ': 23.03 : 55:0 : • .6.00 0.75: 23.03 .. 55.0: 2: .:2F .'. ;. 2F•-RAF02.T6.RAF03 -,.Top'. :.16.00. , .: 5.00. ': 0:38 :': 17,38 ':55.0 ": : 5.00 �. : 0.38,".:: 17.38. 55.0,,: 2'; : _ . 2F 2F..:-RAE02:To.RQF.03 .. Bot': • .16.00 .. 0.38 --,. '1.7.38 , 55:0.'. 5.006. .5.00 _� 0.38.�. ` 17.38. :55.0. PLATE -DESIGN,'. . � : Max Moment • : : - . •� � � . - � �� - MaxBhear .� � � �Left- ' •Right � . • Splice: Left .Right. - Tension".. Load . "..: Axial !Shear - -Moment Load- . Axial 'Shear.- - Moment. : Plate : . • Plate "•• ID• Type. ',Type'. • Location' ' Comb."•• (kipj: .'• (kip) ( • Comb '. •`(kip) (kip) • ` (ft-kip)"- Ratio•Ratio , . .. To '.ft=kipj . p 2• . 1 4E 4E- ."- '--0.'03.. • 14:59- .. .'-7.62. - �.17 : •9.85 • • �.�20.59• 13.70'. -' � 0:04•' :� . , . 0:04• .•1,:.. 4E 4E•'.•': .Bot' . 17: •• 9.85 20.59 13.70..•: ,-2 - ::.•-0:03': .'_14:5.9• •'77.62.'.. '0:12 0:12... '. • - '.: 2•.' ...2F 2F• . : ' .Tope. 19 : - 12.48 .` 1:16•• -A.'26. • . .18 =6.68 • ...•4.73. • ` .5:55 ..:. 0.27 : , .. 027... 2.... .2F: 2F Bot ... .17. :16.81-- .. 4:26 .'5.28... 2:: , .. -0.24.=2.68•. =3.76 . 0.62• 0:62 - BOLT RUPTURE•DESIGN.. .. .. :. Left.. Right Splice -Left •Right :. .-..'Bolt : ,Pre= Load Axial ,Moment. Bolt ' Bolt . ' .. ID: Tvpe. Type 'Loc' .Tvpe'. Tension Dia Gage Gage 2: Pff ' .Pfo P.f Pb: de :.•Comb' (kip) • (ft-kip). Ratio Ratio .' 4E ' .'.. 4E .' .Top :.A325.- : No:': 1.00 :.3.50 -- ;. 1,50 - 1.61 :3.25 .: -- :.1.75' '2'=0:03- :.'-7.62:: 0.04: 0.04 ..: 1.. 4E 4E. . Bot: A325 .. No • ' •1:00 •' 3.50 '.' =-.' ' 1,50. 1:52' 3:25 1.75 17 .- 9.85 13.70:': 0.11 011 ". .2 : 2F::: :.'2F '..Top.- A325:.. 'No: - .0.50 . -3.00: ': --.' .1.00• '". == - - -- -- -- ': 19 12A8 - 1.26:. 0.32 .0,32. ... ' 2." .:: 2F 2F . . Bot .A325 = No.. - 0.50 3.00. ' . -- '. •1.00 -.- : . ,_ : -_ . -- 17 16:81 -. ' 5:28 ' : 0.75. 0.75' . ' COMBINED BOLT BEARING SHEAR DESIGN: .. .. .. .. • • '. •:• '.. • '.: • 'Left . :Right Left. - Right.:. ::. Bolt:: 'Pre= ::: . - : Load..'Shear• - Bolt ' .Bolt :.. ID'. .'TyOe, Tvpe .Loc 'Tvpe .Tension :Dia '.Gag' .Gade:2 Pfi " : Pfo'.: �Pf.. Pb, `de' Comb.'•(kip) Ratio '.Ratio'.: 1 ' : 4E.. 4E. -Top._ . A325 . No ,: 1.00;-3.50:: ' =- -' :1.50 '.1.61 .. 3.25. _-: . 1 1.75 :..17'.: 20:59 .. 0.24 - .. ' 0.24' .. 4E . 4E - .Bbt.:: A325 : No- .1.00 '::3:50.. =- , .'. 1.50"_ ' .1:52 ..'3:25 : --. , .1.75• ' : 2 .. -14.59 -.0,17• .0.17 ..'. .'2 :... 2F . 2F Top ' :A325 . No'. 0'50: .3:00. -- • 1..00 ..=- :: -- --. -- 18 ..4.73 0,45- 0'.45',: 2F.. .. 2F . Bot . A325 . N0 0.50 ..3.00 .: =- .' •. 1.00 :.: -_ __: . • __: _:.. ...2 :.: =2:68 .. '0.25 ' .0.25 .. .. :. . WELD DESIGN'. .: .. � .Left . .. Right ` • . . Splice .. Loc '.. , ..:Welds. Checks .... Welds Checks ID Flg .. Web: Stf : Load Tensile ` Load': - . " Shear . - � .Ig Web Stf " Load." Tensile . " Load Sheit- 'Comb- Rupture Comb' Rupture' Comb. -Rupture :Comb -'Rupture. 1 Top . ,GIRL.: FWD5 �. 2 - : '- 0.12.' ..� 17 0.74 -:: ' C1P1 FWDS. :. ,. .. 2:- . 0.12 - " 17 . : 0.91 . 1 Bot . CJP1 FWDS : 17 : 0,31: :: 2 0:53' : CJPT " FWD 5 • 17 0:33' 2 0.64 :.. "2.' : .'Top .. FWD3.- WP13 .. :.19 0:12'. : .18 . ..0.21- • F-WD3 .•WP13 19 '. 0.12. � • -18 . • : 0.2-1: .. .2 • : Bot FWD3• : WP13 1"7- � . 0.29. '. 2 ..0.12 FWD3 '. WP13. . ' 17 .' .' 0.29 2 , .. '0.1-2 :BASEPLATE-AND ANCHOR. ROD DESIGN. RESULTS. . BASEPLATE AND ANCHOR�ROD.INFORMATION: (in) Column column. :: Column :: : Base.Plate Anchor Rods ID: Tvpe Pattern' . Depth : Width: Thickness 'Length .Fy(ksi) Qty Dia.. Grade Pfi . Pb. Gage COL01 : : WF/BU Left: : "9.5 .. ' . 6 : ; :0,5: ': ':9.5000 : 55: :. .- 4: 0.75•: ' Grad:e36 3:5: 3: ' 3 -COL02. "VNF/BU Left':: 15:375:. 8:: `0.75. '15:3750': ":55. ':: -4. - : 1- : Grade36 : 4 4'. ': .4, : : BASEPLATEAND.ANCHOR'ROD DESIGN AESULTS _ : .'.. • ,. BASEPLATE AND ANCHOR ROD INFORMATION; (in) . Plate :- Anchor Rods Column Column .. .. Column ' Base ID. TyPe' Pattern .Death" - Width ..'Thickness :• Length Fy(ksi) Qtv Did. • Grade' - Pfi Pb Gage COL03 .. WFjBU_ Lef.E " - 15.375 ..8 - 075 . " 15.3750 55 .. 4 1 .. : &a8e36 4.. 4. A. C01'04 WF/BU ': Left: 15.375• 8. 0.5 15:3750 55 :.4 1 : _ Gra'&36. 4.. 4 '. 4 COL05 :• WF/BU Leff - = .15.375� : 8- 0.5. 15.3750 55 ..4 " 1 ; Grede36:. 4: q 4 - BASEPLATE.DESIGN. CHECKS Concrete Bearing (Compression) - Base.Plate YieldmA.(Tension) ':Column".. - Load ... 'Axial . :Shear Bracing Design _ .: - I. Load :- Axial - .. Shear`:: . Bracing • Design .. . ID - Comb-.... (kip) ... (kip) _ Shear.(kip) - . Ratio.:. ...Comb '(kip)' . ' Shear.(kip) ... Ratio -COLO1... 2 '. - -4.38- O.00 0.'00 0:05 ' 18 ' 6:04 . ..-216 - '. • ' 0.00 ::-COL02. 22 . -13.24 0:00.... 0.00 0.07..... .17 '. 25.57 . 3.86 :•".. 7.54 0.82 . -. . COL03 .. .'.. 2 :.. -20:80 0:00 ' : 0'.00 0:11 .. 18 .' _ 34.78 . -:4.65. :' -14.14 :- .'-- ." ' . 0.96 - -COL04... .2,. -9.93. 0.00: .',- '0.'00 -0.:05'. • • :•,'18 15.44. •..-4.01 0.00 .. .. 0.96... -... :: COL.05 .' .. - 2 .' : -4.81. 0.'00 ' . 0.00:-.'1 .' ' . 0.03.. ' : :17 '. • ' .7:95- .' - 1.96 ' :• , .. 0.00 .. 0.69 : :ANCHOR ROD SHEAR AND TENSION -DESIGN CHECKS. Design: Combined Tension -Shear Design ' . Combined Shear -Tension Design Anchor Rod Tension Design'. ' ' : Anchor Rod'Sheai Column Load Axial Shear 'Bracing'.. Rod' , Load Axial Shear ID. Comb (kip) (kips) Shear(kip).Ratio " Comb .(kip)."(kip)'Shear(kip) BracingRod .' Load, Ratio- Comb Axial Shear ' Bracing • Rod load- Axial Shear: Bracing *Rod:, (kip) -(kip) Shear(kip).Ratio'.. Comb (kip) " (kip)"Shear(kip) Ratio CO.L01 ' 1.8 • 6.04 -2.26 • 0.00 • • • . 0.16 . ' 18 . '6:04' . -2.26. 0.00 - 0.10 ' .18 ' 6.04 -2.26 ' . , 0,00' 0.16. 18 U.4 _ -2.26 0,00 : 0.1 :. COL0.2. .17.: 2S.57' . 3:86... . 7.54' :: 0,37-' _ .6 ' '22.45 `, 6.00 � 11.74. : 0.29.. • 10.. 25,56:: 0.00 11.74 039 .. ..10 " 25.56. `0.00'_ . . 11.74 .. 0.31: : COL03.' .' 18 ' 34.78 -4:65 .. -14.14 0 51 :18 34 78 -4,65 . -1.4.14 .0.36 18 ' 34.78 .-4 65 ' -14:14 0.55 ' . 18 34.78 -4.65 ' , -14.14 0.42 .' . COL04 18 '15.44 -4.01 0,00' 0.23- 18 ..1544 -4.01 �6.00 0.10. 18 15.44 401 0.00 .. 0.23 18 15:44 4.01 0.00 0.1 COL05. .17 .:7.95. 1.96. 0.00:. '0.12. 18. .6.37 .-2.30 : 0.00..: 0.06. 17 7.95 :1.96 0.00.' 0.12. . 18 : 6.37. -2.30 0.00 .0.06: BASEPLATE LEFT. FLANGE WELD: DESIGN CHECKS .. ... Left Flange Weld (Ripe Weld) Web Weld Right Flange Weld Column • Weld •Load 'Axial :Shear' _ BracingWeid' „' Weld . Load' Axial Shear.• Bracing., 'Weld,. - Weld Load • Axial "Shear ,. Bracin • Weld' ._ .9. ID', "' .Size Comb: (kip) . (kip). Shear (kip)., Ratio. 'Size, Comb: (kip)`. (kip). 'Shear'(kip)'.: Ratio. ' .Size .Comb. (kipj . (kip). Shear(kipj . Ratio. COL01 ' FW2: • 18 .' 6.04 . -2:26 • • . A00: 0.66 FWR3 : 18 6.04'. '-2.26 0.66 . Al 1: FWS3: • 18 ' 6:04 . • -2.26 ' .. '0.00: 0.06 .'COL02' FWS3-',- 10.' 25.56 0.00 - .'11:74 ' ' .0.84' fWR3 •'34.78 ' 1.7- 25:57- .' 3.86 ' ' • 7.54 • : 0.43 "FW53:' • 10. 25.56 '• 0.00 - • Ai.:74' 0.54 COL03 : FWS4 ' 18 . -4.65 :.. •-14,14' : .' 0.77' FWR3 . ' :18 • 34.78..-4.65' : .=14:14." 0.59 FWS3, 18 '34.78 .'-4.65 .' .--14.14' : 0.67 COL04. FW53. 1,8 :. 15A4 --.4.01. :0.00, 0.19. FWR3',. .18 -._ .1S.44 : ;:4.01. . • 0.00 0.27. FWS3 " 18 :. 15A4 •-4.01- :0.00. 0.19 COL05 FWS3.' 17 .' 7.55 '. 1.96 0.00, 0.:10 FWR3 T 17. • '7.95 1.96 0.00 0.14' ' FWS3.' 17 .' 7:95 '. 136 0,00' 0.:10 LOAD COMBINATIONSc''. : •' :',:: .. No... .'ASR `.. Combination. 1 . ,'.1 00 .. 1.00SW+1.00RDL+1.000OL'.... .. • • :• ,'.. 2 1:00 .. 1.00SW+1.00ROL+:1.000OL+.I :OORLL+ 1.00RLR" 3.. 1.00... 1.00SW+I.00RDL+1.0000L+.0.60W1L ..: 4' ` 1.00... 1.00SW+I.00RDL+I.000OL+0.6OW2L 5. 1:00 . '. -1.00SW+1.00RDL'1.00000-MOW1 R- . 6 . 1:.00.'. 1.00SW+I.00ROL+1.000OL+.0.60W21k 7. .'.1.00 0:6OSW+0.6ORDL+0.6OW1L'.. •".. :' .1.00 ..: 0.6OSW+.0.6ORDL+:0.6OW2L. 9... .1-.OQ' 0.6OSW+0.6ORDL+0.6OW1R'.::..''... :. 10. `: .-1.00... 0.6OSW+0.6ORDL+0.6OW2R.: 11. : 1:00 .. 1.00SW+1.00RDL+:1.000OL+.0:75RLL+0.75RLR'+0.45Wl L .. - 1.2.- 1.00'-. 1.00SW+1.00RDL+1.000OL+.0.75RLL+0.75RLR4-OA5W2L 13, .'.1.00."..•1.00SW+1.00RDL+1.000OL+0.75RLL+0,75RLR+0.45W1R•.'.:: ... 14. 1:00.. 1.00SW+.I.00RDL+:1.00COL+.0:75RLL+0.75RLR'+0.45W2R ". 15.. 1.00'.. 1.00SW+1.00RDL+1.000OL+.0.60V115B 16 1.00 .. 1.00S W + 1.00 RD L+ 1.000O L+ 0.60 W5 F *.Indicates a Special Seismic Load Combination LOAD COMBINATIONS:: . '... :... No'' . -ASR 'Combination ....17 :.; 1.00 .0.60SW+0.60RDL+0:60W59 . 18 1,00 '0.60SW+0.60RDL+.0.60W5F- .19' :.'. 1::00 - ' 1.00SW+1.00RDL+1:OOCOL+O:75RLL+0.75RL'R+0.45W5B' ... - 20:.; 1.06. .1.00SW+1.00RDL+1:OOCOL+0.75RL"L+0.75RLR+0.45WSF'. 1,00 :1.01SW4 .1RDL+.1.01COL+0;70EQL: 22 ... 1::00 1.01 SW+1.01 RDL+1:01 COL+0.70EQR .23 '.; 1.00.. .1.008SW+1.008RDL+1.008COL+0:525.EQL .: 24' .' 1.00 :'1:.008SW+1.'008RDL+1.008COL+0.525E R .25 ... 1::00 0.589SVV+0:589RDL+0:70EQL:.: .. - 1.00 ... 0.589SW+0.589RDL+-0.70EQR.. .. ... *Indicates a Special Seismic Load'Combination.'. :.: 8L-V.:: 'J: 0 :. 0.: .: 0 . :.L'.. '.` 0. `5010D.• I 0.:. ..0. 5' . :. 'EL-. 0• SOIOJ.. 1,010J 0. . 0.. 8 6Z=_ .' • "0 .' ". VOIOJ.• 0 : _ .: . 0 .... 0 S L- .... 9 L £OIOJI 0'.: . '. .0 .6..: ... S9- .. SZ : . £OIOJ ... . 0. 0* 0 K. 0; .ZOIOJ. :' 0 0 -. .8 .vL- : . . 0 Z010D. '0.. ..0 ' 0 .. L . . 0. LOIOJ 0 : 0. ." .V : Zi- . p. 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File :: :•E11.4hft Designer' .: BG\joshuabunter App Version::.1.5j32.0. ::Date :9/30%2021 ".: DESIGN SUMMARY--: REACTIONS BY LOAD-CASE:REPORT•::.. :.. 21' 6 314' .. 231166 1516' .' .. 20'-3 5/16' 22'-1 3/6' 12 ' 0.7526�- : I ' 01526 CD y COL01 _ :Mx. . Mz COLO5 ' COL02 COL03' COL04 :. X.. Y .. • ' Z .. Mx:' . .. 'IVIz X A,. Z Mx . Mz Member :: ((ips): .`. (kips) .. (kips) (kip-ftj "!. (kip-ft) I. Member . :: (kips)`.. (Kips),(kips). _ .. (kip-ft) • (kip-ft) :. LOAD CASE 11. -SEISMIC TO LEFT COL01 0 :'.' : 1 Q. : . • 0 .' 0' COWL- 0. 12 ' . : 0. 0 p 04 ------------------ ----------------------- ------ -=-= - -----------------I I. --------------- I ---- ----- =----------------------- ------------------- ------- '---------------- =-=-- -= -- • . . . { :. -.. :.. :.. A=79 . • NUCOR BUILDINGS GROUP" f •' Job i - •':-K2180749A .. :' .. . ' 'Job•Name; :'Kings Commercial .Centel Bldg. 1 - 'FrameFL..2. -. ' Date :'9/30/2021. .• Y .. Designer. .. :'BG.\jo'shua.huntex .. File' Fll-O.nfn . App Version' ' .1,5.172.0. ,. .. _______r____._------------ F. R. A WE .D• E S' C R. I, P'T I 0 N ------------------------------ ' Frame type :: LCS - ' Frame width_ :' 31.01 . F[.' " • .Bdy:.idth 28.88 Ft. 'LEF:i RIGHT .. ' - .Dim to ridge' .31.04'Ft.' 0.00 Ft. - ' 'Roof slope .1.00/12. 0.00/12' .. .. ' Eave'height 18.00 Ft.- 20,59 Ft'.. - ., ' Girt' offset' 9.50 In, 9,50' In.' ,. 'Typ.' Girt' spacing 6.00 Ft. ' .. 'Purlih'offset 9.SO- In. . :'9.50 In. ..Typ'.'Purlih' spacing: 5.00-Ft. . ,. 601. spacing :71.0417 .. Supports /,Sprin4,0onstaptp - •COL01•r Bottom'V'B. ' COL02 -.'Top E Bottom V.N' _. " column . .. WPI Gixt Bxabe • .: Y .. y y' Y ... .. .. Flange Brace. : 0, :1,' 0 2 - _ • Location (ft)-: 2.9.' 7.§. 11.6 13.5 .Other Braces: :' .. .. Columti .. .. _ .. .. .. ' ' Left' Brace .. .. 'Right: Brace . Location (ft): .------------------------ _-_______.____ ' li 0 A D 'I N'G' . C O N .D' I *T I. O. N S. " Building Code a. Year. IBC2018' , Risk Category II -standard Buildings. • 'AISC. specification' j'2016 ASD . . , .. L O A D S (Psf) .. .. .. Roof Dead -load 5.00 .. Roof Cpll.load ' •5.00. .. .. ' ' Roof'Live load' 12.00 Roof Snow -load' - 0.00.. Floor dead. load 0.00 .. ' Floor live load': 0.00 'Grodnd-Snow load: .. 0.00 Ce-.1.00' , S_s - 0.069. S1.-,0,028 .Seismic Design Category, - A 'sit. ,Class =,D - R.- .3. 06 . Cd'- j:00. ,S,ds a 0.074 Shc'-: 0.045 rho 1.00 , omega 9.2.500 . - Is.Building-Ixxegulax False ' - -- Roof Seismic ,Factor 0.010'FSF, -' - Floox'SeiSmic Factor 0.010 OSF. ' Wind, speed" 'I66.00, Mph. Esp.' : C .. Wind pxessufe. .• 49.14 Psf- Building.is Enclosed .. ' Wind pxessuxe cbeffitients ' I's.End Bay?-Trhe' Cl' C2E ' C2 C3 'C3E ' C4 W1R: .0.790• 0.000. :-0.890 -0.350 .0.000 -0.250 W1L-.0.250 ., 0.000 . ' =0.750 � ' -0.890 - - 0:000 .. 0.790 W9R 0.430• .0.000. -1,250 ' -0,710 0.000. 0.630. - W2L '=0.610• 0.000 .-0.710 .-1.250:. 0.000 0.430 - ' - - • .'W5B -0.300 .0.000 .'-0,890 .-0.350 0.000.' -0.300 W5£ -0.300 0.000' .-0:750 -0.890 " 0.000- -0.300 ' W68 '-0, 660.' 0.000 ,-1.250, =0.710 .' 0.000 -0.660. .W6F: ''0.660 0.000' : -0.710 •-1,250 '0:000 0.660' Tributary -Widths .. .. .. .. .. .. .. ' :. Panel Trib.'Width (ft). .. .. .. - .. .. RP1 28.88 ' .. _ ___„___-___.______- - P R O G' R.A •M A P' P L' I E D L .O.A D S. Panel Loads _ Load. On •,Start. "End. Start' End Case, Panel. Load Load Lob Loc,' . .. - . Elf Klf Ft., Ft.. _ .. .. .. .. -- ROL RFl- -0.087-0.087, 0.00b :31.042 -COL RP1 0:144 -0:144 "0.000 31.042' RLL RPI' -0.347 -0:347 0.000 31.042 -• .• W1R WPI 1.121' .1-.121 6.000 '• 18.000" " .. ' W1R RP1- -1.263-1.263 0.000.. 31.042 .., .. .. .. . W1L -WPI-0..355' 0.355' 0:000. 18.000 ••' - .. ' W1L- RP4. -0.497' -0.497 ' .. '0.000 .31'.042 . „ .. .. ' • W2R WPl .. ' 6.616 :' 0.610 ..0'.000 18.000 W2R ' RPI. -1.774 -1:774 0.000.. 31.092• • ' .. W2L WPl ; -0.866 , -0..8660.000 .. 18'.000.. WZL, RPI. 1.008' -4.008 0.000 31.042 - - 'W5B' ;WP1„=0:426. '-0.426. .,0.000, 18-•000, - W5B. RPl-1.267, -1.261 .0.000 31..042 = . W5F WPI' rO.426 •.0.426- 0.000 :18_000 ' :WSF RP1 -0:497 ,-0,497 .' 0.000' .71.092. - W6B WPI :-0:977, -0.937 0.000 18-.000 " W69 RPI-1.714.-1:774, 0.000 31.042' ' .W6F: WPI' -0:977 .-0.93.7 0.000-- 18,000 -- - W6F RPl "-1-.008-l'.008 "0.000 01.042' •' ' • EQR RPL 0.003 o.bw. 0.000 :31.042 - .EQL RPI -0.003 .-0:003 "0.000 31.042- - _________________________________________.. .. .. .. .. U S :E R A' P Y' L. I E D' - L "0 A D S. . ' .. .. .. .. A 80 - . ----------------------------------------- 'Sheax loads:that-axe applied peipendiculan to the.veb have beeh considered in the'ba'seplate design'only The locations listed'below for each longitudinal. bracing. load apply dnly. to the column axial'load ' .. (tension.on"base .of colhmn and compression -when at top' of, column)..' .. ' _ Load On • Box." Vert. eexp Shear Moment' Yoe Special '• Case Mem.. 'Hips ..Kips .. Kips. K, Ft.' Ft., .Load•(.. •D'escxiptiofi, RDL COLOl' ;- O,000-1..000 :0.000 2.258 17:000 ,C-1' ., Eave ext; .. COL,- COLO10.000 1.000 0.000 ' 2,958 - 17.000 C=2Eave, ext. - - - ' RLL• Coi01 0'.000 3.000' 0.000 11.375:. '17.000 C-3. ' Eave ext.- ' W1R. COL01 .0.000 11.400 0-000 r42.625 17.000.' Cr 4. Eave ext. WIL COL01 0.900:. 11.400" 0:000-42.625 - 17.000- C-5. .Eave' ext-. ' 'W2 COLO1 0.000 _ 11-.400' 0.000, 42.625 17.000 C-6 -Eave ext.. ' W2L COLO1. - 0.000 " 11.400 0.000-42.625 17.000 C-7 Eave sit. ' W59 COLO1 0:000 I1.400 '0:000-92.625 •17.000• C-8 Eave ext. ' .WSF: .COL01 0.000 '1I.400,' 0.000-42:625. -17.000 C-9 Eave' ext.. _ W6B 'COLO1 0.000 11.400 0.000 42.625'' 17.000 'C-10 - Eave'ext. W6F COLO1 •0.000, 11.900 0..000 42'.625 •17.000, 0-11 Eave ixt. .BWF COLOI 0.000' "7:000. -6.000 .O AOO 0.500 Long. Bracing-l' COLO1' ' 'BWB COLO1 0.000 ..=7.000 6.000' '0..000 16:375 Long. .niacing-1 COLO1 .. -----------------------------------`----- .. .. 'L OW C.0'M B I..N- k T I. O N'S .. .. .. .. - - ' ASR ,Cases . 1) .1.00'• SW+RDL+COL+NLE .. .. .. - .. .. 2)-1,00 SW+RDL+COL+NLR " . -3). 1.00 SW+RDL+COL+RLL+NLL -4) 1.00 -SW+RDL+COL+RLL+NLR.. .. .. .. .. - .. .. - .. 5)_ 1.00' SW+RDL+COL+0.60WI,L- 6) 1.00 'SW+RDL+COL+0.60W2L - . .. . 7)' 1.00- SW+RDL+COL+0.60WIR " ; . .' .. .. .. .. . - 8):1.00- SW+RDL+COL+0.6OW2A -9) 1:00 '0.605W+0:60RDL+0'.60W1L " ' - - '• -' - .. 10)-1.00.. 0.60SW+0.60RDL+O.60W21.. .. .. - - .. - .. .. .11) I.00. 0.605W+0.60RDL+0:60WiR. - - • '12)' 1.00 -0:60SW+0.60RDL+0:60W2R . = ' ' •' •17 ) 1.00- SW+RDL+COL+0.75RLL'+0'.4$W1L -14).1.00 SW+RDL+COL+0.75RLL+0'.45W2L :' .. .. '15) '1:00 .SW+RDL+COL+Ot75RLL+D'. 95W1R- - 16)•1.00 SW+RDL+COL+0.75RLL+0.45W2A' - - ' 17). 1.00 SW+RDL+COL+D. 60W5B+0'. 60BWB- -'18} 1.00 SW+RDL+COL+0.60W6B+0.60BWB - - - - - - - 15)_ 1.00 SW+RDLiC(?L+0.60W§F+0.60BWF . ,20) 1. 00' SW+RDL+COL+O. 60W6F+0. 60BWF •21):1.00 0. 60SW+0. 60RDL+0.60WSB+O.60BWB" ' • - - 22)-1.00 0.60SW+0.60RDL+O.60P76H+0,60BWH' 23) 1.00-'0.60SW+0.60RDL+0.60WSF+0.60BWF -24Y 1.00• 0.605W+O.60RDL+0:6OW6F+O'.60BWF 25) 1.00 "SW+RDL+COL+0.75RLL+0.45W5B+0. 45BW8 _26)' 1.00 SW+RDL+COL+0.75ALL+0.45WGB+0.45BWB. - .27)-1.00 SW+RDL♦C6L+0.15RLL'+0.45WSF+0.45B47F ' 28) 1,00 "SWfRDL+COL70.75RLL+O'.45W6F<0.45BW£ ' 29)'1.90..I.61SW+1.0IRDL+I.OICOL+0:70EQL .30) 1.00. 1.01S➢1+1.OIRDL+l:O1COL+0:70EQR. - - 11)' 1.00.1.01SW+1.OIADL+l:O1COL+0.53EQL, .. 32) 1.00- 1:O1SW+I.OIADL+I.OICOL+0.53EQR .. ' 33).1.00; 0-.59SW+0:59ADL+0.7OEQL ,. .. .. '79) '1.00 .0.595W+0.59RDL+0.70£QR .. 0 -- Sob K2180744A, kings Commercial Center.Bldg. 1 NUCOR BUILDINGS GROUP. Date.: 10-11-21 Pege:, - 1 - -- • - Frame: FL 2-' " , -By ': BG\joehua,huntei File: F11- .. .....DESIGN SUHQMRY REPORT. •ii .. .. - .. .. .. .. .. ..---------------------- . .• Built Up' Rafter PAF01 - ___--------------------- _______________ ___________________ .. ____________________________ .. . • T/L .• B/R. .. •.AxialAxial. T/L B/R .Max. _____________-- .•.SHEAR • ----------------- .