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HomeMy WebLinkAboutSA 95-01; NTN COMMUNICATIONS; Planning CommissionPOOR . QUALITY ORIGINAL (S) N .1 ... . SCALE 1-· 100' ' d z to- W W :.c (/,) W III ell II -1 ~ CARLSBAD TRACT NO. 81-10 \ ------------ ::c~(r .SArr " .n»~ II (I'Ll:: 8-'/'~/ -.I . u--------1::--------;---- 16 6.551 AC. t'3 ~'" , I. f>. '? r; ________ -, . . \~. ___ ~ 0-~ 'oj --.... .'" ... , SH E E T UNIT NO. I NO •. 2 12 13 4.~76 AC. ------.....------ "" t--.az. or-t'I) . ~ N' Uua, "~ 't" , I ~orla t,f /S';y~r6~ r __ AENT IJETI9/t. -0 St:~~6r'~' PM 1703 ~----14 ...---. 9.741 AC. ~. ~S,.,. ----~ -----:;;IJ~-~--fI/6/fllSlfJll . LEGEND PA LOMAR AIRPORT R {J ,So f,493 ~~~~-- AAfA I LOTS 2, 3, 6 THRU 24 t.K:LUSlVE. tlDUSTAlAL USE ~REA I LOTS 1,'4 & 5 COMMERCIAL USE AAfA·' 'NATURAL'OPEN SPACE~ AFi:A-iV PRIVATE COMMON AREA FOR A MAINTENANCE DISmlCT NI) GENERAL UTIlITY EASEMENT PURPOSES_ .' _. -------~-~ --, .' o I N ., ., SCALE ,-. 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(619) 297-2223 • Fax (619) 297-4913 I~------------------------------~~ I I I I I I I I I I I I I I I I I STRUCTURAL CALCULATION FOR EQUIPMENT SCREEN THE CAMPUS BUILDING #95056 CLIENT: NTN COMMUNICATIONS CONTENTS LOADING CRITERIA MEMBER DESIGN ANCHORAGE CO:MPUTER ANALYSIS cc: (2) NTN Communications, June 9, 1995 PAGE 1 1 2 3-13 fi\ PROJECT NO. PAGE OF I~--~--------------------------~~ I ~ ______________________________________________________ TTTI~ 6Q\J\~VVl~" SC~ I Y-1l ~D \.....OM/I V'JS -p -:. C~ Cq cr ~ I ( ::::-I, ~ \ ';<. V~ r. \ 1... Co 'i \, 0 --:::.. -:: ~(.....~SF w ~ Co \ 'l< 1;Z .... Psf KO .. L{D -:::. 50 ¥r [, M€<~ €;00jo ~PeN J uJ W-r (QI y-2;L .. V~f)C D.LD ~ 7.htf/( ~ ~ -----.~. W\C'5\-\ 8oo/c Of\EAV.J ?""66 Cowt,?\Jfe?t-ANkU-1,SL$ foU~w'tJ~ ) -. ---\.._----\----------'-..~-~..,/' D&P~"lOI\J OF 7ltt F/VfYVl ~ l.S ;:ij 2,0 I( POvL ~leSH-f)ffh-I S SO(~ OPB'J. ~J(0(.E THe-M~ti tJ~E1J I s 4~ nfI\-rv SOo;o opfS"J l7tf: ,;4-ewkL Oer"'-U:;eflorJ ~ \'--'-\=?;'tS Lf:ss ~ '2-H Q IP; 0 IC- f?IL. \'I\t:Yvl \$eYL D~((( N ~ AiDqtD.A.;t-c,G c,+u-ut....lri70NS (j)~ MC"SH GOolD DPeN. (UJ,ff5EM,trrttJE:j \>1 evvV?) evz..... D ~~ \ C{ N_ M 1Mr\2<. - \ -~ \¥- Ut'1 2-" CS;Ct+f?O flt/C;; 6"-;. D.l·3) INS Q"J ::.. ~,y 'f.. \-z. I,I?;;\-:=" -z.~'ok"':> '\ Fb ~ 0.(.,0';. ~S'\LSI'il·?;,~ --Z-~¥:-S t ---;; 2-3 KSI Ok. BY D?K DATe OF I \/8oq-~ Lrco/~--us#: T/oOcr ~ 1q)/2, -=-7S1f:. IJ Sf 'r l/~\~ ¢ )( ~ 11 ~ ~Lvt..G-J:; Y ~w ~ I, '331' 4~b~~ ~o ~ /'; --.... "3oc:Jf-->< ;~} \ -:.. Cf OJ ~ ~OV\ c;;r. r 'tSnS-(I~( ON 2LS "S' ~o -r CfCi5 . -O,L{:S <1/33 ~ L95E ~ 2-V~\tP ,&L{l\ L-i4-{l S"CK.-EWS DATE PHOJECTNO. 9SOS'b PAGE L OF I 3 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I stedman & Dyson structural Engineers RISA-2D (R) version 3.01 Job_-:-r __ _ page-+Lf __ _ Date ----- ============================================================================ units option us standard AISC Code Checks 9th Edition ASD Shear Deformation: No P-Delta Effects No Redesign No Edge Forces No A.S.I.F. 1. 