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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS VOL 1 - 06-00627 - BYU-Idaho Auditorium/I Center06 00627 BYU-Idaho Auditorium Submitted 5/30/2007 STRUCTURAL CALCULATIONS of BYU IDAHO AUDITORIUM VOLUMEI for FFKR ARCHITECTS AND PLANNERS by �EcEE w MAY 3 0 2007 D CITY OF REXBURG TANNER SMITH BARFUSS & ASSOCIATES May 2007 9 I LU W co 1 � 0 O W K CO N o 0 3 0 N y o r 2 U Z Q 0 ip w 7 � LL C UW � l6 O 7 r F= FL 0 O u N o Q o r U 'E � v d UW � N m0N Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Global Materials (General Material Label Young's Modulus Shear Modulus Poisson's Thermal Cost Weight Density Yield Stress _ksi ksi Ratio(per 1045 F Wit ksi STL 29000 [ 11154 1 .3 65 .49 50 STL2 29000 11154 3 65 "`=` 49` " 46 iections Section Database Material Area SA SA 1(90,270) I (0,180) TIC Label Shape Label (in)A2 In lam ton 9701 nn^A% 1:,1 LC1 I. W12X190STL - TG2 W12X230-. -- STL 55.8 .,.- 67. 1.2 -Y2 1.2 "1:2 589 1890 v. 742 '- 2420 TC3 W12X136 BC1 W12X152 BC2 W12X210 STL jr39 STL STL 9 44.7 61.8 1.2 -_ 1.2 1.2 1.2 1-1,2 398 1240 454 __ 1430 -60 _- --- -14.625 1.2 2140 BG3 W12X120- V1 HSS12X12X8 U2 HSS12X12X6 STL STL2 -STL2 35.3 �__ 20.898 1.2 1.2__I 1.2 _I_ 1 2 - _664 _� 345 i 1070 457107 457107�� _ _ 15.94 .2 1 357.042 357-.0 42 1 V3 HSS10X10X6 V4 I STL2 STL2 _13.15 1.2 1.2 201.663 201 663 _HSS8X8X6� V5 HSS6X6X6 V6 HSS6X6X4 _ STL2 STL2 10.36'2 7._57 5.225 1.2 1.2 T1.2 _j 1 2 1.2 1.2 99.512.- 99.512 - 39 428 39.428 V7 _ HSS6X6X4 D1 HSS16X8X108TL2 STL2 5 225 _ 1 2 -_274.273 28 569 28.569 26 569 28.569 D2 HSS12X6X10 - - - S D3 HSS10X6X8 STL2 STL2 25.679 18.304 -- 13.458 1.2 T22 1:2 1_2 1.2 815.298 i' 106.519--- 706 76J84 -17f-327-- 71.327 J D4 , HSS10X6X8 D5_ j, HSS6X4X6 STL2 STL2 �6175 13 458 - 12 1.2 1.2 1,2 76.784 28 327 14.916 28.276 D6 HSS6X4X5 H D7 8S6X4X5 STL25 STI 257_ 1 2 _ 1.2 -I 13.135 24.785 -25.257 1.2 1.2 13135_ 24.7E5 �, 'oint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature -- (ft) ft 1 12.17 1 (n 15 -12.75- 2 7545 � 45 14 -60 --- -14.625 75 15.25 90 15.875 105 1-6-.5- 6.5-120 - 120 _ I 15.K5 135 l 16.25- 15b 14.625 165 + 14 180 13.375 195 12.75 D -0 - 0 0 0 u 0 0 0 I30 1 _ 0__ 15 - -- - p T 0 Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 1 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Joint Coordinates (continued) Joint Label X Coordinate Y Coordinate Joint Temperature -30 (0 ._ (F) � NIB 0 N19 - _ -- 45 ____[ 0 0 N20, 60 0 0 N21 75 0 - 0 N22 gp 0 0 N23_ N24,- 105 0 _ 120 p _ 0 0 - - N25 1 135 0 -- 0 N26 150 --0- 0 - N27165 0 0 N28 _ 180 0 0 N29 - 195 0 T 0 N30 197 p p Boundary Conditions Joint Label X Translation Y Translation Rotation (Win T— (k/in)_ -� (k-fUrad) Member Data Shape / Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I -End J -End I -End J -End Code Length (degrees) Set TOM AVM AVM in in eft) - M1 N1 N2 2 TC3 STL Y 14.012 M2 _T N2 _ N3 T63 STL I Y 5.013 M3 N3 N4 TC1 STL T I _ 15.013 M4 N4 N5 TC1. STL ' Y 15.013 M5 L N6 .. N6_ TC1_ STL Y 15.013 — - N7 TC2 STL Y 15.013 M7 N7 N8 _ TC2 STL Y _ 15.013 M8 NH I N_9 _ TC2 STL _Y 15.013 M9 N9 T N10_ TC2 STL Y _ 15.013 M10 N10_ N11 TC1 STL ` Y ( ( - - 15.013 M11 ,_ { N11 N12 _ - TC1 STL Y -- -_ _ 15.013. 