• Flange:... _. ., ., Flange Web .. Load . ' Moment_ Bend' Bend Unity .Load'„ 'Force; Shear 'Flw (k/in) : • .. .. section Mat'1 Mat .'I 'Mat-1 .Comb . Loc : Kips • Ratio. Ft -kip Ratio ,Ratio Check Comb Loc - Kips Ratio .'T/L,- •B%R '1 F5.25 F5.38 W164 22 7 5..8' 0.03. ,309 .3' 0.84' . 0. 8.9 0.86' . 22 2a .'-15.74 .' 0.51 0. 88 -1.05 -2 F5:25 .F5:78 W164 12 11 . -3..7 0.03 " -101.1 •0.07' 0.85" O.B7 22 19b - 14.B3. 6.4e . 0.83. 0:99 . . .. - . Chkpt :1.. 8 . .9' ' 15 .. .. .. .. - .. . .. Depth, 13:62, '; 25.62 • _ 13.62 .' .. .. .. .. . Section I . .. 2 .. .1 . .. - .. .. . ------------------------- _----------------------------- . I. widtG.thick. Fy I width thick' " -`--`-^-"------_'-------------- :Fy I' "----------- _------------------ '. .. ' ----------------------------------------------- .. .. .. .. .. .. ^-"_--'--"----- T/L'Flg 5.0' 0.2500 55.00 1 5.0 0.2500 55.00 1. •' 7---------- ----- .. -"------- ---- -' ----- .. -`------------ -'__---- .. -- .. ' Web 1' 0.1644 55.00 '1 • 0.1644 -55:00 .I' B/R Flg- 1• 5.0 OJ750 55.00•1 ' 5,0 0.375Q, 55.00' I 'Max. .� Built Up column-' . COLD1 .. .. .. .. .. .. .. ' - .. T/L, .B/R.. .. '.T/L •B/R --- --- - SHE.. ._ - _------- .' .. . -Web'.. .' . Flange Flang_Load', Axial. ' Axial. Moment.' Bend .' Bend. Unity.' Load . Force .'Shear Flow., (k/in). . Sectiop.Mat'1. Mat 1 .Mat'1 Comb' ..Loc- " Kips. Ratio. 'Ft -kip Ratio Check 'Comb. Loc Kips. Ratio . 'T/L •. B)R ' . i'patio• ______________________________________________________ F5:19 F5,19 W164 24" 2215.5' 0,17-29,6O,B1' __________ ___________________________________________________________ 0.86" 0.87 : it 27b =6.22, 0.20 0.42. . 0:92 , _ . Chkpt. I6.. .25 .. .. .. .. .. Depth 11:38 11.78 .. .. .. .. - .. .. . .' section I. .. .. ' ' .. .. - .' _ .. .. .. .. - .. ----- .. . 1, widths thick--_Fy ' .. ------ ___._ ______ ______________, _ .. ______ _ .. ______________________:: _ ______________._______ .. .. .. .. ' T/L'Flg I' S'. O'0.1875 55.00 '� • Web.. ( : ' Q.1644 55.00 .I .. - - .. .. B/R Flg' 1. 5.0 0.,1875 55.00.1 .. Built -Up column- _ COL02 .. .. T/L .. .. .. .. ' T/L. . B/R.. .. .. B/R . Max' . --------- -' 'SHEAR . FIange Flange- Web' Load Axial.' Axial. 'Moment.' Bend .' Bend. Unity.' Load .' Force .'Shear Flow.. Win). • section.Mat'1. Mat'1 .Mat'1 -Comb' Loc " Kips. Ratio, 'Ft -kip patio• Patio ' Check " Comb. Loc •, Kips, - R'atip T/L- •.B/R . ________c___________________-___________________________________________________________________-________________----------- 'l F5:19 F5.19 : . W164 12" 27 :14.8 •' 0.12 -0.0 :0.00' 0.0'0 0.12 : 22 27 "'-0.00 0.00. DAD _ . 0:06 ' . Chkpt, 26.. ;, 27 ' .. .. .. .. .. .. . • .. Depth 11,38 " . 11.79 . .. .. .. .. .. - Section 1- •- 1 .1. ` ... .. .. .. 1. width thickFYI .. .. _ __ _ _______ ____ _ _____ _ _______ __ ___ ______________ ,. __ . .. ., T/L'Flg I 5'.0'_0,1875 55,00I .. .. .. .. .. _ - . Web.. 'I. .' 0.1644 55.00 '1 .. { .. .. .. .. ,_ B/R Flg• 1.- 5.0 0.1875 55.00..1 ,. ,. .. .. • Frame'Weight . Albs),-..669 .. .. :.. .. .. Deflections (in) .. .. .. .. . 30 yr Wind d . -0.00 r H/ 2444. .' LONG.. WIND. 2 TO BACK ' Maximum'dx, �, -0.10 r H% 19.47 0.60SW10.6ORDL10.60W6B1O.60BW6 _ Maximum dy,=, '1.23 -.'L/, 290. @ MOD 1,'0.60SWi0:60RDL+0. 60W6B+0.60BWB,' ., Max., Live 'dy r -0.42 n L/ 857.@ MO➢. .1, 'LIVE ON -LEFT AND" GET ' .. NUCOR BUILDINGS GROUP .. Job t r K2180714A . .. .. .. .. .. .. .. Job :Name ' : Kings Commercial' Centex Bldg: 1 Frame. • .. : FL. 2 _ - .. .. .. Date .. ' 9'/30/2021 .. - Designer, .. BG�joshua.huntei 1 File' A. F11-.0-fr- . ' App Version':, 1.5,132.0 : ' .. .. .. .. ,I C 0. N WE C T I. b N. S 'U M M A R .Y• Knee, Connection COLDS .. .. .. .. .. .. .. tom _ Roof ' _ Web, fv/Ev Weld Weld' Weld? Areq/Aa-.tq/'(W1+W2_)� W7req/W3_ 'Weld,B'otAreq/Aa Plates Stiff. Noiagona Theta f' Axial .. _ .. .. Slope -Mail Ratio. Wl W2 WJ Ratio Ratio Ratio W9,Aa do 'RatioMail S,tiff., Degrees,' Ratio •• .1:00:12 W169 0.11 FW53 EW0.17 .. O. OD 0.12 .. •FW53'' '0.06 .' 0.10. �0 s7 ' .. .. .. ..----------------- _-------------------------------------------------------------- ______________________. .. I' width. 'thick Fy I- height., depth' length I. width tbick length' Fy I Top- Plate t ' 5.0 .0.3750.. 55.0 . 11.04- stiffene.c Weh .l 0:1644 ..55.0 12. 13' 11.00 I .. I: • .. . I - .. .. Bot Plate .1 2.5., 0.2500 .50. 0. 1 . . 11'.00, 1 . .1 I - . Knee Connection COL02• ' We - ---7 T'op•Plate --- - ---- --T --- Bottom. Plates , -----•--THor1z,./Diagonal'Stiffenex--7 ' ' ,'Roof Web, fv?Fv Weld •Weld Weld 'Aieq/A; ieq/(W}+W2), W7req/W7 Weld., 'Areq/A W4ieq/W4 Stiff. No.' Theta. Axial Slope Mall. • Ratio . Wl W2 :W3 -Ratio. •• Ratio Rat o W4 Ratio'' Ratio' Matl: Stiff. . Degrees. .Ratio. ____________________________________________________________ _________________________________________________________________ _ 1.00:12 M164 0.10 FWS7: FWS3 0.33 :0, 60•' 0.12 FWS7 - 0.10-. 0.09' -0 - • - I__ ___ ________ .. ' .. I width_ thie k__-_Fy,' I liefight -depth .lehgth' I kidtti thick' length Fy I -- ..._______:____._________________________ _I___________________ ----------------------------- -------------- Too Plate -I 5'.O: 0'.1875.. -55.O' 1 .. I1.04' 1 Stiffener' I .. .. I .. .. .. .. Web ' i-'0.1644.-55.0 I 14.75.11:00 .. •1 I I .. .. 'Bot.Plate. 1, 2.5.,0.2500 - 50.0 1- ", .11'.00 I -------------------------------------- _ __ _____________ ___ __ _ _______ _______________________ _________ .. Pinned'Column Cap ffom COL02 to RAF01 'Cap' Bottom' cap 8/R _ _ __________ •BOLT,. _ __ _ ____ .. .. . . Connx Plate ;Rft Flg.' Bolt. .Load Axial .Shear Mdmen�t• .Plate 'Rft F14 .Load.' Axial' .Shear . Momeh[ l 'Bolt. -Type Matl. Mail, . Qty/size Comb ` Kips : Kips Ft -"kip. -Ratio . 'Ratio '" comb- Kips Kips" Ft. kip ::,Ratio, •9:0.500-5 -- --------------------- 7- ___ s_____ ------------- F6.38 1014.80.0 :4.0, . .. Splice' Load Combinations: .. • ' - : • .. .. .. .. - .. .. . .. No.: .ASR' Capes. .. .. .. .• 1' 1.00, 1.00SW+1'.90RDL+1.00➢OL' ' . .. .. .. .. .. 2 1.00 1.00SW+I.00RDL+I:000OL+1'.00ALL : „ 3 1.00..1.00SW+I.00RDL+I.000OL♦0'.60WIL 4 ' 1.00 '1.00SW+1:00RDL+1'.000OL+0.60W2L. .:' • -. ' : . .. .. .. - .5 1'. op. 1.00SW+I.00RDL+I'.000OL+0.6OW1R• ' .. .. 6' 1-.00 .. 1. DOSW*1-.00RDL+I.DOCOL+0: 60W2R. 7. 1.00 0.60SW+Q.60RDL+0.60WIL.' - 8 .1.06 0.60SW+0.60RDL+0.60W2L„ - ' - 9 '1.00 0.60SW+0.60ADL+0'.60WYR . '10 .1.00 -0.605W+0.60RDL+0.6OW2R " . .1.00SWt1. DDA➢L+1.000OL+0.75ALL+0.95W1L 12 1,00 1.00SW+I,OORDL+I.000OL+0,75RLL+0,45W2b _ '13 1.00'' 1.00SWil.00RDL'+1.b000L+0.75ALL+0.45WIA' 14 1.60, 1.06SW+1.06RDL+I.000OL+0.75ALL+0.45W2R - I5 .1.00 1.60SW+I.00RDL+I.000OL+O.60W5B+O.60BWH' _ '16 1.00':1,OOSW+I.ODRDL+I.000OL+O.60W6B+0.60BWB - 17 1.00 ' 1'.00sW+1.00RDL+1.OUCOL+0.60WSF+0:60BWF" ..' 18: 1.00-'1.00SW+1.00RDL+1.ObCOL+6.6OW6F+0.6OBWF .. .. .. .. .. ' .19 1'.00-- 0.60SW+0.60RDL+6.60wsB+0:60BWB•• .. .20' 1.00. 0.60sw+0'.60R➢L+0.6OW6B+0.60BW8 .. ' .. .. .. .. .. 21 -1.00 0.60SW+0.60RDL+0:60W5F+0.606WF 22 1.00..0.60SW+0.60RDL+0.6OW6F+0.60BWF ' .. 23 'I'.60 1.OQSW+I.00RDL+1'.00dOL+6.75RLL+0:46W5B.O'.459WB. 24, 1.00.-1.00SW+I.00RDL+I-.000OL+0.75ALL+0.45W6B+0.45BWB - .. 25 1.00 , . 1.00SWtI.00RDL}l. DOCOL+0:75ALL+0.95WSF40.45BWF. • ' .. : .. ' .. ' : - .. - 26. 1.00 - 1.00SW+I.00R61,+I.000OL+O'.75RLL+0.45W6F+0.459WF - '27 .1.00'.. 1.O1SW+1.0lR6L+1.O1COL+0.70EQL, " '• ' 26 '1.00 1.019W+1.0IADL+1•.OicbL+0.70EQA . 29 .1.00-1.0085W+1.008ADL+I..00BCOL+0.525EQL� " ' ._1.008SW+1.008ADL+1,.008COL+0:525EQA 31: 1.00 0.589SW+0.589ADL+0.70EQL, ' •32 1.00 " 6.589SW+U.589R➢L+0.70EQA. ' .. .. .. .. A 83 • ` . NU"COR BUILDINGS GROUP Job#:.. :':'K21.80744A. Job Name ::: Kings Commercial Center Bldg. 1 ':: Frame _.. _ FileDesigner, BG�joshwa.huriter .. .: ' A0p Version.:4.5.132.0...' .. _ . ,:: :. . ,::Date :..:9/30j2021 '. _ DESIGN SUMMARY',: REACTIONS BY 10AD.;CAS,E'REPORT,; E 6:5. 31'-01/2i 31'-01/2, . 12 • ' .' .. ".. .. 112 4 I. I.- - ' N .. Z COL01' X. ,. y . .. Z Mx Mz ., :". .. X'..': .y. Z '. :Mx. Mz ..Member . ....' .... (kips): ,'.(kips).'_ (kips) : (kip-ft) .. (kip-ft) :" .''I. Member. (kips)'.. - (kips). . (kips). (kip ft) . .(kip-ft) ' LOAD CASE- 1 -DEAD : : .. ----- -- --------- ----.--": LOAD CASE 2 ----------- -COLLATERAL ------ --------- ------- -------------- ---:. . COL01- -1:-, : ' 4 10 0 0 COL01 . 71 4 0 ' .6.. 0 "LOAD•CASE '3 - ROOF LIVE". I. LOAD CASE 4•-WIND CASE.-1 TO RIGHT COL01 _1... 10 . ... ' p .. - .0 : 0. COL01 .. -'-6'. 733 . 0 . 0' "0. . • ;. --'-------------- ----- -------------------- -------- =------------- WAD CASE 5 - WIND CAS E:I.TO"LEFT •=------- -=-------=-- -=------------------------------ ------ -------- --------- -------- T .10Ab:CASE..6 -WIND CASE 210 RIGHT ----- =--- ,'. " ------ ------- -----==- - " CO L01 6' - -21 : - - 0... . 0 �' 0' CO L01-' .. ' ' -3'. ; . .. -43 0 0: ' '' .. 0 ' -- LOAD'CASE. 7 - WIND CASE 2 TO LEFT: ': LOAD:CASE '8 -'LONG WIND 1 TO BACK COL01' '. .9-.' -31'. 0.. -0"'. ':0..... ..L,.COL01... .. :•. •6. =35 ,.0' -..0. .'.0.- --------- 7 ---------- ----------------------- r7 LOAD CASE 9:- LONG, WIND 1. TO FRONT .. --- m7 ------ ----------- ------------ -: 77 -------------- 7 77 ------ 7t LOAD,CASE .10'_ LONG. VIAND 2:TO BACK. ---- -------- -- ---- ----- ----- -------- --------' ... COL01 :.' 6' -21 1 0 0 I' 0 : COL01 : :• 9' .. -44 .' : '0 .' .. ' 0 0 " "- ----=------=-------=----=------=---------------=------=------ LOAD CASE Y1:-:LONG. WIND 230 FRONT : ------=------=----------------=------=---- -=-------------------------- - ''.LOAD CASE 12--SEISMIC TO RIGHT - ---- --- --- -------- -- ----- LOAD CASE 13. -.SEISMIC TO LEFT 0 '.' .0.. .. ' 0 0 ' .. ',' 0. - ' . A�-84 IDESLGN RES.ULTiS 11 Bolt Limit States: (Low Eave) End -Plate Limit States: (Low Eave) End -Plate Weld Ratio: (Low Eave) 0.602 0.806 0.824 Bolt Limit States: (High Eave) End -Plate Limit States: (High Eave) End -Plate Weld Ratio: (High Eave) 0.687 0.818 0.837 WARNINGS APPLIED LOADS: (LOW Eave} APPLIED LOADS:. (High. Eave).. Maximum Rafter End -Reaction:. Maximum Rafter End -Reaction:.. Allowable Stress Ratio; ASR:` 1.00 Allowable Stress Ratio; ASR:.. a.00 Required •Shear Strength,: Vi; 24.0 I kips Required Shear Strength,. V�; ; : 24.0 .:kips RAF,rER .GEOMETRY:.(Low Eave) . RAFTER GEOMETRY: (High Eave) Section-Designation:.'BUi4x16 : S.cction Designation: . BU14x16.' Web Depth,:dW:-T«�inePtn aj 13.0 .m: . Web Depth,, cwF.=.ToteiDeptkd) . �13.0-m: •. Web..Thickness;.t, t = ... 0.164 jin:• Web Thickness;. :..: 0:164 �in._ Fling_ Vidth'.bf..:: 5.0 �i' ` . :.Flange Width, be: 5.0 in. Flange Thickness, tf:. 0:25 m. Flange Thickness; .tf : 0.25 1 in. Section: Material::. :'A572 Gr: 55 . Section Material:..' Raftei.Slope, (x : 12) .... 0.25 J. CONNECTION P..ROPEiiTi S:"(Low Eave)... CONkECTION'PROP.ERt1ES: • (High Eave). Column Flange.Thiclrness, tf_Co� 0.1875 :in. •Column Flange Thickness, tt_0oi: - 0:1644 in: Column Flange Width; lif_��:. 5:0 in.: Column. Flange Width; bf ��: ; : 6.0 I'm. End -Plate Information: : End=Plate Information:. End -Plate Thickness; .tp: in. End -Plate Thickness; tp: - in. 0 375 0.375 End=Plate Material:. - A572 Gr. 55{. End=Plate 1VIateriaL A572 Gr: 55J .; . . A ,End -Plate Weld:.. 3/16 J' 'A' .End=Plate Weld:', 3/16. { - No;'of Bolt Rows7Connx,•n,:. : _ . :.. 3 No.'. of Bolt Rows/Connx; n,:. : • _ .. 3 �. BoltDiametei, db::: .%Ito ..BoltDiameter, db:. Vo Bolt Material: :. A325 i : ,Bolt Material: A325 {. Standard Plate Dimensions;. P�tl Standard Plate Dimensions: put! . (] Manual In (] Manuai:In End-Plate:Width, bp:: 5 :in. ::End -Plate Width, bP: 5 in: - Minimum End-Plate'Lengthj, ' 8:875`... iri... Minimum End -Plate Length,:lp: .8.75. in. Di§tarice to V Bolt; Pf:. = in. = . : Distance to :Is'- Bolt;.Pf::: in.: 1.25 Bolt Spacing, Pb' 3 in: Bolt Spacing,.Pe:.:: 3 g g . :• . 3 . .. in... Bolt Gage, g: 3 in. Bolt Ga e Cap -Plate Information: - • NUCOR BUILDINGS GROUP Job I - .K21SP744A •• � ' Job Name. :'Kings Chmmezcial.Cehtei Bldg, 1' ' •Frame : .. FL..3. Date 9/.30/2021. - Designer .. :'8G\joshua.huntez .. .. File' F12-0.nfr - App Vezgion' : < 1,5. 132.0.. - F. R.AM E .D E S C R. P'T I ON ----------------------------------------- Frame type FCG Prime width 66.00 . Ft.' Bay:width' 22:06 Ft. - -LEFT - RIGNT Dim to zidge' .73 .00• Ft: • 77_00 Ft: Rodf slope 1.00/12. '-1.00/12' .. „ Eave' height 18.00 M. - ' 18,00 Girt' offset' ..9.50 In, ' 9,50' In.' .. 'Typ.' Girt' spacing „ 6.00 Ft, Puzlih•offset 9.50'In.. :'9.50 In. .. Typ'.'Purlih- spacing: �5.00�Ft. Col -spacing :'66.0000 shpp..ts /,Spring Constant;, C6L61• - BottomV'n ' COL02 -,'Bottom V' H Column Bxacing; WPI Girt Brace : Y y Y . Flanye' Bcahe- 0. 1. • 1 Looatiop (ft): 2.9 T.t� 13A WP2 'Girt Brace • Y . Y Y ' Y •• .. Flange Brace :' 0' .. ' 1 0. 2- .. ., • ' Lbc9tion.'(ft): 2.9 7.5 ,11.0:' 13,5 Other: Braces: .. . ' Column' . . Right Brace' 7. .. .. .. .. .. .. .. Location'(ft).. .. •_________________________________________ .. D CAD I'NG CONDI'TIO.N'S .. .. .. .. .. Building Code' 6 •Year. " • : -IBC2018 - . . Risk category .. :.IL -Standard Buildings. .. - .. .. .. RISC Specification ' 2016 ASD " .. .L 0 A D S (Psf) .. .. .. .. .. .. .. Roof' Used load' 3.00 • .. .. .. .. .. .. ' Roof Coll.load 5.00 'Roof Live .load' ..12.00 Roof Snow load .0.00 - Floor dead load': , '0,00 •' " ' .'Floor live load i .0.00 Giound.snow•load: 0.00 .Ce 1.00. Ss-.0,069 Sl: 0.028. Seismic Design Category - A . Site C ass, m D , R 7,00• Cd d'3.00. Sds:r 0,014 Shc r 0,045: rho 1.00" omega 2.SOO' •• Is Building Izzegdlar.= False ••• Roof Seismic Faetbx .• 'O.010 Psi.' •. •• Flooi Seismic'Factor, '0:010.PSF ' •' ' .. .. Wind speed. .. 160.00 Mph.' ExP...:'C' .. .. Wind pzessdze 49.14.Psf 'Building is ,Enclosed - .. .. .. .. .. - .. . -Wind-pressure coefficients Is End Hay? False Cl C2E . C2. P. C3E : C4 _ .W1R 0.580 .0.000 0..510 .-0,190 0.000. -0.110 W1L -0110 _ 0.000 .-0:190• •.-0.510 "0.000- .0.580 .. W2R 0.220. .. .. .. .. .. .. . O.OAO ,-0.870, =0:550 .' 0.000 � :0.470. .WgL: -0.970 0.000 : -0.550 •-O'.870 '0.'000 0.220' '• •• - W5B =0.270 0.000 ' =0:510 -0.T90 O.oOU'--6.270 W5F --6.270. :0..000 -0.190 :0: SI0. 0.000 •.-0.270' . W6B .-0.630 O.000' .-0.870 0.550' '0.600 "-0.•630 • •W6F •0;630 0.000 0,550; 0.870 .0.000, 4: 630' •• .. .. - '_Tributary' Widths .. .. .. .. .. .. Panel .Tfib. Width (ft). .. - _ ... �. .. .. .. " -WPI 66,13. WP2 : i2.0] .. .. .. .. .. 'RP2' 22.OA. ' .. .. ----------------------- .'P R O G. A A M r A P. --E D . L 0 A D S --- .. Pahel' Load9 .. - .. .. .. Load Oh :'.'Start ,End Steit 'End .. .. .. .. .. ' • Case' Panel Load . Load ' • Loc' Loc - - ,. Klf' Elf Ft. .. Ft." .. .. .. .. .. RDL' RP1. 0.066' ,0.066 .. .. .. .. .. .. .. .. RDL RP2 .. - -0.066 :'-0.066' 33,000 . '66,000. . ' . ' : • .. • _ - .. .. -COL RPl. -0.110 -0:110 0.000 . -33.600 - - - " COL RP2. : -0.110 -0..11033.000 .. 66'.000.. : • .. .. .. .. , RLL: RPI.-0.265' .-0.265 0.006 33.000 .. .. .. .. 'RIP : RP2.. 0,26,5 '-0, 265 •13.000 • „ 66.000• W1R. WPI 1. B65. .1.885 .' .0,000' 18_000 . W1R WP2' .0.665 '0;065 0..000 •18..000 ` .. ,.W1R - RP1 rO:557 • ' .. .. .. .. .' .'-0,557 •O, OAO' •, 7S .A00. - W1R RP2 : •-0:206. 0.206, •33.000' 66.000 a - W1L WPl -0.357. -0.357 •0.000 18.000' •• .WIL: .WP2 .0:743 .-0.343 0.000-- 18.000 - - _ .. .. W1L "RP1 " -0.206-0.206 :0. 000• 77.000' .•_ .. .. .. .. .. . NIL RP2 -0.553-0.553.--33.000 :66.000 . W2R WPl 0.715 ' 0.7}5 "0:000 18.000- - - ' ' W2R WP2' 0,270 .0:278 0:000.• ' 18,000' - . ' .. .. .. .. .. W2R RP1 --0. 943 r0:9'47' 6.000 •• 33.000,- W2R RP2 -0.596 0.596' 33.000.. ' 66.000 W2L WPl- -1.527-1.527. 0.000 :18.000 •. .. - •" " " W2L WP2 -0.130 ' 0:170 -o.000 is.000' - - W2L R41 _ =0.596 -O.596 0.000.' '33.000 .. .. .. • W2L RP2 0.943 .0:993 93.600 66.000 - .. 'WSB WPl• -O,B77 -0.877- 0.000 ., 18.000 i W5B -WR2-• 0.160' ,o.io 0:000, 18',000 - '�,. W5B- RP1, 0.553- -0.553 '0.000 •33'.000 •, _. _. - ". ., .. W5B RP2 .. -0.206 0.206 33'.000 . '66. 000. .. .. - - • -W5F WPl. -O.B77 -0:877 0.000.. -18.600 - 145F WP2. 0. 160 0.,160 0.000 , . 18.000,.I - W5F API,-0.2060.206. 0.000 __ - 33.000 _ -WSF';RP2•0:553. '-0.557. '•33,000 66,000_' ' _ W.6 WPl -2'. 047. '2.097 . W6B WP2' .0.372 '0.312- 0,000 •18.000 ' W6B - RPl -0.943 -0:943 0,000- .33.000. W6B RP2 : -0:596 0.596,. 33.000' 66.000 W6F WP1 2.017,-2:047 - '0.000 18.000" - • :W6F: .WP2' .0:372 0.372. 0.000-- 18.000 W6F "RPl"' 0,596-0.596 - '0. 000 33.000' - .. W6F R42• Q.941 0.947,' 33. DDQ - :66.000 .. .. .EQR RP1 0.003 0:003 "0.000 - ' 33'. 000' .. . ' : • .. .. EQR RP2 - ' 0. 003 .0:003 -33 .000: 66,000' .. .. _ .. EQL RPl •-0.007'-0.003' -0.000 -- 33 .000.• .. 'EQL RP2. -0,003 0.003' 33.000 .. 66.000 - -------- _------- ,.__________-.________ ' .. : • U .5 E R - A P P 'L I'E: D LOAA D S ------------------------------------------ .Shear loads. that axe-apP lied.pexpendiculaz .to the web have been. "considered in the baseplate design only. " . .The locations lifted. below fox. each longitudinal bracing load apply only to the Eolumn.azial. load (tension on base'of column and compxessibn when at top of column)! L6gd. On Hoi. 'Vert.- Qexp'Sheai Aliment, Loc. Special Case ,MeaI : Kips -- Kips. .Kipss K-Ft. Ft: " Load (' Desciiption'' • RDL . COLO1 . ' 0.000 '4.Ob0 0.000 .2:758. -17.000 C-1 rave' Ext..• 17.600 - 'C-2 Eave-Ext. - - ' COL ' 60LO1 .� 0.000 � � =1.000 .� 0.000 � � 3.