333 Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. -----------(ft)--------(ft)-----(in,K/in)----(in,K/in)---(r,K-ft/r)-----(F)- 1 0.00 0.00 R R 0.00 2 0.15 1.88 0.00 3 0.59 3.71 0.00 4 1.31 5.45 0.00 5 2.29 7.05 0.00 6 3.51 8.49 0.00 7 4.95 9.71 0.00 8 6.55 10.69 0.00 9 8.29 11.41 0.00 10 10.12 11.85 0.00 11 12.00 12.00 0.00 12 13.88 11.85 0.00 13 15.71 11.41 0.00 14 17.45 10.69 0.00 15 19.05 9.71 0.00 16 20.49 8.49 0.00 17 21.71 7.05 0.00 18 22.69 5.45 0.00 19 23.41 3.71 0.00 20 23.85 1.88 0.00 21 24.00 0.00 R R 0.00 Material Elastic Poisson's Thermal Weight yield stress Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi)-----------------------(F)--------(K/ft3)------(Ksi)---- 1 29000.00 0.30000 0.65000 0.490 36.000 I I I I I I I I I I I I I I I I I I I stedman & Dyson structural Engineers RISA-2D (R) Version 3.01 Job Pag-e---=S------ Date ----- ============================================================================ section Database MatI. Area Moment of As y/y Label Shape Set Inertia Coef --------------------------------------(inA 2)---------(inA 4)----------------- 1 1 1.48 0.868 1.20 ---------------------------------------------------------------------------- I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Lc In Out Cm Cb --------------------(ft)-----(ft)-----(ft)---------------------------------- 11-2 22-3 33-4 44-5 55-6 66-7 7 7 -8 8 8 -9 9 9 -10 10 10 -11 11 11 -12 12 12 -13 13 13 -14 14 14 -15 I I I I I I I I I I I I I I I I I I I stedman & Dyson structural Engineers RISA-2D (R) version 3.01 Job __ ~ ____ __ page __ ~C:=-__ __ Date --------- ============================================================================ I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Lc In Out Cm Cb --------------------(ft)-----(ft)-----(ft)---------------------------------- 15 15 -16 16 16 -17 17 17 -18 18 18 -19 19 19 -20 20 20 -21 BLC No. 1 WIND Basic Load Case Description Member Distributed Loads,BLC 1: WIND Load Totals Nodal Point Dist. 10 Memb I J start End start End No Node Node Dir Magnitude Magnitude Location Location -------------------------(K/ft,F)-----(K/ft,F)---------(ft)---------(ft)---- 1 1 - 2 L 0.050 0.050 0.000 1.883 2 2 - 3 L 0.050 0.050 0.000 1.883 3 3 - 4 L 0.050 0.050 0.000 1.881 4 4 - 5 L 0.050 0.050 0.000 1.883 5 5 - 6 L 0.050 0.050 0.000 1.883 6 6 - 7 L 0.050 0.050 0.000 1.883 7 7 - 8 L 0.050 0.050 0.000 1.883 8 8 - 9 L 0.050 0.050 0.000 1.883 9 9 -10 L 0.050 0.050 0.000 1.883 10 10 -11 L 0.050 0.050 0.000 1.883 Load Combination No. Description Self wt BLC BLC BLC BLC BLC Dir Fac Fac Fac Fac Fac Fac 1 WIND Dynamic Analysis Data Number of modes (frequencies) Basic Load Case for masses BLC mass direction of action Acceleration of Gravity 1 1 3 None X only 32.20 ft/sec**2 W E DYNA S V I I I I I I I I I I I I I I I I I I I stedman & Dyson structural Engineers RISA-2D (R) Version 3.01 Job Pag-e--=1::or--- Date ----- ============================================================================ Load Combination is 1 : WIND Nodal Displacements Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)--------- 1 0.00000 0.00000 -0.06319 2 1. 39383 -0.11128 -0.05931 3 2.59549 -0.39993 -0.04924 4 3.48376 -0.76638 -0.03543 5 4.01999 -1. 09486 -0.02016 6 4.23779 -1. 28079 -0.00541 7 4.22085 -1.26089 0.00728 8 4.07483 -1. 02261 0.01688 9 3.90045 -0.60169 0.02282 10 3.77261 -0.06946 0.02501 11 3.72886 0.48541 0.02370 12 3.76734 0.97557 0.01936 13 3.85237 1. 