15,013 M12 I N12_ N13 t TC1 STL Y 1 15.0131 M13 NU _ N14_ TC3 STL Y M14 N14_ N15 TC3 STL Y 1410121 M15 2N17 N18 _ BC3 -STL Y — M16 1118 N19 BC3 STL Y _ l5 M17 N19 I N202 _ BC1 STL i Y �_ _- 15 M18 N20 N21 BC1_ j STL Y f ' 15 M192 N21 - N22_ _ BC2 STL Y 15-- -1- M20 N22 N23 1 BC2' T STL Y - k M21 N23 N24BC2 STL Y M22_' 424 2 N25_ B02Y15 25_ STL2 2 -- M23 NN26 � BC1 STL Y I 15 1 151 M24 _2N26 -I N27 [ BC1- STL Y -- i5 M25 N27 N28 BC3 STL Y M26 I N28 N29 _ BC3 STL Y -- M27 N2 N17_ _ V1 _ STL2 Y _ 1275 928 N14 _j N29 V1 STL2 M29 N3 N18_ V2 STL2 Y 112.751 M30 N132 N28 V2 '_ STL2 Y — -- 131475 M31 N4 __ N19 _ _ V3 _ STL2Y MM3233 2 N5 N20 V3 STI -2 Y_L — - 1314751 L- � V4 STL2 Lam_ _� 24.625) RISA -21D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 2 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Member Data (continued) Shape / Material PhysEnd Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set MembEnd J -End I -End J -End Code Length de rees) Set TOM AVM AVM in fn1 ft M34 Ni N26 M35 N6 N21 __ N10 N25 M36 V4 V5 �_V5�_ STL2 STL2 Y Y_ 1 - -- _ 14.625' 15.25 -5.26- STL2 Y M4 M5 M6 M7 TC1 TC1 TC2 _ TC2 15.( 15.013 15.013 15.013 S M37 N�7 N22 _ M38 N9 - '' N24 M39 _ r -_N8 N23 M40 - N1 N17 V6 Vfi V7 D1 STL2 STL2 STL2 STL2 Y Y _Y f�_ Y_ Z _ - - -�-- --- � - 15 875 1_5.875 16.5 18.55 M41 I N15 N29 180 D1 STL2 Y 18.55 M42� _N7 _N18 D2 STL2 Y L T- ___ _ 19.687 M43 _ N14 N28 180 D2 STL2 Y 1. 1• 1 --� 19.687 M44_ N3 N19 M45 N13 N27 180 M46 N4_ N20 D3_ D3 D4 STL2 STL2 STL2 Y Y Y _-_ 7_ _I_ _- _ - 20.097' 20.097 M47 N12 N26 180 D4 _ 518 M48 N5 _._ N21_ M49 N11 N25 -180--D5 Y D5 STL2 STL2 STL2 Y I Y IY f 1. - - ( 20 95 20.9.5 M50; N6 N22 66 0 M14 M15 M16, M17 - 14.012' 15 _ 15 M51 - N10_ N24 180 D6YS�TL2 STL2 Y Y _1 "--� 21.39 152 N7 N23 M53 N9 N23 D7 STL2 i Y j 15 15 j 21.841' 180 M54, N16 N17 D7 BC1 STL2 ST Y Y �� 0. 21 841 2 M55 L N29 _ N30 BC1 STL Y 1. 1. 1. 1. 1 1. -� - _ i Steel Design / NDS Parameters Member Section Length Label Set (ft) Lb out Lb in L_comp Cb Sway le out le in Is -bend K out K in CH Cm B out in R (ft) (ft) (ftl M1 TC3 M2 TC3 M3_� TC1 14.01 - 4 0122 15 013 -15.013--T- 7.5 7.5 T. 5 1�1 p; 0U M4 M5 M6 M7 TC1 TC1 TC2 _ TC2 15.( 15.013 15.013 15.013 7.5 7.5 - 7.5 7.5 1- 1. Z 0' O 1.- _ M8 M9 M11 TC2 TC2 I TC1 15.013 15.0130. 15,0131'- 15.013 I 7.5 7.5 75 1. 1. 1. 1• 1 --� - 0. M12' TC1 15.013 _ 7 5� 1. 1. _I 0 0� M13� TC3 15.013 7 5_ f 1. 1 0 M14 M15 M16, M17 TC3 BC3 B_C3 14.012' 15 _ 15 7.5 � -- - - - 1, 1. - 1. 1 0. 0 M18 M19 BC1 TBC1 BC2 15 15 1- _1- 1._ 1 1. i" - - $0q 0. M20 M21 M22 M2�BC1_ M24 BC2 BC2 BC2 BC1 15 15 15_ 15"- 15 - - -- 1. 1. 1. 1. 1 1. - _ i - -" 0. 0." 0 - 0. 0. M25 M26 BC3 BC3 15 15 - I 1'. 1 -- -1 �• A. M27 M28 M29 V1 V1 V213 12 75 12 75 375- - 1. 1. - - 0." 0. 