-058' ' ' .. ALL, COLOS ' 0:000 ' -3.000 .. 0:000 ' 12,575 .17.000 C-3' Eave. Ext. .. .. .. - .WlR COLOI 0.000 ' --8:000. 0.000=36:167 .17.000 C-4' •• 'Eave Ext.' W1L COL01 0.000 .. '8.000 0.000'-36.167 17:000 C-5 ' .. Eave-Ext.' .. ' .. .. ., - W2R ' COLOl o.000 8.000, :0,000 36.167 ' ,17.000. -C+6 'Eave Ext,' ' W2L COLOI. MOO 8'.000 • 0,.000 36.167 ' 17.000' 'C-7 ' Eave. Ext. ' • ." ." W5B ' : COLOl - ' 0.000 • ' . 8. D00 0.000-76.167: - 17.000 .c-8- ' "Eave .Ext.- W5F- COLOI ' -0.000 8.000 0.000.-76..167 17.000- C-9 Eave Ext. kB COibl--0.000:- .,8,000 .. 0:000' :-36.167 ' 17.000' C-10 -E'ave Ext. ' -W6F - COLO1 - 6.000 .8.000 0.600.-36.167 17.000 C-11. 'Eave,Ext.- BWF . COL01- ;. 0,000 ,.7.000 -6.600 - 0'.000 0.500 Long. Bracing-1, COLO1 - ' .BWB C0L01. .-0.000-7.000' 6--000 .0,000 '16-375. .Long..' Bracing=l COLOI L O A D 'C O M. B I N A T'I O N. S" .. .. .. .. .. .. .. .. "APR. Cases. .. _ .. .. .. .. .. .. .. .. .1) 1:00 'SW+RDL+COLfNLL. .. .. .. .. .. .2)' 1.00 .. SW+RDL+COL+NLA: : .. .. .. .. .. 3) I.00. SW+RDL+COL+RLL+RLR+NLL. •• ' ,4)' 1.00 •SW+RDL+COL+RLL+RLR+NLR .. .. .. .. .. • ' .. .5) 1.06. SY7+ADL+COL+0.60W1L' :' .. : • .. .. .. .. - 6).1.00 SW+RDL+COL''+0.6OW2L' .. .. 7) -1:00 .SW+ADL+COL+O:60W1R 8).1.00 SW+RDL+COL+0-.6OW2R _ 9. ). 1.00 Q•60SW+0.60RDL+Q,6OW1L 1.00 O,6OSW40.60RDf+0.6OW21 11) 1.00 9:60SW+6.60RDL+0.60WIR . .12) 1.00' 0, 60SW+0.60ADL+0.60W2R' '--13)-1,00' SW+RDL+COL+0,75RLL+0.75RLA+O,45W1L, _ 14),1.00 *SW+RDL+COLtO.75RLL+0.75)itR+O.45W2L, 15) 1.00- SW+RDL+COL+O.75RLL+0.75ALA+0.45W1R _-16)' 1.00 SW+RDL+COL+0.75RLL+0.75ALA+0..45W2R 17) 1.00 'SW+RDL+COL+0,60W5B+O.60BW8 ,.. -. .. .. .. . is)' 1.00• SW+RDL+COL40.60W6B+O.6OBWB • .. ' 19) ;1.00 Sl•7+RDL+C6L+0,6OWSF+O.60BWP .. .. ,. .. .. .. • 20) 1-.00 -SW+RDL+COL'+0'.6OW6F+0'.60BWF'- .. 21)'1.00,.0.60SW+0.6OADL{0.60WSB+0:60BWB .. - .. .. .. .. • .22) I.00, O.60SW+O.60ADL+0,6OW6B+0:6OBWB, ' -23)' 1.00.0.60SW+0.60RDL+0:60W5F+0.60BWF; .. ' • . • .. ' 29). 1.06 0: 605W+0.60ADLi0_60W6F+0.60HWF -25).1.00 .SW+RDL+COL>0.75RLL+0.75RLR+O.95W5B+0.45BWB "26) '1:00 .SW+ADL+COL+0.75RLL+0.75ALR+0'.95W6B+0: 458WB _ 27).1.06 SW+RDL+COL+0.7BRLL+0.75ALR+0.45W5F+0.45BWF 28). 1.00"SW+RDD+COL+0..75RLL+0'.751tLR+0_45W6F+0..458W£.' .'29), 1.00' 1.,O13Wi1.01RDL+I.OICOL'+0.70EQL', . . _ 30) 1.00 1:O15W+1.0IRDL+I.OICOL+0.70EQA' .71) 1.00' 1, O15W+1,OIRDL+1.01CQL+0. S7EQL _ .32):1.00" 1.01SW+1.OIRDL+S.6ICOL+U.53EQR" ' " 33).1-.00 0.595W+0':59RDL+0.70EQL • 34) 1.00.. 0.595W+0.59RDL+0.70EQA- A=89 - Job K2180744A, ,Kings Commercial CentexBldg. l •NUCOA BUILDINGS . GROUP, Date:10-11-21 page • 1 .• Frame: FL 3.. _ .. .. .. By BG\joshua. huntei File: F12_' - .. . .. '•* DESIGN SUMMIARY REPORT.•"+' - :• .. . __________________________________ .. .. Built . ,. ilt Up'Raftex •RAF01 _____________ __ __ _ _ __________________ _______ ______________________ __________________ .. .. .. T/L .' B/R ,' .. T/L B/R .Max --------------- ,SHEAR • __ ________ .• . ' .. _ Flange; Flange -Web .. Load ,Axial Axial Moment ,Bend' Bend Unity .Load' - - 'Foxce:- Shear Flow- Win.)' - - sep tion-Met'l Mzt'1 'Mat'I ,Comb', Loc Kips ••Ratio _ Ft -kip: --------- Ratio ,Ratio ,Check. Comb . loc.rips Ratio T/L.- B%R .. .. .. .. .. .' .' '1 F5.31 -F5.31 W164 3 . 1 .' -10.2- 0.09: -13 5. 6' 0.80' _.._____.,_._______- . 0.90 0.95" 12�' ___._ 2a '.'-19.-35y. _kips__ ___ __, 0.16 - . 0.53 . 0.53 - ' •, '2 F5:25.F5:31 -W335 22" .. 10. 19.8' 0.09 -63.5 .. I . 0:..79 0.81"' 0.83 12 Ba =9..74. - 0.47:. 0.53. 0:58, Chkpt. .1. .' 6 .7 15 •.. .. .. .. .. .. .. Depth, 27.62, .. 14.59 _. ' 22.56 .. .. Section f .. ..1 :I.. .' .. .. .. .. - 2 .. - ---`----- - - '• I-Width,thick, Fy 'I width thick' ..-------------- :Fy I' _-_--_-_- .. - -_.._____-_ T/L. 'Flg ' I ' 5.0' 0.3125 55.00 1 5.0 0:2500 55.00 •! ' -• Web• ' I :0.1694 55.00 '1 - 0.1345-55:00 .I fI B/R £lg1 5.0 OJI25 55. 00.7 5,0 _ 0.3125. ________._. 55.00*.1 ,. ___ .I' __� __ _.____ __ _.___ __ ___.-_ _--__: _„_ _. _ __- __ _______„_ ., -------- .. .. ' Huilt -Up Rafter----AAF02__________ I_T/L .. B/A Max � U�'sheax .Flange Flange- Web' Load' Axial. Axial. Moment: Bend . Hend Unity. Load . Force Flow,. (k/in) ' . Section. Mat-.1 . Mat`1 . Mat'1. 'Comb Loc' Kips. ' Ratio. 'Ft -kip "IRatio- ,Ratio Cheek Comb. Loc^' . Kips. ' Ratio .T%L' . BjA ' '1 F5.25 .F5.31 : -W135 18" 29 :12.5' 0 O8 61.6 1 :1.00' Q.87" 0.92 30 _ '_23b ---9.85--_0.47--_0.54, 0:59 2. F5'.31 F5.31 'W164, 22' 70 15.9 _0.06 - '167.7' 1:09 0.99' 1.02' 10' 29b 14. 12. -0.45' -0.51 U. 51 , .. . ;" .. Chkpt, 16:' .. 24 25 ... 30 .. .. .. Depth .22.56 '14.59 27.62: .• .. .. .. .. .. .. ' ' Section .I .. I 1.' .. . 2 .. I .. .. .. .. .. .. . __..---------- _----------------------- ________._.____<.______----------- .. .. 1 width thick'' .Fy 1 width thick .__________________________________ . 'Fy .I .. .. - _ _____ ______-_______ .. _ ____z ______<________ _ _____ ------- .. .. .. . .. T/L��Flg' ( � 5.0' Q.2500 55,00 'I ' S, O. 6.4125 55:00 .1 .. '� •' • � ___ •• � � �' _ ___ .. _ ___ .. .. Web ., • 1. , 0..1345 55.00.1 . 0.1644. 55.00' I •. ., .. ;. -B/R. Flg' ,1 ..5:0'0,3125 55.,00 1:'S.0.0:3125 ..___________________________________________________________________ 55.00'I, :' ___________________________________________________ .. .. .. .. .. .. Built' Up. column - • COLO1--' .. .. .. .. .. .. .. . T/L B/R T/L B/R Max ------------ ___ SHEAR': ______________ . • , Flange Flange. Web -Load' " Axial Axial. 'Moment " Bend.. Bend. Unity " Load • Force Shear Flow• •_(k/in) Section Mat',1 Ma[-1 Mat11 ,Comb .. ,Loc ,' Kips, 'Ratio F;-kip,' •Ratio Adtio,' Check,' Comb, 'Lop ,'Kips. �_____ , Ratio T/L, B/A. --------- ______------ __--- __-_.._____� ' I' . F6.31 F6.38 'W135' 11' ------ 77 __._____-_. 15.0 --- ___------- 0.06 "128.3 __.-------- 1%04 .--- 0.81- ____------ 0.98• __ '11- - 31. .__ _-___ 15.91-'0.76' ___ -1:23. -1.24 ' Chkpt .31- .. .38 .. .. .. .. .. .. •, Depth .11,69' .. '27:6.9 .' .. .. .. .. .. .. 'section .1 .. _ 1 I.' .. _____________------ .. _____------------------ _------ _--------------------------- _______________ ..----------------------- .. . ' .. .1 width thick,' ,Fy. 1 .. _---------------------- _____--------------- ___________________________ ___ _________________ _____ _______ ______ .. _______ _____________________ .. ______________ .. .. .. .. .. ___ . . T/L..Flg'I 6.0' 0. 3125 55. 00 'I _ .- .. .. .. .. .. .. Web I,. 0.,1795 55.00 ..I ,, .' .' .. .. • B/R. Flg 1 ..6:0 0.3I50 55.00 I:' ------------------------------------------------------------------------------------------------------------------------------------- Built-Up-Column.- COL02: ' T/L B/R .' � ,� .' � T/L .' B/R Max _____ _ ___ -SHEAR ____ ____ _ . .Flange Flange,Web :Load' "Axis). Axial, -Moment " Bend, Bend, Unity '-Load, Force Shear Flow. -(k/in) ` _ _ . SeCtinn Mat'1 Mat'1 ,Mat'1 ,Comb ',LOC ,' Kips, 'Ratio ,' Fi-kip,' Ratio Ratio' Cheek,' Comb, 'Lop 'Kips Ratio T/L, * B/R. . I' F6,38 F6.31' 'W169' 22- "'96 14.5 O_05 -165.9 V.85 1.00 0.95- 22-J'45b -13.12 -0.42' -0:91. 0.86 - Chkpt . ' 39' • .46 .. .. .. .. .. Depth, 11.69 ' .. .. ' section' . I .. I ' .. 1. .. . - .. . ____________________________ .. ___ ______________________________ .. .. .. . --------- _-------------------------------- .______-___________________________ . ' .. 1 width thick: • •Fy. 1 _ ... - ' . .. ' T(L..Flg' 'I. . 6.00.3750 55.00 -I .. .. .. .. .. Web I. - 0.1699 55.00..1 .. .. - e/R. Flg' ..6.0' 0.7125 55. 00' I: .. .. .. .. .. .. Frame. Weight - (Ps) 1872 .. .. ., .. .. Deflections .(in): .. .. • 10 yr Wind' dx. _, •-2.58. = H% 68 LONG. WIRD 2 ..70 BACK _ 'Seismic dx - -0:05'=-H/'7574 - � SEISMIC TO RIGHT ' I _ ry Drift •0.15 P 0.091H. 'SEISMXC.TO RIGHT' , statiilityCdefficieht a 0:01 1:01SW+1.0IRDL+I.OICOL+0:70EQL _ ' Stability Ratio - .0.05 1:OISW+I:OIRPI+1'.OiCOL'O.IOEQL, _ - ' Fundamental -Period,- 0-.680*4 '' _ .Single Story period.' •' ' ' .. Maximum. dx - '-3.91 m H/ ' 53' .. SW+RDL+C0L'+0.60W69+0.60BWB .. .. .. .. -- ' - Maximum dy- .2-.9 S. 6.L/- 253 8 MOD 1,.0.60SW+0:60RDL+0.6OW6B+0.60BWB. •- Max. L1Ve dy' -' ;1.67 =' L/ 446- @.MOD 1, .LIVE ON.LEFT AND RIGHT ,• - .. .. _. _ �� A=90 NUCOR BUILDINGS GROUP Job i ' :- X2180744A . •• - Job :Name ; Kings Commercial' Center Bldg: 1 Frame.' FL, 7 . .. Date 9/70/2021 ' Designee .. BG\joshua.hunter' .. FileF12. O.nfz• App Version':: 1.5,132.0 .. .. C 0.N N.EC TI.0 N, .S'U M M A R.Y Knee Connection ' COL01 _ Web--=---r-------- -7•Top Plate =-----=---_-r--�---7 -i-r- Bottom Plates ---=---7Horiz../Diagonal Stiff_enei--Y Roof Web. fv/Fv Weld Weld' Weld -Areq/A req/'(W1+W2) W7req/W7 -'Weld 'Aieq/A "W4teq/W4• " Stiff.. No. Theta ' -Axial Slope Marl Ratio, W1 W2•• W7 Ratio Rat,i.o Ratio 'W4 .. *Ratig - ;Ratio' Matl Stiff., ' Degrees. Ratio ______ _______________________ _______ ______ .1:00:12 W220' 0.98 FWS3 E4753 0.69 .. ' O.OD 1101 .. 'FWD7-'0.59 0.32. -0 .. - ________________________-------- ________--------------------------------- _--------------------------------------------------- _--------------- I ,•'widtb. thick • •Fy' I.height„ depth' length I- - ..I' I width 'thick 'length' FyI .. Top- Plate 1' 6.0-0.3750 55.0- I, ' - . 23.08 1.. Stiffener . I ' _ I' Web - 0.2200 .,55.0 1 25.18' 23.00 I .. 1:- - .. .I .. -. Bot Plate .1 .• 4..0 . 0.5000 •50.0� 1 . . . 27.00 1 I I ---------------------- _------------- ____1----------------- -_-_______-__ ----------- _-_______ _____- _______ _______________ ________________ Knee Connection =' COL02 f .Web: 77 Top Plate 7 -- Bottom, Plates - 7Horiz./Dig al'Stiffennr--7 Roof. 'Web. fv%FV weld Weld Wald 'Aleq%A,' ie,q/(W1+W2), W3req/W3.'..-.Weld.' 'Areq/A 'W4ieq/W4 Stiff. No. ' Theta. Axial Slope Ma El. Ratio . W1 W2 :W7 -Ratio. Ratio Rat�lo W4 Ratio- Ratio' Marl. Stiff,, .Degrees. .Ratio .. .. .. .. .. A. .. .. .. .. .. _____________________________________________________________________________________________________________________________________ -1.06:12 W275 , 0.69 £WS3: FWS3* 6.69 :O.00• 0.�5 FWS3 '0.90 •• 0.58' 0 ____ ______________________ ____________________ t_____-______-________________-___ __ ____ ..I width- thick: 'Fy,'1. height depth lehgtII I ;I, oidtti thick' length .Py. I __________________________________________________,_Ij__------------------ _--------------------------------------------- _____ Top Plate-1 = 6.0. 0.3750,. '55.0' 1 - .. 25.09- 1 Stiffener' I - .. I .. Web 1 - 0.2750, 55.0 I. 25.01. -25:00 I I I Bot-Plate. 1' 3.0 0.5000 - 50.0 k ' ' .25.00 1- I' 'I .I splice Load Combinatibns: No. - ASR Case. . .' 1 .1_00 .1.005W+I.00RDL+1_OOCOL - '_ - 2- 1,00 1.00SW+I,OORDL+l.000OL+I,OORLL+I;ODRLR _ 3, 1.00', 1.00SW+I,0ORDL+I.00COLt0•.60W1L 4 ,1.00- 3,OOSW+I.00RDL+I,OOCOL+0.60W2L ' .5 .1.00 1.00SWh1.00RDL+1-OOCOL'+0.60WIR _ '- b 1.00' :1,OOSW+I.00RDL+I.000OL+0. 60W2R - 7 1,00 0-.60SW+0.60RDL+0. 60WIL ' ., .. .8: L.00' 0.60SW+0.60RDL+Q.6OW2L .. .. .. .. .. ' 9 1'.00" 0.60SW+0'.60RDL+0.60W1R' '10 1.00. 0.6DSW+0'.60RDL+0.60W2R' _ .' '•.. .. .. .. .. ' ' 11 1.00SW+I.00RDL+1,OOCOL+O'.75RLL+0.95RLR+0:45W1L - ",12 _1.00 1.00 .1.00S.W+I.00RDL+I.000OL+0'.75RLL+0.75RLR+0.45W2L -, .. .. .. .. ' 13 '1'.00 1.00SW+I:OORDL+1'.00COL+0.75RLL+0:75RLR+0'.45Ri1R - - 14. 1.00. 1.00SW+I:OORDL+l�.000OL+0.75RLL+0:75RLR+0.45W2R ' .. .. 15' 1.00.. 1.00BW+I.00RDL+I.0000Lt0:60W5BtO.60BWB. .. :• .. .. • 16 1.00 1.00SW+I.00ROL+I.000OL+0'.6OW6B+0.60BW8 _ 17 .11.00 1.00SW+T.00RDL+I,000OL+0.60W5F+0.608WF, - .. .. .. 18 -1.00 19 .1.00 _1.00SW+I.00RDL+1'.000OL+O,6OW6F+0.609WF. 0.609W+0.60RDL+0_6ow5i+6.60BWB _ .'20 .1, 00 .0.605Wi;0.60RDL+0, 60W6B+D.6DB74B, ' 21. 1.00 _ 0.60SW+0.60RDL+0.60WSF+0,60BWF • 22, 1.00', 0.60SW4,60RDLf0.6OW6F+0_60BWF - 27 ,1.00- 1.00SW+I.00RDL+I.00COL+0.75RLL+0.75RLR+0.45W5B+0.45Bwe ' 24 .1.00 1.60SW+I.00RDL+I.00COL'+0.75RLL+0.75RLR40.45W6B40.45HWB' ' ' -25 .' 1.00' :1,60SW+1.01)RDL+I.00COL+O.]SRLL+0.75RLR+0.45W5F+0.45BWF ' • .26 1.00 1'.60SW+I,OORDL+I.000OL+0.75RLL+O, 75RLR+0.45W6F+0.45BW£' ' ' .' .. 27' 1.00' 1.O1SW�l.OlRDL+I.OICOL+0.70EQL - ' .28 1'.00 1.01SW+I:OIRDL+I.OICOL+0.70EQR •' - '- ' .. .29' 1.00 1.0085W+1,008RDL+1,008COL+O'.525EQL' .. '_ .. .. .. .. ' ' .• 30 '1.00 1.068SW+1.008RDL+I.00BOOL+0.525EQR' .31 ' 1.00. .0.589SW+0.5898DL'+0.70EQL' 72 ' 1.00 - '0:5895W+0.589 ADL+0.70EQR 0 . NU.CORSUILDINGS GROUP Job#; .. ;:K2180744A . '. `:: Joli Name ::: Kings Commercial Center Bldg. 1 :: - Frame '. FL 3.. Designer:. : BG\joshua:hunter APp Version.:.1.5.132.0.' . :.. - ' : . - `•:Dafe . .. :9/30%2021 MiLTED-END .PLATES (REPj SUMMARY . - .... Bolt.Pre.Tension Method SnugTight • : ;: - :: . PLATE SIZE. (in) " Splice'. :Left .:Right.:: Members ' : Web: Left Plate" :. Right Plate . AD-. Type ' Type - :: Joined,: Loc'. Depth Width`'. Thick Length'. Fy(ksi)' :Width: Thick ::Length-:FY(ksi): : 1 : - .'BE 8E :-COL01:To.RAF0:1 •.'. Top': ' 27.00':.'.- �6.00. 0.50- -'. '32.97 . 55:0.'::.6.00 _ 0:50-::'.32.97. : -:55.0.' 1: ': 8E :: •8C'. -COL01'To MPUT :.. Sot :: 2I7.00: : -'6.00-:: 0.50 32.97 ` • �55.0 -: .6.00 : _ .0:50-: .32.97 : 55.0: 2: , ; : 6E -' . ' . 6E' •RAF01-To .RAFO2- " :Top' . •22.00. • : ; 5.00. 0.38 - - : 27,45 :55.0 : 5.0.0 . : 0.38 :: 27.45.• : -'S5:0 2': .'. 6E : ' 6E : • RAF01:To.RAF02:.'. Bot: - .22.00 5.00 0.38: . 27A5 55.0.. - .5.00 ° 0.38 ::'.27.45. - .55.0 3. ': ': BE -.BE : RAF.02-T6 COL62 : . -Top.-.:: 27.00: : - 6.00; : .0.63• -:--32.97 : . 55.0 .6.00 : •" .0.63-: -' .32.97 55.0:. 3: BE BE' . .RAF02To.COL02- Bot,. ' .27.00. 6.00. 0.63.•. ,:32.97 ':55.0_ .::6.0.0 :0.63 ::32.97. :•55-.0': ' .. PLATE DESIGN... :...- Max:Momenf - Max Shear '. • : . -• -Left:..' Right Splice Left : Right-. - Tension' : ' Load Axial. - : Shear : Moment• • • Load .' • • Axial . Shear • .• Moment. : Plate ' : - Plate ` : - . .11) : Type- .'Type... Location'.. • Comb. (kip) ' . (kip) (ft-kip)'. ":'Comb : (kip)' : . - (kip)- - - (ft-kip)' . - Ratio - ' . Ratio .1.. .'BE. '. BE..*...-, .To 2 ' -8.42, .-.14.06• -.135.63- 10- -. - 5.94 .-15:21- : 154;76:".. -0.70 :• . -. 0:72- T..- -.BE:-.' 8E ."- 'Bot-. �10 5.94 ' : 15:21- .154.76.... 2': - -8.42- --.14.06-- --135.63.•-:0.89 0:91 ': .'•• 2 : . 6E. - .�-.6E .Top' 10: 7.34 0:1.0 =57.52.. .24. 5.09 - . .3:28 - 15:27... 0:91 - 0:91... 2.. .6E -..6E ... Bot • '.. . '.2• ' : _ -8.42: .' 031... .66.18 .. .16. 12.63 - 4.01. : - .. 7-24.78.' - -0.82 : . -. 0:82•. 3 -.8E :- . 8E- : - Top 13 - . ::-7:88: - :' -9.99. - :•=120.24-- - 22 : .-.13.87. •.--15.67-- . 156:49.'. :•0.41 • - 0:40 3 ' : .'BE ' . -BE '. ' :• . Bot' . 20: 14.35 .. 13.00. 167.68 :- . 2 •-8:43 : . ,13:47-• =115.44 . -0.66 .:0:65 'BOLT RUPTURE DESIGN .. • . .. Left ig t - Splice .Left - Right : Bolt .. Pre=: " : - : Load Axial •Moment 'Bolt . Bolt' ID".. .Type .Type .Loc '.Type Tension ' Dia' .-Gage Gage 2. - Pfi Pfo: Pf Pb ..: de. Comb (kip): (ft=kip) Ratio : Ratio: :: 1. • ' • 8E 8E: '. Top•' ":A325 .'.: No 0:63 3.50 . --. 1.19' ..1:48 . 3:00 . ,1.188 . '.1.13: 2. , : -8:42 :=135.63 .: 0.54 054 1': . ..- BE. .'BE 'Bot.- A325-.'. 'No: 0.63. 3.50. --. :: 1.19. ' 1.31 . 100- 1.88 :-1.13.'.::10. -5:94 • 154.76 -0.69. .0.9.2. .2:-: 6E .0.63' . . 11.34 2.75 . ' 1:88- ."..1.13 . 10: .7.34;.=57.52: 0:590.59 . - 2 . 6E 6E : . Mt.- 'A325 .' .. No' . ' .0.63 3,00 =-: 1.19 . :1:23 . 2:75 . ."t.88 .' . 1.13 .2. � .:: -8.42 : ' 66.18. - .: 0.40 ' . 0:40 :3-: 8E:: :.8E . 'Top.' A325..�. 'No: ..63. -3,50. -- ' :1.19• • 1.45 3:00 .�1.88 ': 1.13. :.13. .=7.88-•-120.24. '0.48- .Q47: 3.' : 8E 8E . .Bot .A325 No.". . 0.63 3.50 .: -- .' 1.19= 1.61 3.00. 1:88"..1,13 20: 14:35. .167.68: 0:7.8... 0.79 . COMBINED•BOLT BEARING SHEAR DESIGN:-.. :'Splice, .. - 'Splice 'Left. Right..'. ; . - Bolt:: Pre= : ; :Load' .'Shear. Bolt '.Bolt ID .. 'Type: Type Log : •Type -Tension ' Dia .Gage . Gage: 2 - Pfi : Pfo :' .: Pf. . � �Pb' ` e ' .Comb .'. (kip) Ratio' Ratio:'..' :8E'• :Top ' . A325 . - -No • ' 0.63 ..3.50 .; -- .:1.19 :'.1.48' .. 3.00 ,'• -1.88 . - 1,13... •10:'::-15.2.1 .:0.23 :' 0.23' .. ..: 1 8E .'. 8E Bot ; A325.: No 0.63 '.:3:50.." - == .'. 1.19 ' .1:3T :. 3:00 : 1.88 ' 1,13 :.: 2 ..' 14.06'. - 0.21- .0:21' . 2 ' ...6E : 6E' : ;Top : _ A325 .' No'. '0:63 ..3:00_ -'. -:=:: 1,19 1:34::: 2.75 . 1.88. :'1:13 .. 24 . - . 3.28: 0,07 ' ; 0:07 :' .: .. 2 `.: -6E. - .'6E'. `Bot . A325.. No 0.63'..3.00-: =,. 1.19 :' 1.23 ..'2.75,'. -1:88 '1.13 •--16i-: 4.0.1.' 0.08 : 0.08 ..--', .: .. 3 ' .'.BE .'• - 8E '.Top.", A325:: No ;0,63 :'-:3:50.. =- - .. 1.19 1:45 ; . 3:00: 1.88 .. ; .1.13 :: 22 - . 15.6T 0.24 0:24' ; .'3 ; .'. BE.: 'BE' ; Bot :.A325 -' No . 0:63 ..3:50; .. -=.: 1,19 . 1:61:'.: 3.00. 1,88. 1:13 .. 2' ; . -13:47 0,20 WELD DESIGN :.: .. • .. _ . ... Left. Right. .. - Splice Loc . Welds ... Checks • .. : Welds. : • - .. • • .. • Checks ID : .:Fig 'Web • '. Stf- Load - Tensile . Load : '. Shear . ' Fig : -. Weli •- : Stf Load.'. - Tensile • , Load ..-Shear Comb: - Rupture Comb .Rupture Comb: --Rupture . Comb Rupture. 1 Top.. -FWD3 ' WP13 . : :• 2•; .'-:•0:58 . • .10 • - ...0.26. • FWD3 : WP13 .. ' :-••2 • '. :0J-3: 10 . • :•0.33. 1 : - Bot '. FWD3 .' WP13 10 0:75. 2 0:24 : FV1ID3 .1NP13 - 10 0.95 2 . .. : 0.30 .. Z. To FWD3 WR13 " .. :10 ' P '.0,57. 24 ...0:11- -FWD3 . WP13 = 10 :.. 0:57' :• . 24 : 0,11 2. Bot . FWD3 :WP13': 2••: - : .-ST. .16,-' . -.0.13.• :F.WQ3 :'Ml3- : -2 --:0.51. .16 . :-0:la- :.. 