33022 0.01257 14 3.92482 1.50542 0.00397 15 3.91501 1.48964 -0.00574 16 3.75652 1.30426 -0.01585 17 3.39906 0.99912 -0.02563 18 2.81874 0.64363 -0.03437 19 2.02457 0.31479 -0.04137 20 1. 06010 0.08335 -0.04597 21 0.00000 -0.00000 -0.04760 Load Combination is 1 WIND Spring Reactions Node Global X Global Y Moment ----------------------(K)------------------(K)---------------(K-ft)--------- 1 -0.42707 -0.15000 0.00000 21 -0.17293 0.15000 0.00000 Totals -0.60000 0.00000 0.00000 Load Combination is 1 : WIND Member End Forces Nodes ========== I-End ========== ========== J-End ========== No I J Axial Shear Moment Axial Shear Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-2 -0.18 0.41 -0.00 0.18 -0.32 0.69 2 2-3 -0.22 0.29 -0.69 0.20 -0.20 1.15 3 3-4 -0.23 0.17 -1.15 0.20 -0.09 1.39 4 4-5 -0.21 0.05 -1.39 0.17 0.01 1.42 5 5-6 -0.16 -0.04 -1.42 0.12 0.10 1.30 I I I I I I I I I I I I I I I I I I I stedman & Dyson structural Engineers RISA-2D (R) Version 3.01 Job_""""7"'I" __ _ page·~8,",,--__ _ Date ____ _ ============================================================================ Nodes ========== I-End ========== ========== J-End ========== No I J Axial Shear Moment Axial Shear Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 6 6-7 -0.10 -0.11 -1. 30 0.05 0.15 1. 05 7 7-8 -0.03 -0.16 -1. 05 -0.01 0.18 0.73 8 8-9 0.04 -0.18 -0.73 -0.08 0.19 0.37 9 9-10 0.10 -0.18 -0.37 -0.13 0.18 0.03 10 lO-II 0.15 -0.16 -0.03 -0.16 0.16 -0.28 11 11-12 0.18 -0.14 0.28 -0.18 0.14 -0.53 12 12-13 0.20 -0.11 0.53 -0.20 0.11 -0.73 13 13-14 0.22 -0.07 0.73 -0.22 0.07 -0.87 14 14-15 0.23 -0.04 0.87 -0.23 0.04 -0.94 15 15-16 0.23 -0.00 0.94 -0.23 0.00 -0.94 16 16-17 0.23 0.03 0.94 -0.23 -0.03 -0.88 17 17-18 0.22 0.07 0.88 -0.22 -0.07 -0.75 18 18-19 0.20 0.10 0.75 -0.20 -0.10 -0.55 19 19-20 0.19 0.13 0.55 -0.19 -0.13 -0.30 20 20-21 0.16 0.16 0.30 -0.16 -0.16 0.00 Load Combination is 1 WIND AISC Code Checks ---------------------------------------------------------------------------- Nodes Member Quarter Points No I J Maximum 0 1/4 1/2 3/4 L Shear ---------------------------------------------------------------------------- 1 1-2 -Not Calculated - 2 2-3 -Not Calculated - 3 3-4 -Not Calculated - 4 4-5 -Not Calculated - 5 5-6 -Not Calculated - 6 6-7 -Not Calculated - 7 7-8 -Not Calculated - 8 8-9 -Not Calculated - 9 9-10 -Not Calculated - 10 lO-II -Not Calculated - 11 11-12 -Not Calculated - 12 12-13 -Not Calculated - 13 13-14 -Not Calculated - 14 14-15 -Not Calculated - 15 15-16 -Not Calculated - 16 16-17 -Not Calculated - 17 17-18 -Not Calculated - 18 18-19 -Not Calculated - 19 19-20 -Not Calculated - 20 20-21 -Not Calculated - I I I I I I I I I I I I I I I I I I I stedman & Dyson structural Engineers RlSA-2D (R) Version 3.01 J ob_---".."...-__ page._q+-__ Date ----- ============================================================================ units Option us standard AlSC Code Checks 9th Edition ASD Shear Deformation: No P-Delta Effects No Redesign No Edge Forces No A.S.l.F. 1. 