0 RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Cent FIXED HSS RECT.r2d] Page 3 a Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith Gravity Load Type Totals X Y Joint Point Direct Dist. 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Steel Design / NDS Parameters (continued) 1 1 T 1 1 Member Section Length Lb out Lb in L comp Cb Sway Label Set Is out Is in le bend K out Kin CH Cm B out in R - (ftl !Rl tftl lel M35 V5 M30V2 M31 V3 13:375- 1 - 14 None None 1 1 Category Category Code Description Gravity Load Type Totals X Y Joint Point Direct Dist. 1DL 1 None M32 V3 - 14 _-_1_1 1. 1 14 1 1 T 1 1 - -_0. r 0 M33 V4 M34 V4 14.625 14.625 _ �— 1, 17 �- - 0. 1 �0. M35 V5 15.25 None -�- 1 1. 1 -2 0. M36- V5 1525 0. M37_ 1 V6 M38 V6 M39 V7 M40 ` D1 M41 D1 M42 D2 M43 D2 M44 I D3 M45_i D3 M46 D4 M47 D4 M48 D5 M49_ D5 _1501 D6 M51 D6 M53 D7 15.875 15.875 16.5 18.55 8 5_� 19 687 19 687 20.097 20.097 - 20 518 20.518 20.95 7_ 20.95 21.391 21.391 21.841 — - - -� 1 1 1 1 1. i 1 1 - 1 -- —L- - 0, 0. 6 p . �, - 1 - _ - - _. 1. 1 1 1. 1. 1. 1._ 1 1 1. 1 1 T� - -_ 0 0. p, 0. _ 0 0. 0:_� 0 M54 EtC1 2�— M55 BC1 2 - ._i--1. 1. - 0. 3asic Load Case Data _ LL ROOF LL DRIFT LL MECH _ None None BLC No. Basic Load Case Description Category Category Code Description Gravity Load Type Totals X Y Joint Point Direct Dist. 1DL ROOF None 8 9LL 10 11 �_ LL TRACK LEFT _ TRACK RIGHT DL TRACK AT 9A LL TRACK ATA t' 9 _-_1_1 13 14 1 1 T 1 1 T 2 _ I DLMECH None_` �- - 3 I DLTRACK None _ 1 -2 5 _6 _ LL ROOF LL DRIFT LL MECH _ None None 13 , �1 7 None 8 9LL 10 11 �_ LL TRACK LEFT _ TRACK RIGHT DL TRACK AT 9A LL TRACK ATA t' 9 None None None _ _ 1 1 T 1 1 T _ None loint Loads/Enforced Displacements Category • None, BLC 1 : DL ROOF I Joint Label [L]oad,[M]ass,or, Direction Magnitude [D]isplacement _�k,k-ftin rad k's"2/ft) N2 - L Y 7 _N3 L y _7 N4 L y — 7 N5 L Y _ 7 - N6 - [ — Y -- 7 N7 - LY - - 148_ L Y 7 -- N9 L y - 7 - N10 L Y7 N11 L Y N12 L — Y $ 7 N13 _ . L —L _ Y - -7 RISA -21D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 4 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Joint Loads/Enforced Displacements, Category : None, BLC 1 (continued) Joint Label [L)oad,[M]ass,or, Direction Magnitude Joint Loads/Enforced Displacements, Category: None, BLC 3: DL TRACK Joint Label [L)oad,[M]ass,or, Direction Magnitude [D]isplacement (k, k -ft in rad, k*e2/ft) N17 T L Y 108 N29 _ L 1 ___ Y — (..- anRr Joint Loads/Enforced Displacements, Category: None, BLC 5: LL ROOF Joint Label [L)oad,[M]ass,or, Direction Magnitude _ 0isplacement (k, k -ft, in, rad. k's^2/ft) Joint Loads/Enforced Displacements Category • None BLC 6 • LL DRIFT Joint Label [L]oad,[M]ass,or, Direction Magnitude Joint Loads/Enforced Displacements, Category: None BLC 8 • LL TRACK LEFT Joint Label [L]oad,[M]ass,or, Direction Magnitude Joint Loads/Enforced Displacements Category • None BLC 9 • LL TRACK RIGHT Joint Label [L)oad,[M]ass,or, Direction Magnitude Joint Loads/Enforced Displacements Category • None BLC 10 • DL