4 92 ..WELD DESIGN:.. ' :.'.Left: Right' :. Splice: 'Loc :.. Welds. •• .. :.: Checks Welds :.' Checks .. .:.. . . ID .. Fig.- ..Web , . Stf .Load..'.Tensile . Load .' Shear Flg .. Web' " ..Stf :. ". Load ' 'Tensile .. Load , Shear.. Comb .'Rupture'' Comb Rupture . .. Comb. -Rupture Comb Rupture . '.3 :' : -Top.' FVIID3 :' WP13. ::.'• ' : •'13 ' . ..0.65.' :'.: 22 , .' .. '0.33 • :. FWD3.' ..WP13° :'.; - 13 '. :'.0.48 ..' .. '22'.. :.:0:27. •' :: . Bot.. FWD4 . WP13.. ' '..: ..20' :.. •0:95 -"2'' 0.29- ' . FW04.. WP13 : 20: ' ' .0.68:.. :2: 0:23... BASEPLATE.AND ANCHOR ROD DESIGN RESULTS' . ': .' •:: . _ :. : :: : : : : :: .. BASEPLATE'AND ANCHOR ROD INFORMATION::(in),. Column _' .Column• ... ,-Column . ':. Base Plate :. .' Anchor Rods: • '' :. ' .. ID .. Type .Pattern:. 'Depth.:. Width ''.Thickness Length Fy(ksi) . = :: Qty : Dia.. ':: Grade " .. Pfi. .. . Pb " .. Gage:. ' .. COL01• .'.. WF/B.0 . '. :Left.• . ' 1 j,6875 :: • `8 . :'.. • OJIS': • `..1.1.6875 • •.55. 4 • • '.:0:75... Grade36 .::3.5 , . ".. 3 . `:. 3.. • " .. . ::COL02 WF/BU: Right 11 6875.. ~$ .. '. '::0.715 . "..11.6875:. .55 � " 4::• '.. 0.75.. • Gm&36'... 3.5.: • . -.3:. 3.. BASEPLATE DESIGN CHECKS : .. . Concrete. Bearing ,(Compression).' " :. Base Plate Yielding :(Tension) : ' Design:: : Load: ':.-Axial'. .Shear,' 'Bracing'. Design 'ColumnLoad :'--Axial'-- Shear'' -: Bracing. Comb '. ' : (kip) (kip): ': 'Shear -(kip). , ' : -Ratio - Comb- : (kip). ':.(kip),' -Shear (kip) :Ratio : COL61 :. 2 .. --26.82.' -8.40 •' •0:00' •'..' :0.14. �.• 1'0 • .20.88.:".12.88 _ AM'. 0'.74•- " COL02 . 2 45.27' 8.39 :. 0,00 • :. 0:10..' -22 _ 17.11 :.' =9:99 ": 0.00 _ 0.67 ANCHOR ROD SHEAR AND TENSION. DESIGN CHECKS. Anchor'Rod Tension Design ' :. Anchor ito Shear. Design.' Combined Tension=Shear Design Combined Shear-Tension:Design .' Column Load ' Axial Shear Bracing : Rod- :. Load,. Axial Shear :• Bracing ' Rod : Load Axial Shear - gracing.. Rod Load - Axial Shear Bracing • Rod IV: Comb. (kip). (kips)• Shear(kip) Ratio.- •Comb •'(kip) ;, (kip). Shear(k p) Ratio ' Comb .(kip) : (kip),'Shear(kip): Ratio. ' . Comb (kip).,(kip)'Shear(kip).Ratio. COL01. 10' 20 88 -12.88 0:00 0'.54 9 14'63 16.42 .0.00 • ' 0.71 . ' 10 .20.88' 12 88 . ' 0 00 '. 0.65 9 ." .•14.63 .16A2" : 0.00. 0.77' COL02 22 1711 :-9.99. 0.00. 0:45: 8, '1709 1217 '.0:00 ' ' 0:53 8 ' 17.09 -12:17 : •000 0:52 8 17,09'-.12,17 0.00 0.59 BASEPLATE:LEFT FLANGE WELD•OESIGN-CHECKS` Left Flange Weld (Pipe Weld) Web Weld Right Flange Weld Column Weld - Load . Axial . Shear ,' .Bracieg Weld : • Weld ' : Load.". Axial. Shear Bracing-'. Weld Weld : Load'.- Axial. Shear -. ' .Bracing Weld • • ID-• ; : Size ' Comti . (kip) (kip)_ Shear (kip) Ratio. Siie io ' ' Size �' Com (Comb : (kip]:: (kip) : Shear (kip): Atat b .•(kip) • (kip), -Sear (kip) Ratio: ' COL01 • FWS3 . • 22: : 17.95.. =6.06. • : ?3.60. ' .• 0.26 " FWR3 J :9, :.14.63- : 16A2. : 0.00 . 0.60 ." : FWS3 10: 20:88. 12.88. • 0.00 •' .• 0.23 . COL02- TW. S3 • -.22 : 17.11 .-9.99 . • ' 0.00 0.19 '. •FWR3• - 8. 17:09 ' =12.17 " ' . 0.00 '. • ' a41 • ' FWS3 .22 : A7.11 .-9:99'. • ' :0.00- . 0.16 '. • ' : - LOAD: COMBINATIONS:.: :.. No: Asit Combination .. , .. .1."... :,,1.00 _': 1.00SV1l+1:OORDL+1.000OL. • 2 . ' .' '1:00..•1.00SW+I:OORDC+1.O.000L+1:OORCL+1.00RLR': ' ' .3 : • ,1.00 . 1.00SW+1:OORDL+1.000OL+.'0.6OW1 C . A.". :. 1.00. 1.00SW+1.00RDL+'1.000OL40.6OW2L ; 5.1. 1:00'...1.00SW+1:OORDL+1.O.000L+0c6OW1R 6 : 1..00 .. 1.00SW+I:OORDL+I.000OL+0.6OW2R = 7.'.:: ', 1.00 : 0.60SW+0:60RDL+0.60W1L. 8.. 1:00+0.6O W 2 L 0.60SW+0:60RDL+0.60V1I1R .... _ . .. ... .. , 10" . : . 1.00 : 0.60SW+0:60RDL+0.6OW2R. ' ..11. ' . 1:00-.".:1.00SW+1:OORD.L+1.000OL+0:75RLL+0:75RLR+0.45WIL 12: 1..00 .. 1.00SW+I:OORDL+1.0000L+0.75RLL+0.75RLR+OA4 W2L: .. 13.:: .1.00 : 1.00S1N+1'.66RDL+1.000OL+0.75RCL+0.75RLR+0:45W1R. ..:. .. . 14. ' . '1:00:'..1.00SW+1.00RDL+1.000OL+0:75RL'L+0:75RLR+0.45W2R 15: 1..00".1.00SW+I:OORDL+1.000OL+.•0.60W5B+0:60BWB.:: 16" .• . . 1.00 ': 1.00S.V1l+1:OORDL+1.000OL+0.6OW66+0.6OBW6 •': AT ' .' '1:00-.`.:1.00SW+1:OORDL+1.000OL+0:60W5F:+0:60BWF .: . ' .. • • ' *Indicates a Special :Seismic Load Combination: A=93 • " LOAD COMBINATIONS::. . No ..'• ASR ' Combination ..18 :.: 1.00 ,1,OOSW+1.1.00RDL+I:000OL+0,60WGF+.0:608WF . .. . .. ... = .: ... :.:19 ' ..' - 1 AO - '0:60SW+0:60RDL+.0.60WSB+0.60BWB .. 20' ... 1::00 0.60SV1/+0.60RDL'+0:60W66+0.606V1/B .: . _ ,21 `.: 1.00.• ' .0.60SW+0.60RDL+0:6OW5F+0,60BWF . -'22 -1,00 :0:60SW+0:60RDL+.0.60W6F+0.60BWF 23 ... 1::00 ' 1.00SW+1.00RDL+I:000OL+0:75RLL+0.75RLR+0.45WSB4-0:45BW6. .. ..24 :'.: " 1.00 •. :1.00SW+1.00RDL+I:000OL+0.75RLL+0.75RLR+0.45W6B4—OAS:BWB. . '.:25 1;00 '1:.00SW+1:OORDL+.1.000OL+O,TSRLL+:O.75RLR+0.45W5F+OASBWF:.. 26 ... 1::00 1.00SVV+1.00RDL+1:000OL+0.75RLL+0:75RLR+0.45W6F+0:45BWF' .: .. . :.27 :.: 1.00.. ' :1.01SW+1.01RDL+1:01COL+0.70EQL , . - `. 28 -1'00 1-.01SW+1.01RDL+1.01COL+0;70EQR; ' 29 :.. T. 1.608SW.+1:008RDL+1:008COL+0:525EQL; 30 '. • 1.00- - 1.008S.W+1.008RDL+1.008COL+0:525E 'R'.' '.:31 , . • 1.'00 0.589SW+0;589RDL:+0.70EQL... ; .32 : 1:00 0.589SW+0:589RDL+0:70EQR .: .... *Indicates.a Special Seismic. Load'Combination. .. - NUCOR BUILDINGS GROUP Job # : K2180744A File : F12-O.nfr App Version :1.5.132.0 o Name : Kings Commercial Center Bldg. 1 !signer : BGyoshua.hunter ite :9/30/2021 DESIGN SUMMARY - REACTIONS BY LOAD CASE REPORT 66'-0• 66'-0• Frame : Line 3 12 12 1F__ I cr N I I CO pqp l COL01 COL02 Mx Mz > JC X Y z Mx Mz X Y z Mx Mz Member (kips) (kips) (kips) (kip-ft) (kip-ft) Member (kips) (kips) (kips) (kip-ft) (kip-ft) j----------------------------------------- ------------------------------------------------------------------------------ LOAD CASE 1 -DEAD ------------------------------------------------------------------ I LOAD CASE 2 - COLLATERAL COL01 2 5 0 0 0 COL01 3 5 0 0 0 COL02 -2 4 0 0 0 COL02 -3 4 0 0 0 ----------------------------------------------------------------------------- LOAD CASE 3 - ROOF LIVE -------- --------------------------------------------------------------------------------------------------- I LOAD CASE 4 - WIND CASE 1 TO RIGHT COL01 5 13 0 0 0 1 COL01 -31 -31 0 0 0 COL02 -5 9 0 0 0 1 COL02 -3 -5 0 0 0 ------------------------------------------------------------------------ LOAD CASE 5 - WIND CASE 1 TO LEFT - ------------------------------------------------------------------------------------------------------------- LOAD CASE 6 -WIND CASE 2 TO RIGHT COL01 -2 -18 0 0 0 COL01 -25 -42 0 0 0 COL02 13 -18 0 0 0 COL02 8 -21 0 0 0 ------------------------------------------------------------------------------- LOAD CASE 7 - WIND CASE 2 TO LEFT ------------------------------------------------------------------------------------------------------- I LOAD CASE 8 - LONG. WIND 1 TO BACK COL01 5 -29 0 0 0 1 COL01 4 -23 0 0 0 COL02 24 -34 0 0 0 1 COL02 10 -12 0 0 0 ------------------------------------------------------------------------------ LOAD CASE 9 - LONG. WIND 1 TO FRONT ------------------------------------------------------------------------------------------------------------ I LOAD CASE 10 - LONG. WIND 2 TO BACK COL01 3 -18 0 0 0 COL01 10 -34 0 0 0 COL02 9 -18 0 0 0 COL02 21 -28 0 0 0 ------------------------------------------------------------------------ LOAD CASE 11 - LONG. WIND 2 TO FRONT --- --------- ---- I --- I LOAD CASE 12 - SEISMIC TO RIGHT COL01 9 -29 0 0 0 1 COL01 -1 -1 0 0 0 COL02 20 -34 0 0 0 1 COL02 -1 1 0 0 0 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 13 - SEISMIC TO LEFT COL01 1 1 0 0 0 COL02 1 -1 0 0 0 A-95 NUCOR BUILDINGS GROUP Job # : K2180744A Job Name : Kings Commercial Center Bldg. 1 Frame : Line 3 File : F12-O.nfr Designer : BG\joshua.hunter App Version :1.5.132.0 DIate :9/30/2021 DESIGN SUMMARY - REACTIONS W/BRACINGIBY LOAD CASE REPORT E A 66'-0" 66'-0" 12 12 1� �1 N COL01 YN COL02 Mx Mz X Y Z Mx Mz X Y z Mx Mz Member (kips) (kips) (kips) (kip-ft) (kip-ft) Member (kips) (kips) (kips) (kip-ft) (kip-ft) ------------------------------------------------------------------------------ LOAD CASE 1 -DEAD '---------------------------------------------------------------------------------------------------------------- I LOAD CASE 2 - COLLATERAL COL01 2 5 0 0 0 COL01 3 5 0 0 0 COL02 -2 4 0 0 0 COL02 -3 4 0 0 0 LOAD CASE 3 - ROOF LIVE I LOAD CASE 4 - WIND CASE 1 TO RIGHT COL01 5 13 0 0 0 COL01 -31 -31 0 0 0 COL02 -5 9 0 0 0 COL02 -3 -5 0 0 0 LOAD CASE 5 - WIND CASE 1 TO LEFT I LOAD CASE 6 - WIND CASE 2 TO RIGHT COL01 -2 -18 0 0 0 COL01 -25 -42 0 0 0 COL02 13 -18 0 0 0 COL02 8 -21 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 7 - WIND CASE 2 TO LEFT I LOAD CASE 8 - LONG. WIND 1 TO BACK COL01 5 -29 0 0 0 COL01 4 -23 0 0 0 COL02 24 -34 0 0 0 COL02 10 -12 0 0 0 LOAD CASE 9 - LONG. WIND 1 TO FRONT LOAD CASE 10 - LONG. WIND 2 TO BACK COL01 3 -18 0 0 0 COL01 10 -34 0 0 0 COL02 9 -18 0 0 0 COL02 21 -28 0 0 0 ------------------------------------------------------------------------------ LOAD CASE 11 - LONG. WIND 2 TO FRONT ---------------------------------------------------------------------------------------------------------------- I LOAD CASE 12 - SEISMIC TO RIGHT COL01 9 -29 0 0 0 COL01 -1 -1 0 0 0 COL02 20 -34 0 0 0 I COL02 -1 1 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 13 - SEISMIC TO LEFT I LOAD CASE 14 - BRACING WIND TO FRONT COL01 1 1 0 0 0 1 COL01 0 -8 7 0 0 COL02 1 -1 0 0 0 1 COL02 0 0 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 15 - BRACING WIND TO BACK COL01 1 8 -7 0 0 COL02 -1 1 0 0 0 N N 2121 Y r r 41£ Y N Y H O yy yy n ro 1 M b 5 a N p m£ N N N N Y£ � m µ£ I m H M1 "! 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DESIGN SUMMARY REPORT ... --------------------------- _____----------------------------- _______________________________________________________________________ Built Up Rafter - RAF01 s T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Ma t'1 MA t'1 met'l Comb Lao Kips Ratio Ft -kip Ratio Ratio Cheek Comb Loc Kips Ratio T/L B/R --------------- _____________________________________________________________________________________________________________________ 1 F5.31 F5.31 W164 3 1 -11.0 0.10 147.0 0.87 0.97 1.02 12 2a 14.96 0.48 0.54 0.54 2 F5.25 F5.25 W135 4 17 -9.3 0.12 69.3 0.80 0.74 0.86 12 8a -10.07 0.48 0.57 0.57 Chkpt 1 6 7 15 Depth 27.62 14.56 22.so Section I 1 1 2 1 -------------- _------ _______-------------------------------------------------------------------------------------------------------- I width thick Fy I width thick Fy 1 _____________________________________________________________________________------------------------------------------------------- T/L Flg 1 5.0 0.3125 55.00 I 5.0 0.2500 55.00 I it Web 1 0.1644 55.00 1 0.1345 55.00 I B/R Flg 1 5.0 0.3125 55.00 1 5.0 0.2500 55. 00 1 Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Ma t'1 Mat'l Comb Lon Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ___________________________________________________________________________________________________________________________________ 1 F5.25 PH'P5 W135 3 18 -9.3 0.12 71.8 0.83 0.76 0.89 30 23b 9.54 0.46 0.54 0.54 2 F5.31 F5.71 W164 4 30 -11.0 0.10 -129.6 0.77 0.85 0.90 10 2 9 b 14.43 0.46 0.51 0.51 Chkpt 16 24 25 30 Depth 22.50 14.56 27.62 Section 1 1 1 2 1 ------------------------------------------------------------------------------------------------------------------------------------ I----------------- -_ - --- ----_ --- _ _ - -- width thick Fy I width thick Fy1 ____________________________________________________________________________________________________________________________________ T/L Flg I 5.0 0.2500 55.00 I 5.0 0.3125 55.00 Web I 0.13545 55.00 1 0.1644 55.00 B/R Flg 1 5.0 0.2500 55.00 1 5.0 0.3125 55.00 1 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL01 T/L e/R �T/L B/R Max _____________ SHEAR ______________ Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'1 Me t'1 Mat', Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ___________________________________________________________________L________________________________________________________________ 1 F6.31 F6.38 W135 12 37 23.3 0.10 137.2 1.02 0.85 0.92 24 36b 10.74 0.51 0.80 0.84 Chkpt 71 37 Depth 11.69 22.69 Section 1 1 1 ____________________________________________________________________________________________________________________________________ I width thick Fy I T/L Fig I 1 6.0 0.3125 55.00 I Web 0.1345 55.00 1 B/R Flg 1 6.0 0.3750 55.00 1 -------------------------------------------------- __________________________________________________________________________________ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat-1 Mat'l Comb Loa Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L OR 1 F6.38 F6.71 W135 10 46 17.7 0.08 -141.1 0.88 1.05 0.98 22 45b -10.95 0.52 0.85 0.81 Chkpt 38 46 Depth 11.69 22.69 Section I 1 I I width thick Fy I _________________________________________________________________________________________________________________ T/L Flg 1 6.0 0.3750 55.00 1 Web 1 0.1345 55.00 I B/R Fig 1 6.0 0.3125 55.00 1 ----------------------- __--------------------------------------------------------------------------------------------------------- Frame Weight (lbs) - 1797 Deflections (in): 10 yr Wind dx s1.07 H/ 175 WIND CASE 2 TO RIGHT eismic dx 0.06 - H/ 3045 SEISMIC TO RIGHT Story Drift m 0.18 0.001H SEISMIC TO RIGHT Stability Coefficient 0.01 1.0lSW+1.OIRDL+I.0ICOL+0.70EQR Stability Ratio 0.06 1. O1SW+1.01RDL+1.OICOL+0.70EQR Fundamental Period 0.7278 Single Story Period Maximum dx 1.33 H/ 136 0.60Sw+0.60RDL+0.6OW2R Maximum dy -7.48 L/ 215 @ MOD 1, SW+RDL+COL+RLL+RLRi Max. Live dy -2.01 L/ 372 0 MOD 1� LIVE ON LEFT AND RIGHT NUCOR BUILDINGS GROUP Job 9 : K2180744A Job Name Kings Commercial Centex Bldg. 1 Frame FL 4-7 Data 9/30/2021 • Designer BG\joshua.hunter File F13-O.nfr App Version 1.5.132.0 C O N N E C T I O N S U M M A R Y ------------------------------------ Knee Connection - COLO1 Web----------------4 Top Plate ------------------? ----- Bottom Plates -------?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3 re q/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Aa Eio W4 Ratio Ratio Matl Stiff. Degrees Ratio 1.00:12 W220 1.02 FWS3 FWS4 0.69 0.00 0178 EWS3 0.80 0.68 0 ------------------------------------------------------------------------------------------------------------------------------------- I width thick Fy I height depth length I I width thick length Fy I -------------------------------------------------------------- ____----------------- ____---------------------------------------------- Top Plate 1 6.0 0.3750 55.0 I 25.26 22.08 1 Stiffener Web 0.2200 55.0 I I I I I Bot Plate 1 3.0 0.5000 50.0 1 22.00 1 I I _____________________________________________________________________________________________________________________________________ Knee Connection - COL02 Web ----------------? Top Plate --------------:---? ----- Bottom Plates ----- Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Slope Matt Ratio W1 W2 W3 Ratio Ratio Rat io W4 Ratio Ratio _________________________________________________________________I_________________________________ -1.00:12 W220 0.92 EWS7 FWS4 0.69 0.00 0 69 FWD3 0.51 Ml __________________________________________________________________________________________ I width thick Fy I height depth length I ( I Width thick length Fy 1 Top Plate 1 6.0 0.3750 55.0 22.08 1 stiffener I I Web 0.2200 55.0 25.26 22.00 I I I Bot Plate 1 4.0 0.5000 50.0 I_________________22. 