333 Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. -----------(ft)--------(ft)-----(in,Kjin)----(in,Kjin)---(r,K-ftjr)-----(F)- 1 0.00 0.00 R R 0.00 2 0.15 1.88 0.00 3 0.59 3.71 0.00 4 1.31 5.45 0.00 5 2.29 7.05 0.00 6 3.51 8.49 0.00 7 4.95 9.71 0.00 8 6.55 10.69 0.00 9 8.29 11.41 0.00 10 10.12 11.85 0.00 11 12.00 12.00 0.00 12 13.88 11.85 0.00 13 15.71 11.41 0.00 14 17.45 10.69 0.00 15 19.05 9.71 0.00 16 20.49 8.49 0.00 17 21.71 7.05 0.00 18 22.69 5.45 0.00 19 23.41 3.71 0.00 20 23.85 1.88 0.00 21 24.00 0.00 R R 0.00 Material Elastic Poisson's Thermal Weight yield stress Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi)-----------------------(F)--------(Kjft3)------(Ksi)---- 1 29000.00 0.30000 0.65000 0.490 36.000 I I I I I I I I I I I I I I I I I I I RISA-2D (R) version 3.01 stedman & Dyson structural Engineers Job -----Page-.-:..'O=--__ _ Date. ____ _ ============================================================================ Section Database MatI. Area Moment of As y/y Label Shape Set Inertia Coef --------------------------------------(inA 2)---------(inA 4)----------------- 1 1 1.48 0.868 1.20 I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ------------------------------------------------------(in)----(in)------(ft) 1 1 -2 1 1. 88 2 2 -3 1 1. 88 3 3 -4 1 1. 88 4 4 -5 1 1. 88 5 5 -6 1 1. 88 6 6 -7 1 1. 88 7 7 -8 1 1. 88 8 8 -9 1 1. 88 9 9 -10 1 1.88 10 10 -11 1 1. 88 11 11 -12 1 1.88 12 12 -13 1 1. 88 13 13 -14 1 1.88 14 14 -15 1 1.88 15 15 -16 1 1. 88 16 16 -17 1 1.88 17 17 -18 1 1. 88 18 18 -19 1 1. 88 19 19 -20 1 1.88 20 20 -21 1 1.88 ---------------------------------------------------------------------------- I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Lc In Out Cm Cb --------------------(ft)-----(ft)-----(ft)---------------------------------- 11-2 22-3 33-4 44-5 55-6 66-7 77-8 88-9 9 9 -10 10 10 -11 11 11 -12 12 12 -13 13 13 -14 14 14 -15 I I I I I I I I I I I I I I I I I I I stedman & Dyson structural Engineers RISA-2D (R) version 3.01 J ob,_----,-,--__ Page II Date ____ _ ============================================================================ I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Lc In Out Cm Cb --------------------(ft)-----(ft)-----(ft)---------------------------------- 15 15 -16 16 16 -17 17 17 -18 18 18 -19 19 19 -20 20 20 -21 BLC No. 1 WIND Basic Load Case Description Member Distributed Loads,BLC 1: WIND Load Totals Nodal Point Dist. 10 Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location -------------------------(K/ft,F)-----(K/ft,F)---------(ft)---------(ft)---- 1 1 - 2 L 0.030 0.030 0.000 1.883 2 2 - 3 L 0.030 0.030 0.000 1.883 3 3 - 4 L 0.030 0.030 0.000 1.881 4 4 -5 L 0.030 0.030 0.000 1.883 5 5 - 6 L 0.030 0.030 0.000 1.883 6 6 - 7 L 0.030 0.030 0.000 1.883 7 7 - 8 L 0.030 0.030 0.000 1.883 8 8 - 9 L 0.030 0.030 0.000 1.883 9 9 -10 L 0.030 0.030 0.000 1.883 10 10 -11 L 0.030 0.030 0.000 1.883 ---------------------------------------------------------------------------- Load Combination No. Description Self wt BLC BLC BLC BLC BLC Dir Fac Fac Fac Fac Fac Fac W E DYNA S V ---------------------------------------------------------------------------- 1 WIND Dynamic Analysis Data Number of modes (frequencies) Basic Load Case for masses BLC mass direction of action Acceleration of Gravity 1 1 3 None X only 32.20 ft/sec**2 I I I I I I I I I I I I I I I I I I I stedman & Dyson structural Engineers RISA-2D (R) version 3.01 Job -----Page l"Z...