00 I I - _ I ____----- ____--- __------ ___---- __ ________ -------- Splice Load Combinations: No. ASA Cases 1 1.00 1.00SW+I.00RDL+I.000OL 2 1.00 1.00SW+I.00RDL+I.000OL+I.00RLL+I.00RLR 3 1.00 1.00SW+I.00RDL+I.000OL+0.60WlL 4 1.00 1.00SW+I.00RDL+I.000OL+0.6OW2L 5 1.00 1.00SW+I.00RDL+I.000OL+0.60W1R 6 1.00 1.00SW+I.00RDL+I.000OL+O.6OW2R 7 1.00 0.60SW+0.60RDL+O.60W1L 8 1.00 0.605W+0.6ORDL+O.6OW2L 9 1.00 O.60SW+O.60RDL+O. 60wiR 10 1.00 0.60SW+0.60ADL+O.60W2R 11 1.00 1.00SW+I.00ADL+I.000OL+0.75RLL+0.75RLR+0.45W1L 12 1.00 1.00SW+I.00RDL+I.000OL+0.75RLL+0.75RLR+0.45W2L 13 1.00 1.00SW+I.00RDL+I.000OL+0.75RLL+0.75RLR+0.45W1R 14 1.00 1.00SW+I.00RDL+I:000OL+0.75ALL+0.75ALR+0.45W2R 15 1.00 1.00SW+I.00RDL+I.000OL+0.6OW5B+0.60BWB 16 1.00 1.00SW+I.00RDL+I.000OL+0.60W6B+0.60BWB 17 1.00 1.00SW+I.00RDL+I.000OL+0.6OW5F+O.60BWF 18 1.00 1.00SW+I.00RDL+I.000OL+0.60W6F+0.60BWF 19 1.00 0.605W+0.60RDL+0.60W5B+D.6DBWB 20 1.00 0.605W+O.6 ORDL+0.6 OW6B+0.60BWB 21 1.00 0.60SW+O.60ADL+0.6OW5F+0.60BWF 22 1.00 0.6 OSW+0.6ORDL+0.6OW6F+0.60BWF 23 1.00 1.00SW+I.00RDL+I.00COL+0.75RLL+0.75RLR+0.45W5B+0.45BWB 24 1.00 1.0OSW+I.00RDL+I.00COL+0.75RLL+0.75RLR+0.45W6B+0.45BWB 25 1.00 1.00SW+I.00RDL+I.00COL+0.75RLL+0.75RLR+0.45W5F+0.45BWF 26 1.00 1.00SW+I.00RDL+I.00COL+0.75RLL+0.75ALR+0.45W6F+0.45BWF 27 1.00 1.015W+1.OIRDL+I.OICOL+0.70EQL 28 1.00 1.O1SW+I.DIRDL+I.OICOL+0.70EQR 29 1.00 1.008SW+1.008RDL+I.00BCOL+0.525EQL 30 1.00 1.0085W+1.008RDL+I.00BCOL+0.525EQR 31 1.00 0.589SW+0.589RDL+0.70EQ1 32 1.00 0.5895W+0.589 RDL+0.70EQR --?Horiz./Diagonal Stiffener--? Stiff. No. Theta Axial Matl Stiff. Degrees Ratio _______________________________ 0 A-100 NUCOR BUILDINGS GROUP Job # : K2180744A Job Name : Kings Commercial Center Bldg. 1 Frame : FL 4-7 File : F13-O.nfr Designer : BG�oshua.hunter App Version :1.5.132.0 Date : 9/30/2021 BOLTED END -PLATES (BEP) SUMMARY Bolt Pre Tension Method: SnugTight PLATE SIZE: (in) Splice Left Right Members Web Left Plate Right Plate ID Type Type Joined Loc Depth Width Thick Length Fy(ksi) Width Thick Length Fy(ksi) 1 8E 8E COL01 To RAF01 Top 27.00 6.00 0.50 32.97 55.0 6.00 0.50 32.97 55.0 1 8E 8E COL01 To RAF01 Bot 27.00 6.00 0.50 32.97 55.0 6.00 0.50 32.97 55.0 2 6E 6E RAF01 To RAF02 Top 22.00 5.00 0.38 27.45 55.0 5.00 0.38 27.45 55.0 2 6E 6E RAF01 To RAF02 Bot 22.00 5.00 0.38 27.45 55.0 5.00 0.38 27.45 55.0 3 8E 8E RAF02 To COL02 Top 27.00 6.00 0.63 '32.97 55.0 6.00 0.63 32.97 55.0 3 8E 8E RAF02 To COL02 Bot 27.00 6.00 0.63 32.97 55.0 6.00 0.63 32.97 55.0 Max Moment Max Shear Left Right Splice Left Right Tension Load Axial I Shear Moment Load Axial Shear Moment Plate Plate ID Type Type Location Comb (kip) (kip) (ft-kip) Comb (kip) (kip) (ft-kip) Ratio Ratio 1 8E 8E Top 2 -9.16 15.19 -147.02 10 8.62 -16.19 154.81 0.76 0.78 1 8E 8E Bot 10 8.62 -16.19 154.81 2 -9.16 15.19 -147.02 0.90 0.93 2 6E 6E Top 8 10.10 -1.04 -58.67 25 -2.80 -1.51 36.39 0.96 0.96 2 6E 6E Bot 2 -9.16 0.30 71.94 21 5.62 -2.22 -23.29 0.90 0.90 3 8E 8E Top 2 -9.17 -14.63 -129.65 8 8.57 15.65 138.57 0.43 0.43 3 8E 8E Bot 8 8.57 15.65 138.57 2 -9.17 -14.63 -129.65 0.53 0.52 BOLT RUPTURE DESIGN Left Right Splice Left Right Bolt Pre- Load Axial Moment Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) (ft-kip) Ratio Ratio 1 8E 8E Top A325 No 0.63 3.50 -- 1.19 1.48 3.00 1.88 1.13 2 -9.16 -147.02 0.58 0.58 1 8E 8E Bot A325 No 0.63 3.50 -- 1.19 1.31 3.00 1.88 1.13 10 8.62 154.81 0.94 0.94 2 6E 6E Top A325 No 0.63 3.00 -- 1.19 1.34 2.75 1.88 1.13 8 10.10 -58.67 0.63 0.63 2 6E 6E Bot A325 No 0.63 3.00 -- 1.19 1.29 2.75 1.88 1.13 2 -9.16 71.94 0.43 0.43 3 8E 8E Top A325 No 0.63 3.50 -- 1.19 1.45 3.00 1.88 1.13 2 -9.17 -129.65 0.51 0.51 3 8E 8E Bot A325 No 0.63 3.50 -- 1.19 1.61 3.00 1.88 1.13 8 8.57 138.57 0.63 0.63 COMBINED BOLT BEARING SHEAR DESIGN Left Right Splice Left Right Bolt Pre- Load Shear Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) Ratio Ratio 1 8E 8E Top A325 No 0.63 3.50 -- 1.19 1.48 3.00 1.88 1.13 10 -16.19 0.24 0.24 1 8E 8E Bot A325 No 0.63 3.56 -- 1.19 1.31 3.00 1.88 1.13 2 15.19 0.23 0.23 2 6E 6E Top A325 No 0.63 3.06 -- 1.19 1.34 2.75 1.88 1.13 25 -1.51 0.03 0.03 2 6E 6E Bot A325 No 0.63 3.00 -- 1.19 1.29 2.75 1.88 1.13 21 -2.22 0.04 0.04 3 8E 8E Top A325 No 0.63 3.50 -- 1.19 1.45 3.00 1.88 1.13 8 15.65 0.24 0.24 3 8E 8E Bot A325 No 0.63 3.50 -- 1.19 1.61 3.00 1.88 1.13 2 -14.63 0.22 0.22 WELD DESIGN Left Right Splice Loc Welds Checks Welds Checks ID Fig Web Stf Load Tensile Load Shear Fig Web Stf Load Tensile Load Shear Comb Rupture Comb Rupture Comb Rupture Comb Rupture 1 Top FWD3 WP13 2 0.63 10 0.28 FWD3 WP13 2 0.80 10 0.35 1 Bot FWD3 WP13 10 0.76 2 0.26 FWD3 WP13 10 0.97 2 0.32 2 Top FWD3 WP13 8 0.60 25 0.05 FWD3 WP13 8 0.60 25 0.05 2 Bot FWD3 WP13 2 0.56 21 0.07 FWD3 WP13 2 0.56 21 0.07 A-101 WELD DESIGN Left I Right . Splice Loc Welds Checks Welds Checks ID Fig Web Stf Load Tensile Load Shear Fig Web Stf Load Tensile Load Shear Comb Rupture Comb Rupture Comb Rupture Comb Rupture 3 Top FWD3 WP13 2 0.69I 8 0.33 FWD3 WP13 2 0.55 8 0.27 3 Bot FWD4 WP13 8 0.76 f 2 0.31 FWD4 WP13 8 0.58 2 0.25 BASEPLATE AND ANCHOR ROD DESIGN RESULTS BASEPLATE AND ANCHOR ROD INFORMATION: (in) Column Column Column ID Type Pattern Depth Width TI COL01 W F/B U Left 11.6875 8 COL02 WF/BU Riqht 11.6875 8 BASEPLATE DESIGN CHECKS Concrete Bearina 0.75 11.6875 55 0.75 11.6875 55 Anchor Rods Qty Dia. Grade Pfi Pb Gage 4 0.75 Grade36 3.5 3 3 4 0.75 Grade36 3.5 3 3 Base Plate Yielding (Tension) Column Load Axial Shear Bracing Design Load Axial Shear Bracing Design ID Comb, (kip) (kip) Shear (kip) Ratio Comb (kip) (kip) Shear (kip) Ratio COL01 2 -22.07 -9.13 0.00 0.15 10 22.85 11.03 0.00 0.78 COL02 2 -16.55 9.20 0.00 0.11 22 20.32 -4.32 -3.60 0.73 ANCHOR ROD SHEAR AND TENSION DESIGN CHECKS Desiqn Combined Tension -Shear Design Combined Shear -Tension Design Anchor Rod Tension Design Anchor Rod Shear Column Load Axial Shear Bracing Rod Load Axial Shear Bracing Rod Load Axial Shear Bracing Rod Load Axial Shear Bracing Rod ID Comb (kip) (kips) Shear(kip) Ratio Comb (kip) (kip) Shear(kip) Ratio Comb (kip) (kip) Shear(kip) Ratio Comb (kip) (kip) Shear(kip) Ratio COL01 10 22.85 11.03 0.00 0.59 10 22.85 11.03 0.00 0.48 10 22.85 11.03 0.00 0.68 10 22.85 11.03 0.00 0.59 COL02 22 20.32 -4.32 -3.60 0.53 8 17.27 -11 0.00 0.48 22 20.32 -4.32 -3.60 0.55 8 17.27 -10.99 0.00 0.53 BASEPLATE LEFT FLANGE WELD DESIGN CHECKS Left Flange Weld (Pipe Weld) Web Weld Right Flange Weld Column Weld Load Axial Shear Bracing Weld Weld Load Axial Shear Bracing Weld Weld Load Axial Shear Bracing Weld ID Size Comb (kip) (kip) Shear (kip) Ratio Size Comb (kip) (kip) Shear (kip) Ratio Size Comb " (kip) (kip) Shear (kip) Ratio COL01 FWS3 10 22.85 11.03 0.00 0.21 FWR3 10 22.85 11.03 0.00 0.56 FWS3 10 22.85 11.03 0.00 0.25 COL02 FWS3 22 20.32 -4.32 -3.60 0.25 FWR3 8 17.27 -10.99 0.00 0.48 FWS3 22 20.32 -4.32 -3.60 0.27 LOAD COMBINATIONS: No ASR Combination 1 1.00 1.00SW+1.00RDL+1.000OL 2 1.00 1.00SW+ 1.00RDL+1.000OL+ 1.00RLL+1.00RLR 3 1.00 1.00SW+1.00RDL+1.000OL+0.6OW1 L 4 100 1 nnsW+1 nnRD1 +1 OOMI +0 (;nW?i 5 1.00 1.005W+1.00RDL+I.000OL+0.6OW1 R 6 1.00 1.00SW+ 1.00RDL+1.000OL+0.6OW2R 7 1.00 0.60SW+0.60RDL+0.6OW1L 8 1.00 0.60SW+0.60RDL+0.6OW2L 9 1.00 0.60SW+0.60RDL+0.6OW1R 10 1.00 0.60SW+0.60RDL+0.6OW2R 11 1.00 1.00SW+1.00RDL+1.000OL+0.75RLL+0.75RLR+0.45W1 L 12 1.00 1.00SW+ 1.00RDL+ 1.000OL+0.75RLL+0.75 RLR+0.45W2L 13 1.00 1.00SW+1.00RDL+I.000OL+0.75RLL+0.75RLR+0.45W1 R 14 1.00 1.00SW+ 1.00RDL+I.000OL+0.75RLL+0.75 RLR+0.45W2R 15 1.00 1.00SW+ 1.00RDL+1.000OL+0.6OW 5B+0.60BW B 16 1.00 1.00SW+1.00RDL+1.000OL+0.6OW6B+0.60BWB 17 1.00 1.00SW+ 1.00 R D L+ 1.000O L+0.60 W 5 F+0.60 B W F *Indicates a Special Seismic Load Combination A-102 LOAD COMBINATIONS: No ASR Combination 18 1.00 1.00SW+1.00RDL+I.000OL+0.6OW6F+ 19 1.00 0.60SW+0.60RDL+0.6OW5B+0.60BWB 20 1.00 0.60SW+0.60RDL+0.6OW6B+0.60BWB 21 1.00 0.60SW+0.60RDL+0.6OW5F+0.60BWF 22 1.00 0.60SW+0.60RDL+0.6OW6F+0.60BWF 23 1.00 1.00SW+ 1.00RDL+ 1.000OL+0.75RLL+ 24 1.00 1.00SW+ 1.00RDL+ 1.000OL+0.75RLL+ 25 1.00 1.00SW+1.00RDL+1.000OL+0.75RLL+ 26 1.00 1.00SW+ 1.00RDL+ 1.000O L+0.75 R LL+ 27 1.00 1.01 SW+1.01 RDL+1.01COL+0.70EQL 28 1.00 1.01 SW+1.01 RDL+1.01COL+0.70EQR 29 1.00 1.008S W+ 1.008 RD L+ 1.008CO L+0.525 30 1.00 1.008SW+ 1.008RD L+1.008COL+0.525 31 1.00 0.589SW+0.589RDL+0.70EQL 32 1.00 0.589SW+0.589RDL+0.70EQR *Indicates a Special Seismic Load Combination RLR+OASW5B+0.45BWB RLR+0.45W6B+0.45BWB RLR+0.45W5F+0.45BWF RLR+0.45W6F+0.45BWF A-103 NUCOR BUILDINGS GROUP Job # : K2180744A Job Name : Kings Commercial Center Bldg. 1 Frame : Lines 4 & 7 File : F13-O.nfr Designer : BG\joshua.hunter App Version :1.5.132.0 Diate : 9/30/2021 DESIGN SUMMARY - REACTIONS BY LOAD CASE REPORT 66'-0• 66'-W 12 12 1� �1 — —" ---------- -� — o> N io y — %.vwi Mx LULUA Mz N X Y Z Mx Mz X Y Z Mx Mz Member (kips) (kips) (kips) (kip-ft) (kip-ft) Member (kips) (kips) (kips) (kip-ft) (kip-ft) '------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------ LOAD CASE 1 - DEAD I LOAD CASE 2 - COLLATERAL COL01 2 5 0 0 0 COL01 3 6 0 0 0 COL02 -2 4 0 0 0 COL02 -3 5 0 0 0 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 3 - ROOF LIVE I LOAD CASE 4 - WIND CASE 1 TO RIGHT COL01 6 14 0 0 0 COL01 -16 -30 0 0 0 COL02 -6 10 0 0 0 COL02 3 -9 0 0 0 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 5 - WIND CASE 1 TO LEFT I LOAD CASE 6 - WIND CASE 2 TO RIGHT COL01 -3 -20 0 0 0 COL01 -22 -45 0 0 0 COL02 16 -20 0 0 0 COL02 9 -24 0 0 0 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 7 - WIND CASE 2 TO LEFT LOAD CASE 8 - LONG. WIND 1 TO BACK COL01 -9 -35 0 0 0 COL01 -5 -28 0 0 0 COL02 22 -34 0 0 0 COL02 6 -11 0 0 0 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 9 - LONG. WIND 1 TO FRONT I LOAD CASE 10 - LONG. WIND 2 TO BACK COL01 -6 -22 0 0 0 COL01 -10 -43 0 0 0 COL02 5 -17 0 0 10 COL02 11 -26 0 0 0 ------------------------------------------------------------------------------- LOAD CASE 11 - LONG. WIND 2 TO FRONT ------- -------------------------------------------------------------------------------------------------- I LOAD CASE 12 - SEISMIC TO RIGHT COL01 -11 -37 0 0 0 COL01 -1 -1 0 0 0 COL02 10 -32 0 0 0 COL02 -1 1 0 0 0 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 13 - SEISMIC TO LEFT COL01 1 1 0 0 0 COL02 1 -1 0 0 0 FTIVEI A� NUCOR BUILDINGS GROUP Job # : K2180744A Job Name : Kings Commercial Center Bldg. 1 Frame : Lines 5 & 6 File : F13-O.nfr Designer : BG\joshua.hunter App Version :1.5.132.0 Dlate :9/30/2021 DESIGN SUMMARY - REACTIONS W/BRACINGIBY LOAD CASE REPORT 66'-0• 661-0- 12 12 1� �1 ci N io I I m Y IIXN Mz i VVLVI X Y Z Mx Mz X Y z Mx Mz Member (kips) (kips) (kips) (kip-ft) (kip-ft) I Member (kips) (kips) (kips) (kip-ft) (kip-ft) ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 1 -DEAD I I LOAD CASE 2 - COLLATERAL COL01 2 5 0 0 0 COL01 3 6 0 0 0 COL02 ------------------------------------------------------------------------------ -2 4 0 0 0 ---------------------------------------------------------------------------------------------------------------- COL02 -3 5 0 0 0 LOAD CASE 3 - ROOF LIVE COL01 6 14 0 0 0 COL02 -6 10 0 0 0 LOAD CASE 5 - WIND CASE 1 TO LEFT COL01 -3 -20 0 0 0 COL02 16 -20 0 0 i 0 LOAD CASE 7 - WIND CASE 2 TO LEFT COLOT -9 -35 0 0 0 COL02 22 -34 0 0 0 LOAD CASE 9 - LONG. WIND 1 TO FRONT COL01 -6 -22 0 0 1 0 COL02 5 -17 0 0 � 0 ------------------------------------------------------------------------------------ LOAD CASE 11 - LONG. WIND 2 TO FRONT COL01 -11 -37 0 0 0 COL02 10 -32 0 0 0 ------------------------------------------------------------------------------------ LOAD CASE 13 - SEISMIC TO LEFT COL01 1 1 0 0 0 COL02 1 -1 0 0 0 ------------------------------------------------------------------------------------ LOAD CASE 15 - BRACING WIND TO BACK COL01 1 1 0 0 0 COL02 -1 8 -7 0 0 LOAD CASE 4 - WIND CASE 1 TO RIGHT COL01 -16 -30 0 0 0 COL02 3 -9 0 0 0 LOAD CASE 6 - WIND CASE 2 TO RIGHT COL01 -22 -45 0 0 0 COL02 9 -24 0 0 0 LOAD CASE 8 - LONG. WIND 1 TO BACK COL01 -5 -28 0 0 0 COL02 6 -11 0 0 0 LOAD CASE 10 - LONG. WIND 2 TO BACK COL01 -10 -43 0 0 0 COL02 11 -26 0 0 0 LOAD CASE 12 - SEISMIC TO RIGHT COL01 -1 -1 0 0 0 COL02 -1 1 0 0 0 LOAD CASE 14 - BRACING WIND TO FRONT COL01 0 0 0 0 0 COL02 0 -8 7 0 0 ------------------------------------------------------------------------------------------ I A-105 NUCOR BUILDINGS GROUP Job ( : K2180744A Job Name Kings Commercial Centex Bldg. 1 Frame FL 8 Date 9/30/2021 • Designer BG\joshua.huntex File F14-O.nfr App Version 1.5.132.0 FRAME DES CRIPTION _________________________ Frame type RCG Frame width 66.00 Ft Bay width 26.75 Ft LEFT RIGHT Dim to ridge 33.00 Ft. 33.00 Ft. Roof slope 1.00/12-1.00/12 Eave height 18.00 Ft. 18.00 Ft. Girt offset 9.50 In. 9.50 In. Puxlin offset 9.50 In. 9.50 In. Col. spacing 66.0000 Supports /Spring Constants CO LO1 - Bottom V 0 COL02 - Bottom V H Column Bracing: WP1 Girt Brace Y Y Y Y Flange Brace 0 1 0 2 Location (ft): 2.9 7.5 11.0 13 .5 WP2 Girt Brace Y Y Y Y Flange Brace 0 1 0 2 Location (ft): 2.9 7.5 11.0 17 .5 Other Braces: Col - Le ft Brace Right Bx ace Location (ft): L O A D I N G C O N D I T I O N S Typ. Girt spacing : I6.00 Ft, Typ. Purlin spacing: 5.00 Ft. Building Code 6 Year IBC2018 Risk Category II-stand-d Buildings RISC Specification 2016 ASD L O A D S (Psf) Roof Dead load 3.00 Roof Coll load 5.00 Roof Live load 12.00 Roof Snow load 0.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 0.00 Ce 1.00 Ss - 0.069 S1 0.028 Seismic Design Category - A Site 61 R - 3.11 Cd 7.00 Sds 0.079 Shc - 0.045 rho - 1.00 Is Building Irregular - False Roof Seismic Factor 0.030 P9F Floor Seismic Factor 0.010 IS Wiad speed 160.00 Mph Exp. C Wind pressure 49.14 Psf Building is Enclosed Wind pressure coefficients Is End Bay? False Cl C2E C2 C7 C7E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 WSB -0.270 0.000 -0.510 -0.190 0.000 -0.270 WSF -0.270 0.000 -0.190 -0.510 0.000 -0.270 W68 -0.610 0.000 -0.870 -0.550 0. 000 -0.6]0 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Txib. Width (ft) WP1 26.75 WP2 26.75 BPI 26.75 RP2 26.75 _________________________________________ P R O G R A M- A P P L I E D L O A D S _________________________________________ Panel Loads Load On Start End Start End Case Panel Load Load Loc Loc Elf Klf Ft. Ft. ROL RP1 -0.080 -0.080 0.000 33.000 AOL RP2 -0.080 -0.080 77.000 66.000 COL RP1 -0.134 -0.134 0.000 33.000 COL RP2 -0.174 -0.139 77.000 66.000 RLL RP1 -0.721 -0.321 0.000 33.000 RLR RP2 -0.721 -0.321 )3.000 66.000 W1R WP1 0.762 0.762 0.000 18.000 W1R WP2 0.145 0.145 0.000 18.000 W1R RP1 -0.670 -0.170 0.000 33.000 W1R RP2 -0.250 -0.250 77.000 66.000 W1L WP1 -0.145 -0.145 0.000 is.000 W1L WP2 -0.762 -0.762 0.000 18.000 W1L RE1 -0.250 -0.250 0.000 33.000 W1L RP2 -0.170 -0.670 77.000 66.000 W2R WEI 0.289 0.281 0.000 is.000 W2R WP2 0.618 0.618 0.000 18.000 W2R BE1 -1.144 -1.144 0.000 33.000 WZR RP2 -0.723 -0.723 77.000 66.000 D 2.500 W21 WP1 -0.618 -0.618 0.000 18.000 W2L WP2 -0.289 -0.289 0.000 18.000 W2L RP1 -0.723 -0.723 0.000 33.000 W2L RP2 -1.144 -1.144 33.000 66.000 W5B WPl -0.355 -a.355 0.000 18.000 WSB WP2 0.355 0.355 0.000 18.000 W5B RP1 -0. 670 -0.670 0.000 33.000 W5B RP2 -0.250 -0.250 33.000 66.000 W5F WP1 -0.355 -0.355 0.000 Is. 000 WSF WP2 0.355 0.755 0.000 18.000 WSF RP1 -0.250 -0.250 0.000 77.000 W5F RP2 -0.670 -0.670 33.000 66.000 W6B WP1 -0.828 -0.828 0.000 16.000 W6B WP2 0.828 0.828 0.000 18.000 W6B RP1 -1.144 -1.144 0. 000 33.000 W6B RP2 -0.723 -0.723 33.000 66.000 W6F WP1 -0.828 -0.828 0.000 18.000 W6F WP2 0.828 0.828 0. 000 18.000 W6F RP -0.723 -0.723 0.000 33.000 W6F RP2 -1.144 -1.144 33.000 66.000 EQR RP1 0.003 0.003 0. 000 33.000 EQR RP2 0.003 0.003 33.000 66.000 EQL RP -0.003 -0.007 0. 000 33.000 EQL RP2 -0.003 -0.003 33.000 66.000 O S E R- A P P L I E D L O A D S shear loads that a e applied perpendicular to the web have been The locations listed below for each longitudinal bracing load a (tension on base of column and compression when at top of colum Load Oa Hox. Vert. Perp Shear Moment Loc Case Mem Kips Kips Kips K-Ft. Ft. RDL COL01 0.000 -1.000 0.000 2.800 17.000 COL C0LO1 0.000 -1.000 0.000 3.500 17.000 RLL COLO1 0.000 -3.000 0.000 12.700 17.000 W1R COLO1 0.000 8.600 0.000-36.700 17.000 W1L COLO1 0.000 8.600 0.000-76.700 17.000 W2R COLO1 0.000 8.600 0.000 -36. 700 17.000 W2L COLO1 0.000 8.600 0.000-36.700 17.000 W5B COLO1 0.000 8.600 0.000-36.700 17.000 WSF CO101 0.000 8.600 0.000 -76. 700 17.000 W6B COLO1 0.000 8.600 0.000 -36. 700 17.000 W6£ COLO1 0.000 8.600 0.000-36.700 17.000 BWF CO LO1 0.000 7.000 -6.000 0.000 0.500 BWB COLO1 0.000 -7.000 6.000 0.000 16.375 LOAD C OMB INATIONS ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 31 1.00 SW+RDL+COL+RLL+RLR+NLL 41 1.00 SW+RDL+COL+RLL+RLR+NLR 5) 1.00 SW+RDL+COL+0.60W1L 6) 1.00 SW+RDL+COL+O.60W2L 7) 1.00 SW+RDL+COL+0.60W1R 8) 1.00 SW+RDL+COL+0.60W2A 9) 1.00 0.60SW+0.60RDL+0.60WIL 10) 1.00 0.60SW+0.60RDL+0.60W2L 11) 1.00 0.605W+0.60RDL+0.60W1R 12) 1.00 0.605W+0.60RDL+O.60W2R 131 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 14) 1.00 SW+RDL+COL+0.75RLLt0.75RLR+0.45W2L 15) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 16) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 171 1.00 SW+RDL+COL+0.60W5B+0.60BWB 18) 1.00 SW+RDL+COL+0.60W6B+0.600WB 19) 1.00 SW+RDL+COL+0.60W5F+0.60BWF 201 1.00 SW+RDL+C0L+O.60W6F+0.60BWF 21) 1.00 O.60SW+0.60RDL+0.60WSB+0.60HWB 22) 1.00 O.60SW+O.60RDL+0.60W6B+0.60BWB 23) 1.00 0.60SW+0.60RDL+0.60W5F+0.60BWF 241 1.00 0.60SW+0.60RDL+0.60W6F+0.60BWF 251 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B+0.45BWB 26) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6H+0.45BWB 27) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F+0.45BWF 28) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6F+0.45BWF 29) 1.00 1.01SW+1.0IRDL+I.OIC0L+0.70EQL 30) 1.00 1.015W+1.OIRDL+l. OIC0L+0,.?OEQR 31) 1.00 1.0ISW+1.0IRDL+I.0ICOL+0.53EQL 32) 1.00 1.O15W+1.0IRDL+I.OICOL+0.53EQR 33) 1.00 0.59SW+0.59RDL+0.70EQL 34) 1.00 0.59SW+0.59RDL+0.70EQR idexed in the baseplate design only. only to the column axial load special Load i Description C-1 Eave Ext. C-2 Eave Ext. C-3 Eave Ext. C-4 Eave Ext. C-5 Eave Ex t. C-6 Eave Ext. C-7 Eave Ext. C-8 Eave Ext. C-9 Eave Ext. C-10 Eave Ext. C-11 Eave Eat. Long. Bxaeing-1 COL01 Long. Bxaeing-1 COLO1 A-107 • Job : K2180744A Kings Co=eccial Centex Bldg. 1 NUCOA BUILDINGS GROUP Data: 10-11-21 Page: 1 Frame: FL 8 I By : BG\joshua.hunter File: F14- •.. DESIGN SUMMARY REPORT ... __________________________________________________________________ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR ---- --------- I Flange Web Load Axial Axial Moment Bend Bend Unity Load Force shear Flow Win) Section Ma t'1 Ma t'1 Ma t'1 Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Redo T/L B/R ______________________________________________________________________________________________________________________________ 1 F5.31 F5.38 W164 7 1 -12.6 0.10-111.6I 0.99 0.96 1.01 12 2a -16.60 1.53 0.58 0.63 2 15.25 F5.25 W135 9 13 -10.6 0.19 77 .7 0. 85 0.78 0.91 12 Be -11.19 0.59 0.63 0.63 Chkpt 1 6 7 15 Depth 27.69 14.59 22.50 Section I 1 1 2 1 I width thick Fy I width thick Fy I --------------------------------------------------------------- ________________________________________________ T/L Flg I 5.0 0.3125 55.00 I 5.0 0.2500 55.00 I web 1 0.1644 55.00 I 0.1345 55.00 I B/R Flg 1 5.0 0.3750 55.00 1 5.0 0.2500 55.00 1 -------------------------------------------------- __________________________________________________________________________________ Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat-1 Mat'1 Mat'l Comb Lot Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips . Ratio T/L B/R ............... ----------------------------------------------- _________________________________________________________________ 1 F5.25 F5.25 W135 3 18 -10.6 0.19 75.9 0.88 0.81 0.94 10 23b 10.66 0.51 0.60 0.60 2 F5.71 F5.38 W164 9 30 -12.5 0.10 -145.2 0.84 0.85 0.90 10 29b 16.08 0.52 0.55 0.59 Chkpt 16 24 25 30 Depth 22.50 14.59 27.69 Section I 1 1 2 1 ____________________________________________________________________________________________________________________________________ --I-width thick Fy I width thick Fy I _______________________________________________________________________________________________________________________________ T/L Flg I 5.0 0.2500 55.00 I 5.0 0.3125 55.00 Web I 0.1345 55.00 I 0.1644 55.00 I B/R Fig 1 5.0 0.2500 55. 00 I 5.0 0.3750 55.00 ------------------------ _--- ____--- _-------------- _________________----------------------------------------------------------------- Built Up Column - COLO1 T/L B/R JVL B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat-1 Me t'1 Mat Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Lot Kips Aado T/L B/R ........ ..... ________________________________---- ___----- _______________________________________________________________________ 1 F6.31 F6.38 W135 12 39 25.0 0.10 155.6 1.06 0.87 0.96 24 38b 12.15 0.56 0.90 0.94 chkpt 31 39 Depth 11.69 24.69 Section I 1 I ________________________________________________________ ________________________________________________________________ I width thick Fy I _______------------------------------------------------------------ j______________________________________________________________ 1 /L Flg 6.0 0.3125 55.00 I eb I 0.1345 55. 00 I B/R Fig 1 6.0 0.3750 55.00 --------------------------- Built Up Column - COL02 T/L B/R Flange Flange Web Load Section Mat-1 Mat'1 Mat-1 Comb Loa --------------------------------------- 1 F6.38 F6.31 W135 10 47 Chkpt 40 47 Depth 11.69 24.69 Section 1 1 1 --------------------------------------- I width thick Fy I _______________________________________ T/L Flg 6.0 0.3750 55.00 I Web 1 0.1345 55.00 1 B/R Flg 1 6.0 0.3125 55.00 1 T/L B/R Max _____________ SHEAR ______________ Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R _______________________________________________________________________________________ 19.9 0.08 -159.4 0.89 1.09 1.01 22 46b -12.24 0.59 0.95 0.91 Frame weight (lbs) - 1829 Deflections (in): 10 yr Wind dx - 1.02 H/ 177 WIND CASE 2 TO RIGHT Seismic dx 0.06 H/ 2974 SEISMIC TO RIGHT Story Drift 0.18 0.001H SEISMIC TO RIGHT Stability Coefficient 0.01 1.O1SW+1.OIRDL+I.0lCOL+0.70EQR Stability Ratio 0.06 1.01SW+1.0IRDL+I.0ICOL+0.70EQR Fundamental Period 0.7288 Single story Period Maximum dx 1.31 H/ 138 0.60SW+0.60RDL+0.6OW2R Maximum dy - -3.54 - L/ 211 0 MOD 1, SW+RDL+COL+RLL+RLR Max. Live dy - -2.05 1/ 364 0 MOD 1, LIVE ON LEFT AND RIGHT NUCOR BUILDINGS GROUP Job I : K2180744A Job Name Kings Commercial Centex Bldg. 1 Frame FL 8 Date 9/30/2021 i Designer BG\joshua.huntex File F14-O.nfx App Version 1.5.132.0 C O N N E C T I O N SUMMARY Knee Connection - COL01 Web----------------7 Top Plate ------------- ' 1----7 ----- Bottom Plates -------7Hociz./Diagonal Stiffener-7 Roof Web fv/Fv Weld Weld Weld Ateq/A xeq/(W1+W2). W3xeq/W3 Weld Axeq/A W4req/W4 Stiff. No. Theta Axial Slope Marl Ratio W1 W2 W3 Ratio Ratio Ra'ltio W4 Ratio Ratio Matl Stiff. Degrees Ratio _____________________________________________________________________________________________________________________ 1.00:12 W250 0.89 FWS3 FW54 0.83 0.00 01.78 FWS3 0.89 0.61 0 -------------------- _______------------ ______________________________________________________________________________________________ I width thick Fy I height depth length I I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Top Plate 6.0 0.3125 55.0 1 24.08 I Stiffen6r Web 0.2500 55.0 25.024.00 Hot Plate 3.0 0.500050.01200 __________________________________--------------_----- II - _____________________________III __________________________________ Knee Web----------------7 Top Plate--------------;---7 ----- Bottom Plates -------7HoriZ./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Marl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degxees Ratio -1.00:12 W220 0.99 FWS3 FWS3 0.83 0.00 0194 FWS3 0.81 0.63 0 _____________________________________________________________________________________________________________________________________ I width thick Fy I height depth length I I I width thick length Fy I _________________________________________________________________---------- ______________________________________ Top Plate I 6.0 0.3125 55.0 I 24.08 1 Stiffener I I Web I 0,2200 55.0 125.09 24.00 I I Bot Plate I 3.0 ------ ---- I ________________24_00-I __ --_--_-___--__-_-------------1- __________________________________ _________________________________________ Splice Load Combinations: No. ASR Cases 1 1.00 1.00SW+I.00RDL+I.000OL 2 1.00 1.00SW+I.00RDL+I.000OL+I.00RLL+I.00RLR 3 1.00 1.00SW+I.00RDL+I.000OL+0.60W1L 4 1.00 1.00SW+l.00RDL+I.000OL+O.60W2L 5 1.00 1.00SW+I.00RDL+I.000OL+0.60W1R 6 1.00 1.00SW+I.00RDL+I.000OL+0.6OW2R 7 1.00 0.60SW+0.60RDL+0.6OW1L 8 1.00 0.605W+0.60RDL+0.60W2L 9 1.00 0.60SW+0.60RDL+0.6OW1R 10 1.00 0.60SW+0.60RDL+0.6OW2R 11 1.00 1.00SW+I.00RDL+I.000OL+0.75RLL+0.75RLR+0.45W1L 12 1.00 1.00SW+I.00RDL+I.000OL+0.75RLL+0.75RLR+0.45W2L 13 1.00 1.00SW+I.00RDL+I.000OL+0.75RLL+0.75RLR+0.45WIR 14 1.00 1.00SW+I.00RDL+I.000OL+0.75RLL+0.75RLR+0.45W2R 15 1.00 1.00SW+I.00RDL+I.000OL+0.6OW5B+0.60BWB 16 1.00 1.00SW+I.00RDL+I.000OL+0.6OW6B+0.60BWB 17 1.00 1.00SW+I.00RDL+I.000OL+0.60W5F+O.60BWF 18 1.00 1.00SW+I.00RDL+I.000OL+0.6OW6F+0.6OBWF 19 1.00 0.60SW+0.60RDL+0.6OW5B+0.60BWB 20 1.00 0 .60SW+0.60RDL+0.60W6B+0.60BWB 21 1.00 0.60SW+0.60RDL+0.6OW5F+0.60BWF 22 1.00 0 .60SW+0.60RDL+0.6DW6F+0.60BWF 23 1.00 1.0 0 SW+I.00RDL+I.00COL+0.75RLL+0.75RLR+0.45W5B+0.45BWB 24 1.00 1.0 0 SW+I.00RDL+I.00COL+0.75RLL+0.75RLR+0.45W6B+0.45BWB 25 1.00 1.00SW+I.00RDL+I.00COL+0.75RLL+0.75RLR+0.45W5F+0.45BWF 26 1.00 1.0 0 SW+I.00RDL+I.00COL+0.75RLL+0.75RLR+0.45W6F+0.45BWF 27 1.00 1.0 1SW+I.OIRDL+I.OICOL+0.70EQL 28 1.00 I.OISW+I.OIRDL+l.0 1COL+0.7OEQR 29 1.00 1.0 0 BSW+1.008RDL+1.008COL+0.525EQL 30 1.00 1.00BSW+1.008RDL+1.008COL+0.525EQR 31 1.00 0.589SW+0.589RDL+0.70EQL 32 1.00 0.589SW+0.589RDL+0.7OEQR 1 / J NUCOR BUILDINGS GROUP Job # : K2180744A Job Name :Kings Commercial Center Bldg. 1 Frame : FL 8 File : F14-O.nfr Designer : BGyoshua.hunter App Version :1.5.132.0 Date i :9/30/2021 BOLTED END -PLATES (BEP) SUMMARY Bolt Pre Tension Method: SnugTight PLATE SIZE: (in) Splice Left Right Members Web Left Plate Right Plate ID Type' Type Joined Loc Depth • Width Thick Length Fy(ksi) Width Thick Length FY(ksi) 1 6E 6E COL01 To RAF01 Top 27.00 6.00 0.63 32.97 55.0 6.00 0.63 32.97 55.0 1 6E 6E COL01 To RAF01 Bot 27.00 6.00 0.63 32.97 55.0 6.00 0.63 32.97 55.0 2 8E 8E RAF01 To RAF02 Top 22.00 5.00 0.38 27.45 55.0 5.00 0.38 27.45 55.0 2 8E 8E RAF01 To RAF02 Bot 22.00 5.00 0.38 27.45 55.0 5.00 0.38 27.45 55.0 3 8E 8E RAF02 To COL02 Top 27.00 6.00 0.50 32.97 55.0 6.00 0.50 32.97 55.0 3 8E 8E RAF02 To COL02 Bot 27.00 6.00 0.50 32.97 55.0 6.00 0.50 32.97 55.0 PLATE DESIGN Max Moment Max Shear Left Right Splice Left Right Tension Load Axial Shear I Moment Load Axial Shear Moment Plate Plate ID Type Type Location Comb (kip) (kip) (ft-kip) Comb (kip) (kip) (ft-kip) Ratio Ratio 1 6E 6E Top 2 -10.44 16.84 -162.61 10 9.85 -18.05 171.10 0.59 0.60 1 6E 6E Bot 10 9.85 -18.05 171.10 2 -10.44 16.84 -162.61 0.70 0.71 2 8E 8E Top 8 11.52 -1.12 -62.08 25 -3.18 -1.68 38.29 0.93 0.93 2 8E 8E Bot 2 -10.44 0.31 76.10 21 6.43 -2.43 -24.77 0.85 0.85 3 8E 8E Top 2 -10.45 -16.28 -145.21 8 9.82 17.52 155.18 0.76 0.75 3 8E 8E Bot 8 9.82 17.52 155.18 2 -10.45 -16.28 -145.21 0.93 0.92 BOLT RUPTURE DESIGN 1 6E 6E Top A325 1 6E 6E Bot A325 2 8E 8E Top A325 2 8E 8E Bot A325 3 8E 8E Top A325 3 8E 8E Bot A325 2 Pfi Pfo Pf Pb Left Right Load Axial Moment Bolt Bolt de Comb (kip) (ft-kip) Ratio Ratio No 0.63 3.50 1.19 I 1.55 3.00 1.88 1.13 2 -10.44-162.61 0.82 0.83 No 0.63 3.50 =� 1.19 1.31 3.00 1.88 1.13 10 9.85 171.10 1.00 0.99 No 0.63 3.00 -- 1.19 1.34 2.75 1.88 1.13 8 11.52 -62.08 0.51 0.51 No 0.63 3.00 -- 1.19 1.29 2.75 1.88 1.13 2 -10.44 76.10 0.36 0.36 No 0.63 3.50 -- 1.19 1.46 3.00 1.88 1.13 2 -10.45-145.21 0.57 0.57 No 0.63 3.50 -- 1.19 1.52 3.00 1.88 1.13 8 9.82 155.18 0.95 0.95 COMBINED BOLT BEARING SHEAR DESIGN Left Right Splice Left Right Bolt Pre- Load Shear Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) Ratio Ratio 1 6E 6E Top A325 No 0.63 3.56 -- 1.19 1.55 3.00 1.88 1.13 10 -18.05 0.36 0.36 1 6E 6E Bot A325 No 0.63 3.50 -- 1.19 1.31 3.00 1.88 1.13 2 16.84 0.34 0.34 2 8E 8E Top A325 No 0.63 3.00 -- 1.19 1.34 2.75 1.88 1.13 25 -1.68 0.03 0.03 2 8E BE Bot A325 No 0.63 3.00 -- 1.19 1.29 2.75 1.88 1.13 21 -2.43 0.04 0.04 3 8E 8E Top A325 No 0.63 3.50 -- 1.19 1.46 3.00 1.88 1.13 8 17.52 0.26 0.26 3 8E 8E Bot A325 No 0.63 3.50 -- 1.19 1.52 3.00 1.88 1.13 2 -16.28 0.25 0.25 Left Right Splice Loc Welds Checks Welds Checks ID Fig Web Stf Load Tensile Load Shear Fig Web Stf Load Tensile Load Shear Comb Rupture Comb Rupture Comb Rupture Comb Rupture 1 Top FWD3 WP13 2 0.74 10 0.34 FWD3 WP13 2 0.98 10 0.39 1 Bot FWD4 WP13 10 0.76 2 0.32 FWD4 WP13 10 0.99 2 0.36 2 Top FWD3 WP13 8 0.59 25 0.05 FWD3 WP13 8 0.59 25 0.05 2 Bot FWD3 WP13 2 0.53 21 0.08 FWD3 WP13 2 0.53 21 0.08 A-110 WELD DESIGN Left Right Splice Loc Welds Checks Welds Checks ID Fig Web Stf Load Tensile Load Shear Fig Web Stf Load Tensile Load Shear Comb Rupture Comb Rupture Comb Rupture Comb Rupture 3 Top FWD3 WP13 2 0.78 8 0.37 FWD3 WP13 2 0.62 8 0.30 3 Bot FWD3 WP13 8 0.98 2 0.35 FWD3 WP13 8 0.77 2 0.28 BASEPLATE AND ANCHOR ROD DESIGN RESULTS BASEPLATE AND ANCHOR ROD INFORMATION: (in) Column Column Column Base Plate Anchor Rods ID Type Pattern Depth Width Thickness Length Fy(ksi) Qty Dia. Grade Pfi Pb Gage COL01 WF/BU Left 11.6875 8 0.75 , 11.6875 55 4 0.75 Grade36 3.5 3 3 l.IILVL vvr/DV Rly11l 1 I.001a o v.fp I I.vO/J JJ `f V.fJ vlaucav 7.J 7 J BASEPLATE DESIGN CHECKS - . Concrete Bearing (Compression) Base Plate Yielding (Tension) Column Load Axial Shear Bracing I Design Load Axial Shear Bracing Design ID Comb (kip) (kip) Shear (kip) Ratio Comb (kip) (kip) Shear (kip) Ratio COL01 2 -23.90 -10AO 0.00 0.16 10 24A3 12.55 0.00 0.80 COL02 2 -18.39 10.49 0.00 0.13 8 19.34 -12.50 0.00 0.71 ANCHOR ROD SHEAR AND TENSION DESIGN CHECKS Design Combined Tension -Shear Design Combined Shear -Tension Design Anchor Rod Tension Design Anchor Rod Shear Column Load Axial Shear Bracing Rod Load Axial Shear Bracing Rod Load Axial Shear Bracing Rod Load Axial Shear Bracing Rod ID Comb (kip) (kips) Shear(kip) Ratio Comb (kip) (kip) Shear(kip) Ratio Comb (kip) (kip) Shear(kip) Ratio Comb (kip) (kip) Shear(kip) Ratio COL01 10 24.43 12.55 0.00 0.64 10 24A3 12.55 10.00 0.54 10 24.43 12.55 0.00 0.76 10 24.43 12.55 0.00 0.7 COL02 8 19.34 -12.50 0.00 0.50 8 19.34 -12.50 0.00 0.54 8 19.34 -12.50 0.00 0.6 8 19.34 -12.50 0.00 0.63 BASEPLATE LEFT FLANGE WELD DESIGN CHECKS Left Flange Weld (Pipe Weld) Web Weld Right Flange Weld Column Weld Load Axial Shear Bracing Weld Weld Load Axial Shear Bracing Weld Weld Load Axial Shear Bracing Weld ID Size Comb (kip) (kip) Shear (kip) Ratio Size Comb (kip) (kip) Shear (kip) Ratio Size Comb (kip) (kip) Shear (kip) Ratio COL01 FWS3 22 23.29 5.77 -3.60 0.29 FWR3 I 10 24.43 12.55 0.00 0.61 FWS3 22 23.29 5.77 -3.60 0.28 COL02 FWS3 8 19.34 -12.50 0.00 0.22 FWR3 f 8 19.34 -12.50 0.00 0.54 FWS3 8 19.34 -12.50 0.00 0.18 LOAD COMBINATIONS: No ASR Combination 1 1.00 1.00SW+I.00RDL+1.000OL C L I.vv I.VVJvv- I.vv1 - I.vvIwV T I.Vv"- I.VVI-1, 3 1.00 1.00SW+1.00RDL+1.0000L+0.60W1 L 4 1.00 1.00SW+ 1.00RDL+1.000OL+0.6OW2L 5 1.00 1.00SW+1.00RDL+1.0000L+0.60W1 R 6 1.00 1.00SW+ 1.00RDL+I.000OL+0.6OW2R 7 1.00 0.60SW+0.60RDL+0.60W1L 8 1.00 0.60SW+0.60RDL+0.6OW2L 9 1.00 0.60SW+0.60RDL+0.60W1R 10 1.00 0.60SW+0.60RDL+0.6OW2R 11 1.00 1.00SW+1.00RDL+I.000OL+0.75RLL+0.75RLR+0.45W1 L 12 1.00 1.00SW+ 1.00RDL+1.000OL+0.75RLL+0.75 RLR+0.45W2L 13 1.00 1.00SW+1.00RDL+1.000OL+0.75RLL+0.75RLR+OA5W1 R 14 1.00 1.00SW+ 1.00RDL+1.000OL+0.75RLL+0.75 RLR+0.45W2R 15 1.00 1.00SW+1.00RDL+I.0000L+0.60W5B+0.606W6 16 1.00 1.00SW+1.00RDL+1.000OL+0.6OW6B+0.60BWB 17 1.00 1.00SW+1.00RDL+1.000OL+0.60W5F+0.60BWF *Indicates a Special Seismic Load Combination A-111 LOAD COMBINATIONS: No ASR Combination 18 1.00 1.00SW+1.00RDL+I.00COL+0.60W6F+0 19 1.00 0.60SW+0.60RDL+0.60W5B+0.60BWB 20 1.00 0.60SW+0.60RDL+0.60W6B+0.60BWB 21 1.00 0.60SW+0.60RDL+0.60W5F+0.60BWF 22 1.00 0.60SW+0.60RDL+0.60W6F+0.60BWF 23 1.00 1.00SW+ 1.00RDL+1.0000L+0.75 RLL+O. 24 1.00 1.00SW+I.00RDL+I.00COL+0.75RLL+0. 25 1.00 1.00SW+ 1.00RDL+1.0000L+0.75 RLL+O., 26 1.00 1.00SW+1.00RDL+1.0000L+0.75RLL+0. 27 1.00 1.01 SW+1.01 RDL+1.01COL+0.70EQL 28 1.00 1.01 SW+1.01 RDL+1.01COL+0.70EQR 29 1.00 1.0085 W + 1.008 R D L+ 1.008CO L+0.52 5 EC 30 1.00 1.008SW+ 1.008RD L+1.008COL+0.525 EC 31 1.00 0.589SW+0.589RDL+0.70EQL 32 1.00 0.589SW+0.589RDL+0.70EQR *Indicates a Special Seismic Load Combination 60BWF SRLR+0.45W5B+0.45BWB 5RLR+0A5W6B+0.45BWB 5RLR+0A5W5F+0.45BWF 5RLR+0A5W6F+0.45BWF A-112 NUCOR BUILDINGS GROUP Job # : K2180744A Job Name : Kings Commercial Center Bldg. 1 Frame :Line 8 a File : F14-O.nfr Designer : BG\joshua.hunter App Version :1.5.132.0 Date to : 9/30/2021 DESIGN SUMMARY - REACTIONS BY LOAD CASE REPORT 66'-0" 12 12 1F_ I �1 N CO I I aD Member l• COL01 MUc�Mz X (kips) Y (kips) z (kips) Mx (kip-ft) Mz (kip-ft) Member COL02 X Y (kips) (kips) z (kips) Mx (kip-ft) Mz (kip-ft) ------------------------------------------------------------------------ LOAD CASE 1 -DEAD — - --------------------------------------------------------------------------------------------------------- I LOAD CASE 2 - COLLATERAL COL01 2 5 0 0 0 COL01 3 6 0 0 0 COL02 -2 4 0 0 0 COL02 -3 5 0 0 0 LOAD CASE 3 - ROOF LIVE I LOAD CASE 4 - WIND CASE 1 TO RIGHT COL01 7 15 0 0 0 COL01 -19 -32 0 0 0 COL02 -7 11 0 0 0 COL02 4 -10 0 0 0 LOAD CASE 5 - WIND CASE 1 TO LEFT I LOAD CASE 6 - WIND CASE 2 TO RIGHT COL01 -4 -20 0 0 0 COL01 -25 -48 0 0 0 COL02 19 -22 0 0 0 COL02 10 -26 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 7 - WIND CASE 2 TO LEFT I LOAD CASE 8 - LONG. WIND 1 TO BACK COL01 -10 -37 0 0 0 1 COL01 -6 -29 0 0 0 COL02 25 -38 0 0 0 1 COL02 7 -12 0 0 0 ------------------------------------------------------------------------ LOAD CASE 9 - LONG. WIND 1 TO FRONT ---------------------------------------------------------------------------------------------------------------------- I LOAD CASE 10 - LONG. WIND 2 TO BACK COL01 -7 -23 0 0 , 0 1 COL01 -12 -46 0 0 0 COL02 6 -19 0 0 0 1 COL02 13 -29 0 0 0 LOAD CASE 11 - LONG. WIND 2 TO FRONT I I LOAD CASE 12 - SEISMIC TO RIGHT COL01 -13 -39 0 0 0 COL01 -1 -1 0 0 0 COL02 12 -36 0 0 0 COL02 -1 1 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 13 - SEISMIC TO LEFT COL01 1 1 0 0 0 COL02 1 -1 0 0 0 A-113 NUCOR BUILDINGS GROUP Job # : K2180744A Job Name : Kings Commercial Center Bldg. 1 Frame :Line 8 File : F14-O.nfr Designer : BG\joshua.hunter App Version :1.5.132.0 Date : 9/30/2021 DESIGN SUMMARY - REACTIONS W/BRACING BY LOAD CASE REPORT E A 66'-0" 66'-0" 12 12 1f �1 — — — r — -----------FF N ccco I I CD l COL01 COL02 Mx Mz X Y z Mx Mz X Y z Mx Mz Member (kips) (kips) (kips) (kip-ft) (kip-ft) Member (kips) (kips) (kips) (kip-ft) (kip-ft) ------- ------- ---------------------------- - ---- ---------------------------------------------------------------------------------------------------- LOAD CASE 1 -DEAD I LOAD CASE 2 - COLLATERAL COL01 2 5 0 0 0 1 COL01 3 6 0 0 0 COL02 -2 4 0 0 0 1 COL02 -3 5 0 0 0 -------------------------------------------------------------------------- LOAD CASE 3 - ROOF LIVE -- ---------------------------------------------------------------------------------------------------------------- I LOAD CASE 4 - WIND CASE 1 TO RIGHT COL01 7 15 0 0 0 1 COL01 -19 -32 0 0 0 COL02 -7 11 0 0 0 1 COL02 4 -10 0 0 0 ------------------------------------------------------------------------ LOAD CASE 5 - WIND CASE 1 TO LEFT ---------------------------------------------------------------------------------------------------------------- I LOAD CASE 6 -WIND CASE 2 TO RIGHT COL01 -4 -20 0 0 0 1 COL01 -25 -48 0 0 0 COL02 19 -22 0 0 0 1 COL02 10 -26 0 0 0 ------------------------------------------------------------------------ LOAD CASE 7 - WIND CASE 2 TO LEFT -- ------------------------------------------------------------------------------------------------------------- LOAD CASE 8 - LONG. WIND 1 TO BACK COL01 -10 -37 0 0 0 COL01 -6 -29 0 0 0 COL02 25 -38 0 0 0 COL02 7 -12 0 0 0 ------------------------------------------------------------------------ LOAD CASE 9 - LONG. WIND 1 TO FRONT --- ------------------------------------------------------------------------------------------------------------ I I LOAD CASE 10 - LONG. WIND 2 TO BACK COL01 -7 -23 0 0 10 COL01 -12 -46 0 0 0 COL02 6 -19 0 0 0 COL02 13 -29 0 0 0 ------------------------------------------------------------------------- LOAD CASE 11 - LONG. WIND 2 TO FRONT -=---- - -------------------------------------------------------------------------------------------------- LOAD CASE 12 - SEISMIC TO RIGHT COL01 -13 -39 0 0 0 1 COL01 -1 -1 0 0 0 COL02 12 -36 0 0 0 1 COL02 -1 1 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 13 - SEISMIC TO LEFT I LOAD CASE 14 - BRACING WIND TO FRONT COL01 1 1 0 0 0 1 COL01 0 -8 7 0 0 COL02 1 -1 0 0 0 1 COL02 0 0 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 15 - BRACING WIND TO BACK COL01 1 8 -7 0 0 COL02 -1 1 0 0 0 A-114 NUCOR BUILDINGS GROUP Job 1 : K2190744A Job Name Kings Commercial Centex Bldg. 1 Frame FL 9 Date 9/30/2021 Designer BG\joshua.hunter File E12-O.nfr App Vexsion 1.5.132.0 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Ft ame type EMG Frame width 50.33 Ft. Bay width 15.75 Ft. LEFT RIGHT Dim to ridge 33.00 Ft. 17.33 Ft. Roof slope 1.00/l2-1.00/12 Eave height 18.00 Ft. 19.31 Ft. Gitt offset 9.50 In. 9.11 In. Typ. Girt spacing 6.00 Ft Puxlin offset : 9.50 In. 9.50 In. Typ. Purlin spacing: 5.00 Ft Col. spacing : 20.5000,25.0000,4.8333 Supports / Spring Constants COL01 - Bottom V B COL02 - Bottom V H COL03 - Bottom V H COL04 - Top H Bottom V H Column Bracing: WP1 Gilt Bxace Y Y Y Y N Flange Brace 0 2 0 2 0 Location (ft): 2.9 7.5 11.0 13.5 18.7 WP2 Girt Brace Y Y Y Y N Flange Bxace 0 2 0 2 0 Location (ft): 2.9 7.5 11.0 13.5 19.0 WP3 Girt Brace Y Y Y Y N Flange Brace 0 2 0 2 0 In cation (ft): 2.9 7.5 11.0 13.5 19.0 WP4 Girt Brace Y Y Y Y N Flange Brace 0 2 0 2 0 Location (ft): 2.9 7.5 11.0 13.5 17.4 Other Braces: Column Left Brace Right Brace Location (ft): L O A D I N G C O N D I T I O N S Building Code a Year IBC2018 Risk Category II -Standard Buildings AISC Specification 2016 ASD L 0 A D S (Psf) Roof Dead load 3.00 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 0.