-:- Date ____ _ ============================================================================ Load Combination is 1 : WIND Nodal Displacements Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)--------- 1 0.00000 0.00000 -0.03792 2 0.83630 -0.06677 -0.03559 3 1. 55729 -0.23996 -0.02954 4 2.09026 -0.45983 -0.02126 5 2.41199 -0.65692 -0.01210 6 2.54268 -0.76847 -0.00325 7 2.53251 -0.75653 0.00437 8 2.44490 -0.61356 0.01013 9 2.34027 -0.36101 0.01369 10 2.26357 -0.04167 0.01501 11 2.23732 0.29124 0.01422 12 2.26040 0.58534 0.01161 13 2.31142 0.79813 0.00754 14 2.35489 0.90325 0.00238 15 2.34900 0.89378 -0.00344 16 2.25391 0.78256 -0.00951 17 2.03944 0.59947 -0.01538 18 1. 69125 0.38618 -0.02062 19 1.21474 0.18888 -0.02482 20 0.63606 0.05001 -0.02758 21 0.00000 -0.00000 -0.02856 Load Combination is 1 WIND Spring Reactions ---------------------------------------------------------------------------- Node Global X Global Y Moment ----------------------(K)------------------(K)---------------(K-ft)--------- 1 -0.25624 -0.09000 0.00000 21 -0.10376 0.09000 0.00000 Totals -0.36000 0.00000 0.00000 Load Combination is 1 : WIND Member End Forces ---------------------------------------------------------------------------- Nodes ========== I-End ========== ========== J-End ========== No I J Axial Shear Moment Axial Shear Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-2 -0.11 0.25 -0.00 0.11 -0.19 0.41 2 2-3 -0.13 0.17 -0.41 0.12 -0.12 0.69 3 3-4 -0.14 0.10 -0.69 0.12 -0.05 0.83 4 4-5 -0.13 0.03 -0.83 0.10 0.01 0.85 5 5-6 -0.10 -0.02 -0.85 0.07 0.06 0.78 I I I I I I I I I I I I I I I I I I I stedman & Dyson structural Engineers RISA-2D (R) Version 3.01 Job ____ _ Page \ 3- Date ----- ============================================================================ Nodes ========== I-End ========== ========== J-End ========== No I J Axial Shear Moment Axial Shear Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 6 6-7 -0.06 -0.07 -0.78 0.03 0.09 0.63 7 7-8 -0.02 -0.10 -0.63 -0.01 0.11 0.44 8 8-9 0.03 -0.11 -0.44 -0.05 0.12 0.22 9 9-10 0.06 -0.11 -0.22 -0.08 0.11 0.02 10 lO-II 0.09 -0.10 -0.02 -0.10 0.10 -0.17 11 11-12 0.11 -0.08 0.17 -0.11 0.08 -0.32 12 12-13 0.12 -0.06 0.32 -0.12 0.06 -0.44 13 13-14 0.13 -0.04 0.44 -0.13 0.04 -0.52 14 14-15 0.14 -0.02 0.52 -0.14 0.02 -0.56 15 15-16 0.14 -0.00 0.56 -0.14 0.00 -0.56 16 16-17 0.14 0.02 0.56 -0.14 -0.02 -0.53 17 17-18 0.13 0.04 0.53 -0.13 -0.04 -0.45 18 18-19 0.12 0.06 0.45 -0.12 -0.06 -0.33 19 19-20 0.11 0.08 0.33 -0.11 -0.08 -0.18 20 20-21 0.10 0.10 0.18 -0.10 -0.10 0.00 Load Combination is 1 WIND AISC Code Checks Nodes Member Quarter Points No I J Maximum 0 1/4 1/2 3/4 L Shear ---------------------------------------------------------------------------- 1 1-2 -Not Calculated - 2 2-3 -Not Calculated - 3 3-4 -Not Calculated - 4 4-5 -Not Calculated - 5 5-6 -Not Calculated - 6 6-7 -Not Calculated - 7 7-8 -Not Calculated - 8 8-9 -Not Calculated - 9 9-10 -Not Calculated - 10 lO-II -Not Calculated - 11 11-12 -Not Calculated - 12 12-13 -Not Calculated - 13 13-14 -Not Calculated - 14 14-15 -Not Calculated - 15 15-16 -Not Calculated - 16 16-17 -Not Calculated - 17 17-18 -Not Calculated - 18 18-19 -Not Calculated - 19 19-20 -Not Calculated - 20 20-21 -Not Calculated -