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 0.00 Ce - 1.00 Ss 0.069 S1 0. 028 seismic Design category - A Site Class D R 3.00 Cd - 3.00 Sds - 0.074 Sd1 - 0.045 rho 1.00 omega - 2.500 Is Building Irregular - False Roof Seismic Factor 0.010 PSF Floor Seismic Factor 0,010 PSF Wind speed 160.00 Mph Exp. : C Wind pressure 99.87 Psf Building is Enclosed Wind pressure coefficients Is End Bay? True Cl C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0,250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0.710 -1.2'S 0.000 0.430 W5B -0.300 0.000 -0.890 -0.350 0.000 -0.300 W5F -0.300 0.000 -0.350 -0.890 0.000 -0.300 W6B -0.660 0.000 -1.250 -0.710 0.000 -0.660 W6F -0.660 0.000 -0.710 -1.250 0.000 -0.660 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COLO1 43,34 -50.78 COL02 40. 87 -45.36 COL03 42.38 -46.87 COL04 43.56 -51.22 Wind Loads for Endwall Rafter Interior Zone Ptessute 10 .00 23.94 Suction 10.00 -93. 75 Ptessute 100.00 1B.95 suction 100.00 -73.20 Edge Zone Ptessute 10.00 23.94 suction 10.00-123.67 Pressure 100.00 le. 95 Suction 100.00 -97.26 Tributary Widths Panel Trib. Width (ft) WP1 10.92 A-115 WP2 22.08 WP3 14.25 WP4 10.25 RP1 15.75 RP2 15.75 --- ______________________________________ + P R O G R A M- A P P L I E D L O A D S ----------------------------------------- Panel Loads Load On Start End Start End Case Panel Load Load Loc I Elf Elf Ft. Ft. RDL BPI -0.047 -0.047 0.000 33.000 RDL RP -0.047 -0.047 33.000 50.333 coL RP1 -0.079 -0.079 0.000 33.000 COL A -0. 079 -0.079 33.000 50.333 ALL RP1 -0.315 -0.315 0.000 33.000 RLR RP2 -0.315 -0.315 33.000 50.333 W1R API -0.699 -0. 699 0.000 33.000 WiR RP2 -0.211 -0.215 31.000 50.333 W1L RP1 -0.275 -0.275 0. 000 33.000 W1L RP2 -0.699 -0.699 33.000 50.333 W2R AP1 -0.982 -0.982 0. 000 33.000 W2R RP2 -0.558 -0.558 33.000 So.333 W2L RP1 -0.558 -0.558 0. 000 33.000 W2L RP2 -0.982 -0.982 33.000 5 0. 333 WSB WP1 0.413 0.473 0. 000 19.420 W5B WP2 0.902 0.902 0.coo 19.710 W5B WP3 0.604 0.604 0.000 19.710 W5B WP4 0.447 0.447 0.000 19.420 W5B RP1 -1.241 -1.241 0. 000 33.000 W5B RP2 -1.350 -1.350 33.000 50.333 W5F WP1 -0.555 -0.555 0.000 19.420 W5F WP2 -1.002 -1.002 0.000 19.710 W5F WP3 -0.668 -0.668 0.000 19.710 W5F WP4 -0.525 -0.525 0. 000 19.420 W5F RP1 -1.241 -1.241 0. 000 33.000 W5F RP2 -1.350 -1.350 33.000 50.333 EQR BPI 0.002 0.002 0.000 33.000 EQR RP2 0.002 0.002 33.000 50.333 EQL RP1 -0.002 -0.002 0.000 33 .0 00 EQL RP2 -0.002 -0.002 33.000 50.333 Concentrated Loads ------------------ Load On Hot. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1A SPAN1 6.136 0.000 0.000 1.708 W1R SPANS 2.069 0.000 0.000 48.625 W1L SPAN1 -1.942 0.000 0.000 1. 708 W1L SPAN4 -6.537 0.000 0.000 48. 625 W2R SPAN1 3.340 0.000 0.000 1.708 W2R SPAN4 5.09a 0.000 0.000 48.625 W2L SPAN1 -4.738 0.000 0.000 1.708 W2L SPANS -3.558 0.000 0.000 48.625 EAdwall Bracing Loads ___________------------------------------ Shear loads that a applied perpendicular to the web have been considered in the basepla to design only. Load On Hot. Vert. Peip Shear Moment L. Case Mem Kips Kips Kips K-Ft. Ft. W2R COL02 0.000 5.933 8.281 0.000 0.500 W2R COL03 0.000 -5.933 0.000 0.000 17.910 W2R SPAN3 -8.281 0.000 0.000 0.000 45.500 W2L C0 1, 02 0.000 -4.826 0.000 0.000 17.910 W2L COL03 0.000 4.626 -6.736 0.000 0.500 W2L SPAN1 6.736 0.000 0.000 0.000 20.500 W58 C0L02 0.000 6.066 8.968 0.000 0.500 W5B COL03 0.000 -6.066 0.000 0.000 17.910 W5B SPANS -8.468 0.000 0.000 0.000 45.500 W5F COL02 0.000 -4.692 0.000 0.000 17.910 W5F COLO7 0.000 4.692 -6.549 0.000 0.500 W5F S-1 6.549 0.000 0.000 0.000 20.500 EQR COL02 0.000 1.047 1.462 0. 000 0.500 EQR COL03 0.000 -1.047 0.000 0.000 17.910 EQR S-3 -1.462 0.000 0.000 0.000 45.500 EQL COL02 0.000 1.047 1.462 0.000 0.500 EQL COL03 0.000 -1.047 0.000 0.000 17.910 EQL SPAN3 -1.962 0.000 0.000 0.000 45.500 U S E R- A P P L I E D L 0 A D S shear loads tt a applied perpendicular to the web have been c sidered in the baseplate design only. The loeationha s listetl below for eaeh longitudinal bracing load apply only to the column axial load (tension on base of column and compression when at top of column). Load On Hoi. Veit. Perp Shear Moment Lot Special Case Mem Kips Kips Kips K-Ft. Ft. Load 9 De seription RDL SPAN4 0.000 -0.500 0.000 0.000 48.500 C-1 Skew beam COL SPAN4 0.000 -0.800 0.000 0.000 48.500 C-2 Skew beam RLR SPAN4 0.000 -3.200 0.000 0.000 48.500 C-3 Skew beam W1R SPAN4 0.000 9.900 0.000 0.000 18.500 C-4 skew beam W1L SPANS 0.000 9.400 0.000 0.000 98.500 C-5 Skew beam W2R SPAN4 0.000 9.400 0.000 0.000 48.500 C-6 Skew beam w2L SPAN4 0.000 9.400 0.000 0. 000 48.500 C-7 skew beam WSB SPAN4 0.000 9.900 0.000 0.000 48.500 C-8 Skew beam w5F SPAN4 0.000 9.900 0.000 0.000 48.Soo C-9 Skew beam LOAD COMB INATIONS ASH Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+ADL+COL+NLR 3) 1.00 SW+RDL+COL+ALL+RLR+NLL 4) 1.00 SW+RDL+COL+RLL+RLR+NLR 5) 1.00 SW+RDL+COL+O.60W1L 6) 1.00 SW+RDL+COL+0.6OW2L 7) 1.00 SW+ADL+COL+0.6OW1R 8) 1.00 SW+RDI+COL+0.60W2R 9) 1.00 0.605W+0.60RDL+0.60WIL 10) 1.00 O.60Sw+0.60RDL+0.60W2L 11) 1.00 0.6 OSW+0.6ORDL+O.60W1R 12) 1.00 0.603W+0.60RDL+0.6OW2R 13) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 14) 1.00 SW+RDL+COL+0.75ALL+0.75RLR+0.45W2L A-116 15) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 16) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 17) 1.00 SW+RDL+COL♦0.60W5B 18) 1.00 SW+RDL+COL+0.60W5F 19) 1.00 0.60$W+0.60RDL+0.60WSB 20) 1.00 0.605W+0.60RDL+0.60W5F 21) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 22) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45WSF 23) 1.00 1.01SW+I.OIRDL+I.0ICOL+0.70EQL 24) 1.00 1.01SW+1.0IRDL+I.OICOL+0.70EQR 25) 1.00 1.015W+1.0IRDL+I.OICOL+0.53EQL 26) 1.00 1.O1SW+1.0IRDL+I.OICOL+0.53EQR 27) 1.00 0.59SW+0.59RDL+0.70EQL 28) 1.00 0.595W+0.59RDL+0.70EQR A-117 1 NUCOR BUILDINGS GROUP Job - : .2180794A Job Name Kings Commercial Center Bldg. 1 Frame FL 9 Date 1/30/2021 Designer BG\joshua.hunter File E12-O.nfr App Version 1.5.132.0 _________________________________________ E N D W A L L B R A C I N G ----------------------------------------- I Max Allow tWeb Controlling Force Force min Load Combination Module Material (kips) (kips) (in) 1 Name 2 1/4 ROD 6.25 8.67 0.110 7 0.60SW+0.60RDL+O.60W1L A-118 Job : K2180744A Kings Commercial Center Bldg. 1 NUCOR BU�LDINGS GROUP Date: 10-11-21 Page: 1 Frame: £L 9 By : BG\joshua.hunter File: E12- "' DESIGN SUMMARY REPORT ------------------------ Built Up Rafter - RAF01 T/L B/R - T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat', Me t'1 Mat'1 Comb Lee Kips Ratio Ft -kip Ratio Ratio Check Comb Lee Kips Ratio T/L B/R ---- ___-------- ___________________________________________________________________________________________________________________ 1 F5.25 F5.25 W135 20 30 0.5 0.00 37.7 0.73 0.69 0.72 20 9b 7.67 0.37 0.52 0.52 2 F5.25 F5.25 W135 20 11 -1.9 0.02 37.7 0.73 0.69 0.74 20 12a -8.53 0.41 0.58 0.58 Chkpt 1 10 11 16 Depth 12.50 12.50 12.50 Section 1 1 1 2 1 I width thick Fy I width thick Fy I ______________________________________________________________________________________________________________ T/L Fig 1 5.0 0.2500 55.00 I 5.0 0.2500 55.00 I Web I 0.1345 55.00 0.1345 55.00 I B/R Flg 1 5.0 0.2500 55.00 1 5.0 0.2500 55.00 1 Built Up Rafter - FAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat-1 Ma t'1 Mat .1 Comb Lee Kips Ratio Ft -kip Ratio Ratio Check Comb Lee Kips Ratio T/L B/R _______________________________________________________________________________________________________________ 1.... F5.25 F5.25 W164 20 22 -1.9 0.02 32.8 0.59.... .59 0.56.... .56 0.60 20 23b 8.46 0.27 0.55 0.55 2 F5.25 F5.25 W164 20 23 -3.7 0.03 32.8 0.59 0.56 0.61 20 24a -10.37 0.33 0.68 0.68 Chkpt 17 22 23 25 Depth 12.50 12.50 12.50 Section 1 1 1 2 1 ------------------- _---------------------------------------------- _________________________________________________________________ _________ I _width thick Fy I width thick Fy 1 I __ _ ____________________________________________ __________________________________________________________________________ _ T/L Flg 1 5.0 0.2500 55.00 1 5.0 0.2500 55.00 I Web I 0.1644 55.00 1 0.1644 55.00 I B/R Fig 1 5.0 0.2500 55.00 1 5.0 0.2500 55.00 Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR ---------- --- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Me t'1 Mat Comb Lee Kips Ratio Ft -kip iRatio Ratio Check Comb Lee Kips Ratio T/L B/R -------------------------------------------------------------- ____ I_________________________________________________________________ 1 F5.19 F5.19 W135 20 28 5.8 0.05 -11.8 0.34 0.37 0.36 18 33b 2.50 0.12 0.18 0.18 Chkpt 26 34 Depth 11.38 11.38 Section 1 1 I ___________________________________________________________________________________________________________________________________ I width thick Fy I ___________________________________________________________________________________________________________________________________ T/L Fig I 5.0 0.1875 55.00 Web 1 0.1345 55.00 I B/R Flg 1 5.0 0.1875 55.00 1 Built Up Column - C0102 T/L B/R /L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment end Bend Unity Load Force Shear Flow (k/in) Section Ma t'1 Mat'1 Ma t.1 Comb Lee Kips Ratio Ft -kip Ratio Ratio Check Comb Lee Kips Ratio T/L B/R ___________________________________________________________________1________________________________________________________________ 1 F5.19 F5.19 W135 20 42 15.1 0.14 -23.6 0.67 0.71 0.71 20 35 -4.70 0.23 0.31 0.31 Chkpt 35 45 Depth 11.38 11.38 Section 1 1 1 1 width thick Fy 1 _________________________________________________________________________________________________________________________ T/L Fig 5.0 0.1875 55.00 I Web I 0.1345 55.00 I B/R Flg 1 5.0 0. 1875 55.00 1 Built Up Column - COL03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) S ee Lion Me_ 1 Mat Mat'1 Comb Lee Kip. Ratio Ft -kip Ratio Ratio Check Comb Lee Kips Ratio T/L B/R ___________________________________________________________________!______________________________________________________-_________ 1 F5.19 F5.19 W135 20 53 21.0 0.19 -15.3 0.41 0.48 0.53 20 46 -3.11 0.11 0.22 0.22 Cbkpt 46 56 Depth 11.38 11.38 Section I 1 I ___________________________________________________________________-__________________________________-________-_-__________________ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg I 1 5.0 0.1875 55.00 1 Web 0.1345 55.00 I B/R Flg 1 5.0 0.1875 55.00 I ____________________________________________________________________________________________________________________________________ Built Up Column - COL04 T/L B/R T/L B/R Max _____________ SHEAR ______________ Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Fo..e Shear Flow Win) Section Mat'1 Mat-1 Mat'1 Comb Lee Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ____________________________________________________________________________________________________________________________________ 1 F5.19 F5.19 W135 20 59 -2.8 0.05 -12.8 0.37 0.40 0.43 18 65b 3.25 0.16 0.23 0.23 A-119 Job : H2180744A Hings Co=eLcial Centex Bldg. 1 NUCOR BUILDINGS GROUP Date: 10-11-21 Page: 2 1. Fxame: FL 9 By : BG\joshua.huntex File: E12- .� .+. DESIGN SUMMARY REPORT ... ------------------------------------------------------------------------------------------------------------------------------------ .. Chkpt 57 66 Depth 11.18 11.18 Section 1 1 1 ____________________________________________________________________________________________________________________________________ I width thick Fy I ____________________________________________________________________________________________________________________________________ T/L Fig 1 5.0 0.1875 55.00 1 Web I 0.1145 55.00 I B/R Flg 5.0 0.1875 55.00 I --- _--- _____--- _------ _----- ________________________________________________________________________________________________________ Fxame weight (lbs) = 1507 Deflections (in): 10 yx Wind dx = 0.08 m H/ 2186 LONG. WINO 1 TO (FRONT Maximum dx 0.11 H/ 1B72 0.605W+0.60RDL+Oi.60W5F Maximum dy = 0.62 L/ 402 @ MOD 2, 0.60SW+O.60RD1+O.60W5F Max. Live dy = -0.25 = L/ 1200 @ MOD 2, LIVE ON LEFT AND. RIGHT E/W col dx 0.68 L/ 124 @ COL02, 0.60SW+0.60RDL+0.60W5F A-120 NUCOR BUILDINGS GROUP Job # : K2180144A Job Name Kings Commercial Center Bldg. 1 Frame FL 9 Date 9/30/2021 Designer BG\joshua.hunter File E12-O.nfr App version 1.5.132.0 --------- ___________________________ C O N N E C T I O N S U M M A R Y ------------------------------------ Pinned Column Cap from COLO1 to RAFOI Cap Bottom Connx Plate Aft Flg Bolt Load Axial Shear Type Matl Marl Qty/Size Comb Kips Kips __________________________________________________________ F6.50 4-0.500-5 __________________________________________________________ Pinned Column Cap from COL02 to RAPO1 Cap Bottom Connx Plate Rft Fig Bolt Load Axial Shear Type Marl Matl Qty/size comb Kips Kips ______ F6.75 4-0.500-5 ---------- _----------------------------------------------- Pinned Column Cap from COL03 to RAF02 cap Bottom Connx Plate Rft Fig Bolt Load Axial Shear Type Marl Mat, Qty/Size Comb Kips Kips __________________________________________________________ F6.75 4-0.500-5 Cap B/R ______________ BOLT _______________ Plate Rft £lg Load Axial shear Moment Bolt Ratio Ratio Comb Kips Kips Ft -kip Ratio -------------------------- ______________________________________ 18 5.8 2.5 -0.0 0.04 --------------------------------- _-------- _--------------------- Cap B/R ______________ BOLT _______________ Plate Rft Fig Load Axial Shear Moment Bolt Ratio Ratio Comb Kips Kips Ft -kip Ratio ------------------------------------------------------------ 18 17.9 4.2 0.0 0.30 Cap B/R ______________ BOLT _______________ Plate Rft Fig Load Axial shear Moment Bolt ip Ratio Ratio Comb Kips Kips Ft -kip Ratio i18 21.1 2.8 0.0 0.37 ----------------------------------------------------------------- Pinned Column Cap from COL04 to RAF02 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Aft Fig Load Axial Shear Moment Bolt Type Matl Marl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio ___________________________________________________________________ ________ F6_50__________ 4-0.500-5 _______________________________________________________________. _______________________ 16- 2.6 _____3_2- 0.0 ______0_03_. Splice Load Combinations: No. ASR Cases 1 1.00 1.00SW+I.00RDL+I.00COL 2 1.00 1.00SW+I.00RDL+I.000OL+I.00RLL+I.00RLR 3 1.00 1.00SW+I.00RDL+I.00COL+0.60W1L 4 1.00 1.00SW+I.00RDL♦I.000OI+0.60W2L 5 1.00 1.00SW+I.00RDL+I.00COL+0.60N R 6 1.00 1.00SW+I.00RDL+I.00COL+0.60W2R 7 1.00 0.60SW+0.60RDL+0.60W1L 8 1.00 0.60SW+0.60RDL+0.60W2L 9 1.00 0.60SW+0.60RDL+O.60W1R 10 1.00 O.60SW+0.60RDL+0.60W2R 11 1.00 1.00SW+I.00RDL+I.000OL+0.75RLL+0.75RLR+0.45WIL 12 1.00 1.00SW+I.00RDL+I.00COL+0.75RLL+0.75RLR+0.45W2L 13 1.00 1.00SW+I.00RDL+I.00COL+0.75RLL+0.75RLR+0.45W1R 14 1.00 1.00SW+I.00RDL+I.000OL+0.75RLL+0.75RLR+0.45W2R 15 1.00 1.00SW+I.00RDL+I.00COL+0.60WSB 16 1.00 1.00SW+I.00RDL+I.000OL+O.60W5F 17 1.00 0.60SW+0.60RDL+0.60W5B 18 1.00 0.60SW+0.60RDL+0.60W5F 19 1.00 1.00SW+I.00RDL+I.00COL+0.75RLL+0.75RLR+0.45W5B 20 1.00 1.00SW+I.00RDL+I.00COL+0.75RLL+0.75RLR+0.45W5F 21 1.00 1.O1SW+1.0IRDL+I.OJCOL+0.70EQL 22 1.00 I.OISW♦1. 01RDL+1;OICOL+0.70EQR 23 1.00 1.0085W+1.00BRDL1.008COL+0.525EQL 24 1.00 1.008SW+1.008RDL+I.00BCOL+0.525EQR 25 1.00 0.589SW+0.589 RDL+O.70EQL 26 1.00 0.5895W+0.589 RDL+0.70EQR If �,,,e- l �,.,I - 4 A-121 v e NUCOR-BUILDINGS GROUP p°:'bb # : K2180744A tic\' he : E12-O.nfr App Version :1.5.132.0 Job Name : Kings Commercial Center Bldg. 1 Designer : BGyoshua.hunter Date :9/30/2021 Frame : FL 9 BOLTED END -PLATES (BEP) SUMMARY ; `\ Bolt Pre Tension Method: SnugTight PLATE SIZE: (in) Splice Left Right Members Web Left Plate Right Plate ID Type Type Joined Loc Depth Width Thick Length Fy(ksi) Width Thick Length Fy(ksi) 1 4E 4E RAF01 To RAF02 Top 12.00 5.00 0.38 16.54 55.0 5.00 0.38 16.54 55.0 1 4E 4E RAF01 To RAF02 Bot 1100 5.00 0.38 16.54 55.0 5.00 0.38 16.54 55.0 PLATE DESIGN Max Moment Max Shear Left Right Splice Left Right Tension Load Axial Shear Moment Load Axial Shear Moment Plate Plate ID Type Type Location Comb (kip) 1(kip) (ft-kip) Comb (kip) (kip) (ft-kip) Ratio Ratio 1 4E 4E Top 18 -1.88 -OAO -24.58 13 -1.90 0.50 4.26 0.65 0.65 1 4E 4E Bot 2 0.03 0.16 14.10 8 -0.28 -0.69 -14.04 0.39 0.39 BOLT RUPTURE DESIGN Left Right Splice Left Right Bolt Pre- Load Axial Moment Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) (ft-kip) Ratio Ratio 1 4E 4E Top A325 No 0.50 3.00 -- 1.00 1.16 2.38 -- 0.88 18 -1.88 -24.58 0.65 0.65 1 4E 4E Bot A325 No 0.50 3.00 -- 1.00 1.09 2.38 -- 0.88 2 0.03 14.10 0.39 0.39 COMBINED BOLT BEARING SHEAR DESIGN Left Right Splice Left Right Bolt Pre- Load Shear Bolt Bolt ID Type Type Loc Type Tension Dia' Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) Ratio Ratio 1 4E 4E Top A325 No 0.50 3.06 -- 1.00 1.16 2.38 -- 0.88 13 0.50 0.02 0.02 1 4E 4E Bot A325 No 0.50 3.00 -- 1.00 1.09 2.38 -- 0.88 8 -0.69 0.03 0.03 WELD DESIGN Left Right Splice Loc Welds Checks Welds Checks ID Fig Web Stf Load Tensile Load Shear Fig Web Stf Load Tensile. Load Shear Comb Rupture I Comb Rupture Comb Rupture Comb Rupture 1 Top FWD3 WP13 18 0.44 13 0.03 FWD3 WP13 18 0.42 13 0.02 1 Bot FWD3 WP13 2 0.26 8 0.04 FWD3 WP13 2 0.25 8 0.03 BASEPLATE AND ANCHOR ROD DESIGN RESULTS BASEPLATE AND ANCHOR ROD INFORMATION: (in) Column Column Column Base Plate Anchor Rods ID Type Pattern Depth Width Thickness Length Fy(ksi) Qty Dia. Grade Pfi Pb Gage COL01 WF/BU Left 11.375 8 0.5 11.3750 55 4 0.75 Grade36 3.5 3 3 COL02 WF/BU Left 11.375 8 0.75 11.3750 55 4 0.75 Grade36 3.5 3 3 COL03 WF/BU Left 11.375 8 0.75 11.3750 55 4 0.75 Grade36 3.5 3 3 COL04 WF/BU Left 11.375 8 0.5 11.3750 55 4 0.75 Grade36 3.5 3 3 A-122 BASEPLATE DESIGN CHECKS Concrete Bearing (Compression) Base Plate Yielding (Tension) Column Load Axial Shear Bracing Design Load Axial Shear Bracing Design ID Comb (kip) (kip) Shear (kip) Ratio Comb (kip) (kip) Shear (kip) Ratio COL01 2 -3.93 0.00 0.00 0.03 17 5.79 2.02 0.00 0.59 COL02 2 -11.64 0.00 0.00 0.08 17 21.36 4.26 5.08 0.75 COL03 2 -12.82 0.00 0.00 0.09 18 23.79 -3.15 -3.93 0.79 COL04 18 -2.88 -2.41 0.00 0.02 3 2.06 0.00 0.00 0.35 ANCHOR ROD SHEAR AND TENSION DESIGN CHECKS Design Combined Tension -Shear Design Combined Shear -Tension Design Anchor Rod Tension Design Anchor Rod Shear Column Load Axial Shear Bracing Rod Load Axial Shear Bracing Rod Load Axial Shear Bracing Rod Load Axial Shear Bracing Rod ID Comb (klp) (kips) Shear(kip) Ratio Comb (kip) (kip) Shear(kip) Ratio Comb (kip) (kip) Shear(kip) Ratio Comb (kip) (kip) Shear(kip) Ratio COL01 17 5.79 2.02 0.00 0.15 18 5.70 -2.37 10.00 0.10 17 5.79 2.02 0.00 0.15 18 5.70 -2.37 0.00 0.1 COL02 17 21.36 4.26 5.08 0.56 17 21.36 4.26 15.08 0.29 17 21.36 4.26 5.08 0.58 17 21.36 4.26 5.08 0.35 COL03 18 23.79 -3.15 -3.93 0.62 18 23.79 -3.15 -3.93 0.22 18 23.79 -3.15 -3.93 0.63 18 23.79 -3.15 -3.93 0.28 COL04 3 2.06 0.00 0.00 0.05 18 -2.88 -2A1 0.00 0.10 3 2.06 0.00 0.00 0.05 18 -2.88 -2.41 0.00 0.1 BASEPLATE LEFT FLANGE WELD DESIGN CHECKS Left Flange Weld (Pipe Weld) Web Weld Right Flange Weld Column Weld Load Axial Shear Bracing Weld Weld (Load Axial Shear Bracing Weld Weld Load Axial Shear Bracing Weld ID Size Comb (kip) (kip) Shear (kip) Ratio Size Comb (kip) (kip) Shear (kip) Ratio Size Comb (kip) (kip) Shear (kip) Ratio COL01 FWS3 17 5.79 2.02 0.00 0.07 FWR3 18 5.70 -2.37 0.00 0.13 FWS3 17 5.79 2.02 0.00 0.07 COL02 FWS3 17 21.36 4.26 5.08 0.43 FWR3 17 21.36 4.26 5.08 0.42 FWS3 17 21.36 4.26 5.08 0.32 COL03 FWS3 18 23.79 -3.15 -3.93 0.39 FWR3 18 23.79 -3.15 -3.93 0.46 FWS3 18 23.79 -3.15 -3.93 0.33 COL04 FWS3 3 2.06 0.00 0.00 0.03 FWR3 18 -2.88 -2.41 0.00 0.08 FWS3 3 2.06 0.00 0.00 0.03 LOAD COMBINATIONS: No ASR Combination 1 1.00 1.00SW+1.00RDL+1.000OL 2 1.00 1.00SW+ 1.00RDL+1.000OL+ 1.00RLL+ 1.00RLR 3 1.00 1.00SW+1.00RDL+1.000OL+0.6OW1 L 4 1.00 1.00SW+ 1.00RDL+1.000OL+0.6OW2L 5 1.00 1.00SW+1.00RDL+1.000OL+0.6OW1 R 6 1.00 1.00SW+ 1.00RDL+1.000OL+0.6OW2R 7 1.00 0.60SW+0.60RDL+0.6OW1L 8 1.00 0.60SW+0.60RDL+0.6OW2L 9 1.00 0.60SW+0.60RDL+0.6OW1R 10 1.00 0.60SW+0.60RDL+0.6OW2R 11 1.00 1.00SW+1.00RDL+1.000OL+0.75RLL+0.75RLR+0.45W1 I n .1 nn I nnr\At. A nnnnl . 9 nnl I . n 77rM 1 . ,Inl L n. n ArIAMI IL I.VV LnTV.YJYYGL 13 1.00 1.00SW+1.00RDL+1.000OL+0.75RLL+0.751RLR+0.45W1 R 14 1.00 1.00SW+1.00RDL+1.000OL+0.75RLL+0.75RLR+OA5W2R 15 1.00 1.00SW+1.00RDL+1.000OL+0.6OW5B 16 1.00 1.00SW+ 1.00 RD L+ 1.000OL+0.60W 5 F 17 1.00 0.60SW+0.60RDL+0.60b115B 18 1.00 0.60SW+0.60RDL+0.6OW5F 19 1.00 1.00SW+ 1.00RDL+I.000OL+0.75RLL+0.75 RLR+0.45W5 B 20 1.00 1.00SW+ 1.00RDL+ 1.000OL+0.75RLL+0.75 RLR+0.45W5 F 21 1.00 1.01 SW+ 1.01 RDL+1.01 COL+0.70EQL 22 1.00 1.01 SW+ 1.01 RDL+1.01 COL+0.70EQR 23 1.00 1.008SW+1.008RDL+1.008COL+0.525 EQL 24 1.00 1.008SW+1.008RDL+1.008COL+0.525 EQR 25 1.00 0.589SW+0.589RDL+0.70EQL 26 1.00 0.589SW+0.589RDL+0.70EQR *Indicates a Special Seismic Load Combination A-123 SZI-V 1 0 0 0 L- 0 tiol0D I 0 0 0 z 0 £oIOJ I 0 0 0 Z- Z- ZOIOD I 0 0 0 0 0 L010D •---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- lAl 01 DIINS13S - L L 3SVD OVOI 0 0 0 L- 0 bOlO: 1 0 0 s s 0 17010D 0 0 0 Z 0 £O10: 1 0 0 9 L £0107 0 0 0 Z- Z- ZOlO: I 0 0 6 6Z- 0 ZOIOD 0 0 0 0 0 MOD I 0 0 s L L- 0 LO107 •---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1H9R1 Ol DIWSRS - OL 3SVD OVOI I 1NOW Ol L 4NIM'ONOI - 6 3SV:) OVOI 0 0 b- V 0 t olO:) 1 0 0 0 L- 0 17010D 0 0 s- L£- 0 £O10:) 1 0 0 0 Z£- 8 £O10D 0 0 8- oV- 6- ZOIOD I O I 0 0 LL- 0 ZOIOD 0 0 b- L L- 0 LOlO: I 0 0 0 9- 0 LOIOD AOVS Ol L 4NIM'ONOI - 8 3SVD OVOI I ------------------------ ------------------------------------------------------------- iJ31 Ol Z 3SVD ONIM - L 3SVD aVOI •----------------------------------------------------------------------------------------------------- 0 0 0 Z- 0 17010D 1 0 0 0 ti- 0 17010D 0 0 0 tVL- 0 £O10: I 0 0 0 SL- 0 £OIOJ 0 0 0 L£- 6- ZOIOD 1 0 0 0 6- 0 ZOIOD 0 0 0 6- 0 L010D I 0 0 0 £- 0 LOIOD •---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1H912J Ol Z 3SV:) ONIM - 9 3SVD OVOI I JJ31 Ol L 3SVD ONIM - S 3SVD OVOI 0 0 0 £- 0 17010D I 0 0 0 L- 0 17010D 0 0 0 £L- 0 £OIOJ I 0 0 0 OL 0 £0107 0 0 0 8L- 0 ZOIOD I 0 0 0 6 0 ZOIOD 0 0 0 9- 0 LOIOD I 0 0 0 £ 0 LOIOD •---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1H91a Ol L 3SVD ONIM - V 3SV:) OVOI I 3AI1 AOOa - £ 3SVD OVOI 0 0 0 L- 0 6010D 1 0 0 0 L 0 17010D 0 0 0 £ 0 £0107 I 0 0 0 £ 0 EOlO:) 0 0 0 £ 0 ZOIOD 1 0 0 0 z 0 ZOIOD 0 0 0 L 0 L010D I 0 0 0 L 0 LOIOD •-------------------------------------------------------------------------------------------------------------- 1V*d31V110:) - Z 3SVD OVOI I i -------------------------------------------------------------------------------- OV30 - L 3SVD OVOI (3;-dll) (sdiV (sdll) (sd1l) aagwaIN I (4-dl�) (4-dll) (sdll) (sd1�) (sd1�) jagwaW ZW XW Z A X ZW XIN Z A X on -inn �mnn XX <ZW i.rnnn - A!" 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(ft),. 18:0:/ 18:0 :- Roof• 51ope• . _ _ (rise/12)-1::00/. 1.00. • BUILDING LOADS .'Roo'f • Dead Load .. •(psf) 3, 0.. Wa11 Dead Load•' • • .L 'eft ..'Endwal 1 ,"(psf) . _: 2';5 . .::R'ight ' En .. dwA1l,.' ". 2 5 (psf) _ Front .-Sidewall(psf) _. 2:; 5. Back ,Sidewall(psf) 2.5 Ro d. (psf:)•' . _ :20.0: of Live. Loa .-Frame Live Load 12: p. C= o1T-ateral Load.' (psf) � � ' '5. 0 .� .' : • � ... :Wind. Speed. ' .:. . '(mph) .'_ .160.0. 'Wind 'Code FBC - 20'.. (IBC 18:) C1 d/Open = G ose Exposure: = Iiite'rnal .:N1irid'Cbeff :Importance. --:•Wind: 'Importance. ---;'.:Seismic: _ :.1;00. ;.Seismic 'Desigri. Category=. A. .:... . . ..� ` . A' 130 - „Job No.' K2180749A: Designer:. JMH .. KIIRBY , . cus:tomer'I Kings' Commerc'ia.1 Center.. Checker.' .., BUG SYSTEMS'.Addiessl .....ee:.�. _ .Lots. 1&2.. Block: B;..Kings Hwy : .`SealeEngr. eeryER¢OLV71bkSBETTER:eu1LDINGS. '. ':Fort""Pierce; 'FL.34946.. 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L ,: • Basic ocation No--=-------__� ..---.----.---=-- ------- No. 'Load:. ' Use . Id Step Locate Coef ' :. Locate' 'Co:ef ' :Locate :- ' Coef ' WINDLI = 2 :2 ' :. 313.:00' ::1.00 '., -33.11 ; ' 0:58 ' WINDRl . _ . ' _': . 3'... '2 0:11 . ' 0':5:8 :':33:l1. :.1.;0'0 . WINDL2 R.'.:: 2• 2 :':33:00 1:00 • 33Al ...•0.39.l.', WINDR2 R. 3 2 ' .' 0: : 0.9 3 -33:11 1. 0 0' ... • ' :.• ' WTNDI,2 . _ . ' C : • . 2 ... 2' •33.00 • 1':0:0 33':11'' '' 0:58 • WINDR2 ': C _' .:: 33 ' 2 '' : •0':11' 0': 5'8 ' • 33::11•- .. •1. 00 RIGHT EN'DWALL: --------------- ;. . .•BASIC: LOADS: ----Ratio ---- Dead C611: Live Snow: Rain 'Basic Wind.'Load Ratio Zone Col'/ Load. :Load.''Load.-'.Load.•.Load Wind Deflect_.'Factor Width Girt Panel ,Jamb 3::0. 5.0. 20::0. 0.0 0.0--."A9..0' . ':0.30', - .. 0.6'0 6.'60' 1::07 1.'23.' 1.07 :BASIC. LOADS ..AT. 'EAVE: Seis ,::Seis.- Ses--.-=-Torsion-=-' Dyad Girt. Load Wind': Seismi:d .. 2.50 0: 00 0:1.3 0 : 00. 0: 00 : .. WIND :PRESSUREf$UCTION: Wind .Wind.' ' :. Job 1No: K2180744A. Designer:. - :.JMH AIRBY Customer1 Kings Commercial Centel..' - Cliecker• .. ..' BUILDING SYSTEMS'.' o Address .Lots. 1&2..Block : B., .. Kings Hwy : . 'Seal.. Engr.: :- ":BEnERSDLU7IbHS.BETi@RBUILDINGi: ', ":FortPier.ce; FL.34948. . ' .. .. { Revision # .. . . Press.' Such- ' - .. 92.8.._47 ..2 I 42-.8 .=47.,2: , ...Girt/Header 42 : 8.'--47.2 ::.-Jamb. : 52 .9 .=57.4 :. :. .Panel 112-.9 .=72..4 ..: _Parapet..' '73; 5..-•49,..0. ' ; .::.:T-ransvers -:*]?racing,' ,Facia./Parapet •:WIND .COEFFICIENTS:• • :.. Surf :.'---Wind 1--.- :-`-Wind:2-- Long :'.-Surface Id Left . Right i ... Left- Right Wind:- Friction. • • 1 .. 0:36-0-..5,6 .. '0..72 .' .-�0.20 :'. -:0. 65.. 0,:0:0. '0,: 2.. :'71::13- .. 7. 66.- -0:.7-7 -0; 30 -.1.13 : 0..0.0 3 -0..66 . -1.:13 . =0', 3q.' :-0..7.7 =0: 66: 0. QO :.: 4 '.. -0. 56 0:36 70.20 0.72 ..._:0: 65.. 0.-0' 0 :• -COLUMN:, RAFTER•& --BRACING DESIGN LOADS;•;- - • .. .• .• .. ..• ..-Load. .. =.--Live--= ..• =-Add'-Snow.= .. .. 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'17 :1.00.'l.00, 0,:00. .0A0. 0:0:0 ..0';00.'. 0:00 0.00 - 0":00: 0.00 0.45 0:00 :0..00: 0::00 , ' A :134 Job' No: K2180744A;.. ;.. :. , . Designer:.. JMH. .... . KIRBY Customer 1 I Kins .Commercial Center.. � . g -Checker-' •• • ... .. . BUILDING . : : • SYSTEMS '. Addyess .Lot•s.1&2..Block: B,' .. Kings Hwy :" .'Seal.. Engr. 1e¢neasOiUTIOns.sETTReoILOIN z. -:Fort _Pierce; FL 34948.': { Revision W. 0..45 0.00 0.00 0.00 0..0.'001 18 1.60 '1'.'00.;0'. 00 0. 00 '0 A0.. ' 0 .:00 :0.00 0.00 0.00, , .0•, 00, 0: 00 0.45 ,0 : 00 :0'. 00 0.;45 ..0-.00 . 0.;00 0.00 . 0.. 0:00, 19 " 1.;00 1.00 00 0..00 :0: 00.; 0. 00 0. 00 '0.00. 0..00 :-.:0•. 00' 0..:00 :0.00 .0•:'45:0; 00 ., .0: 0..45;.-0:.00 0._00:.'0:.00 - 0 ..0:00`. 20 1. 00 : 1.:00 .0.00-- 0: 00 0.00 . 0;-00.. 0.00 0: 00 0..00' 0: 00 0.00. 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' 0::0'0. ..0.00 0::00. .0 : 0.00 , 7'0. _ 0. 60 0: 0:0 0. 00 . 0'. 00: -'0: 00 ' G. 00', '0: 00 .0•.. 00. :0. 00 ...0.. 00. 0::'00 .:0.00 '0::00. 0',.60. . :0.00 ..0:00. :0.00 .:0:00. -:0" .-0.:00 .. - 71 :1.00 .0.00, 0::00. 0:00. 0:0:0 . 0,00, 0:0:0 0.00 -. 0. 60: 0.00 0.00 : 0.-00 '0.-00. 0.:'00 .•. A.136 I A-137 y RBY Customerll'Kings7Commercal Cenber.. = Ciieckerr .. BUILDING - SYSTEMS :. .. Address k: . Lots. 1&2..Bloc B' ; .. Kin s Hw g y : • `Seal Engr. AETTE SOLUTIONS.Un[aauuntses: Fort':Pierce ;'FL 3494E : :. Revision # 2 :.'10.80 14 .. � .3 5 1.'00�. 1.;45 1.;00 :1.74.. .. .. • `•: 9 3.60 :.10'.80. 1:00 . 2.15 1:'00• 3'.•13 10 3: 60 .10.80 :'.'1.00' - -2.15 :. -1.00 3'.13.' 13 7.20. 3:60 1.'00-.' 2:15 1'.'00 :3.13 : : 14• 7':20 :.' .3.60. 1: 00 2.1.5' ' 1: 00. 3 ,.1-3 , 15-• 10:80. 14`.35 :.'1.00-.:1.93:.' :1'.00.. '2:30. :.. EDGE. :& CORNER.ZONE -WIND: LONGITUDINAL. Wind .Surf: No. Zone' Purlin.- .Id Id. Zone.. Id :.:W.idth.. Length. 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BRACING..DESIGN'.LOADS: --Load-. - .. --Add. Snow- 'Wind' . Wind Seis' . Aux.'Lbad-. _ . No. :Id :Dead C611 .Z'ive. Snow Drift" Slide Rain , Press .,Suct.'. Load .,Id . .. Coef = . 12. .1 . 1:00. 0:00 . 0.00: 0.00 . 0.00 0. 0'0 .0:00. = 0.00 - 0.60 : 0:00 . 0' . 0::00 .... .'. 2: ''1.00': 0.00. ':0.00. 0.00 0=:00:'.'0.00 0::00 ..`..0.00 0:.00 ...0.00 0 ..0..00 . . I .'1..00 � 1::00. ."0.75. �. 0:0:0 . 0.00 0:0:0 00 :"0 0 Go .0..45 0.0:0 0. 0.00 : .4 ."1.00: 1:'00 0.75: 0:00 0.00' 0:0'0 .0:00 0:00 - 0.00 0:00 . 0:. 5. 1.00...1:00. :0.00.:0.00 . 0::00..:0.00 0:00. ...0.00' . 0::45 "..0.00' 0 . 0,.00.'. 6. :1..00. " 1::00. -"0.00. 0: 0:0, . 0'1:00.. 0. 0:0 0 , 00 .0 0:0 . 0 ,:00.. 0: 0:0 . 0 : 0. 00 . 7 .0.60'. 0:'00 0".00: 0.00 0.00 :.,0:00.0:00 0:00. 0.60 0:00. .0 .0:.00..: 8: ':0.60" .:0.00: :0.00 :0.00'. 0:. 00 ..0.00`0::00. .0.00::0:.00 0.00": :0 . 0'..00 9. 'I..00 1.:00. 0.00 0.010 . GAO '. 0:0:0 0: 00 0:00 . 0.00 . 0:7:0 . "0 : 0.00 10 1:00: 1.00 0':75: '0. 00 : 0. 00 '. '0: 00 :0. 00. ': 0: 00 . 0. 00 : 0: 52 . 0 . 0:: 00 11. ':1.00' .:1.00 :0.00 'o.00-,. 0::,00 - o.00 '0 :'00. :0.00 . 0:*00 ":0.52'". ':0' . 0.:00 ."0.60. 0::00. . 0.00. 0:0:0 . 0,'00.. 0:0:0 0; 00 0:0.0 " 0,:00.. 0:7:0 0 : 0.00 ... KIRBY . BUILDING . Job. No: K21. 0744A, .. -..._ 8 I .. Designer. .. JMH Cusomer s. Commercial tKing L .. Center.. Checker. STEMS'.`.Address) S. Lots 1&2.Block:B;..Kings Hwy: .'Seal'Engr. ecneasoiunoNsecneR:eoaofNM, I I":Fort .Pierce; FL.34948, Revision RIGID..F•RAME # .1:. BASIC . LOADS : .. Basic, Deft Temperature' Dead. ''Coll., Live.. ' Snow. •Rain • ' Wind Ratio Change' •-.. 3.0 :. 5•.0 . 12.0 • .-A.-.0 . .. 0.0 :.-49-.0 '0.30. 0 : . 'BASIC .LOADS : AT: EAVE t ;• Seismic Weak Axis.L- Weak .-.-Torsion-- . .- "EW Brace-- .. - _Axis_A Load • .. Wind.' Seis.. Wind Seis Wind. Sens Wind . Seis . . 0 ..1.1 :.0.00 . .0.00- .'. 0.. 00 .. 0. 00 '. 0.00.. 0: 00. _ 0..00 - 0: 00 . •'WIND. COEFFICIENTS:: -•Surf .. ti-Wind_.1--=-. --Wind 2=.- i _ Long_Wind : Surface Id Left Right, :Left '.. Righ : 1 •2:" Friction. 1 0.22-0:47:• 0..•58�'•-0.:11-0.63...-:0.63.. 0:00: :. :• ... ... 2 -0. 87-:0.55.. '-0.51-0•:.1.9r -0:87 =.0:55 • 0-.00. • •3 -0.55 -.0:87 •-0'.19 ..=0:51 -0.5.5 =0:87: 0:00 4 :-0. 47 - '0:22: -0. 11 0. 58 -0. 63 ...-:0. 63. 0: 00: DESIGN -LOADS:-..: -Load-'. :---Live=-- `:!-Add Snow- --Wind.-.--Wind 27 Long:Wind --Seismic-••: Aux Load -: -. - - No... Id • Dead Coll "Roof:. Floor Snow Drift Slide Rain. Zt Rt .. Lt - Rt Lt . Rt Long : Tran• .. 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Cfiecker , .. .. . � BUILDING . SYSTEMS Address Lots. 1&2..Block:B`- Kin s Hw 9 y : . 3ea1 Engr. ' siTTEA.WiunORS.BETTfR'BuaDING&. Fort' .Pier.ce; 1 .34948, Revision # : 5 1.; 65 .. 1.;33 :-1. 22, .. -1; 55.: 7.80 • . 4 .:17, ..=2'.A3 '12.39 ..• :3.17., 6...54 ..' ' 6. - 1.56 ' 1.24• -1-.31'. =1.63 .' 6;54i 3..12- -2:65 11.75. :3.77 . 7.35: 7 . - 1. 67 : 1. 34. -1: 21 =1.53 7 .35 . - 3. 68 :. -•3; 07 12 : 51 2.39 5. 73 8 1:13 0:92 =0'.52. • 5'.73 '. 3:23 =1.54 '12:84 0.00 STRENGTH/DEFLECTION': '. � � �• .. . ..Bay ..-------Shear(k).-------= �[ ..-----Moment (f-k)-----= ..-Mom+Shr- ; .Deflect•(in.); .. Id.- --- Loc -=--------- Calc Limit' UG. Lolc' • -=--- ---- -=- Calc ------ •Limit ----- ' '. UC. ---- Loc UC -=-- ---- :.. Cala• --=-- Limit,: ----- 1 . RLap: -1.. 45-. - 4; 2A 0'. 34 RLiap. .7..36•. - 8;45 0:.87 RLap: 0..9-.4 -0:'82: , •2.- LLap... 4..2.40.42. LLap. 6:45 8,45 0:76, LLap.. 0.87: •-a.10.. • . 3 . LLap ,1:77 :.;0-.86 .. 3.02:0.28_. 'LLap r. '.61 _ 6.37 :0.72 . 'LLap 0;71 .' 0:25 '4 RLap. -1..43• 3.:02 0•:.47 .RLap. 3..93•. 7.18.0:55 RLap: 0..73 70:59: LLap.. 1:�33 3..02 0,44- .LLap.. 4.17 7�..13: 059. LLap.. 0.73: •� •0:2.6 • 6 . RLap : -L. 31 ...3 : 0 .:43 _ RLap . 3:. 77 .. 7.13 0.:53 . � RLap 0,.68 =.0. 32 ...7 LLap. .1..34 . 3:02 0•:.44 LLap. 3.. 68 : 7;13 0: 5'2 LLap: 0..68 =0.43: :• 8., LLap.. 0.92 3..02 0 ; 30.. LLap.. 3.23 7..13 :0; 45. LLap.. 0. 55 . -:0. 08.. -LAP-,BOLT .SHEAR/BEARING.: . B.olt 'Size: =0:500 ,' (A30.7) .. '. • .... .,'. . 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