TRACK AT 9A Joint Label [L]oad,[M]ass,or, Direction Magnitude Joint Loads/Enforced Displacements Category • None BLC 11 • LL TRACK AT 9A Joint Label [L]oad,[M]ass,or, Direction Magnitude Member Point Loads Category: None._ BLC 1 : DL ROOF Member Label 1 Joint J Joint Direction Magnitude Location (k. k -ft)__ (ft or 0/6) –M2 N2 N3 Y 7 -=%50 -� RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 5 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Member Point Loads Cate o :None, BLC 1 (continued) Member Label I Joint J Joint Direction Magnitude Location f4 4_ff% M-0/1 M3 N3 0 006' .067 i 128 2055.329_ .279 0 1.36 -2.68-6.582e-3 --3.8-- -4.665 5.675 N4 Y 7 %50 M4 N4 N5 Y -7 %50 M5 �N5 — _ - _ N6 Y -7 %50 M6 - N6 -- N7 ---- �-- Y - 7%50 M7 N7 N8 Y - 7 � %50 - M8 _ T N8 T_ N9 Y 7_ %50 M9 N9 N10 Y -7 __ %050 M10 M11 M12 M13 N _ N11 ll N12 N11 N12 N13 _ _ Y Y Y -7 %50 %5---- __� N13 N14 Y M14- -- ' N14 N15 Y Wember Point Loads, Category: None. BLC 5: LL ROOF Member Label I Joint J Joint Direction Magnitude Location 0 M1 N1 N2 Y 10 2 6 ,N .5 M2 2 — N3 Y 10.2 %50 ,. M3 N3 N4 Y --10.2%50_ _ M4N4 N5 -_Y 10.2 0/.50 M5 _ N5 - N6 Y 10 2 %50 M6 N6 1 N7 - _ T Y -10.2 %50__ M7 _N7 N8 Y 10.2 .._ %50 _ M8 N8 N9 -10.2---- %50 M9 N9 N10 Y i_ 10.2 %50 M10 N10 N11 Y 10.2 %50 M11 N12 N11 Y -10.2 %50 M12 N12 - N13 Y 10.2 0/.50 M13 N13 N14 Y -10.2 %50 M14 _N14 N15 Y -10.2 7.5 Member Point Loads. Category: None. BLC 6: LL DRIFT Member Label I Joint J Joint Direction Magnitude Location I k -k ftor% M1 N1 ] N2 Y -11.5 6.5 _oad Combinations I Joint Displacements, By Combination LC Joint Label X Translation Y Translation Rotation lin) rine r—d;­% I N 1 N2 _ N3029 N4 1_ N5 0 006' .067 i 128 2055.329_ .279 0 1.36 -2.68-6.582e-3 --3.8-- -4.665 5.675 8.658e-3 7:261 e-3 --5-.392613 -4.222e-3 2 8276-3 8 037e 4 - — N6 _� N7 RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.2d] Page 6 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Joint Displacements, By Combination, (continued) LC Joint Label X Translation Y Translation Rotation (in) (in) (radians) 1 N8 366 -6.693 9.2096-6 '_ 1 N9 -.452 -5.671 8.257e-4 -W_12X210 _f 526 5.321 2.85e-3 1 1 N 11 N12 �- _ 603 -.664 -4.654 - -3.788-- 4.233e-3_ 5.398e-3 1 N13 -.701 -2 667 6.557e-3 _ 1 1`414 - -:736 - -1.349-- - 7.3896-3 1 N15 _.729 0 8.3186-3 1N16 STL 947 1.133 6.8186-3 1 N17 .947 -1.296 -6.818e-3 1 _ �_ HSS12X12X6 N18 886 T 2.612 -6.637e-3 - 1 1 1 N 19 N20 - N21 .783 .6784 .556 .462 3 734 604 --- -5.28 5.649____-1.157e-3 -5.316e-3 4.269e-3 -2_.665e-3 1:1576-3 1 N23 -.365 1 276e-5 1 N24 -.269 _11-5.727 j 5.645 1.186-3 1 I _ N25 -.175 -5.271_ 2.885e-3 1 N26 -:053 _ -4:593 4.2796-3'' 1 N27 .051 _ 4.722 5.321e-3 IN28 153 -2.599 6.6176-3 1 N29 .214 -1.287 6.816e-3 I_ N30 �-_ ,.214 T:124 __ l 6.815e-3, 4eacti_ ons, By Combination LC Joint Label X Force Y Force Moment Material Takeoff Material Shape Length Weight STL_ W12X230 _ _ (ft)- _ (kms -W_12X210 _f _60,05213.834__ 60 12.617 W12X190 90.078 17.104 W12X152 64 9.7H - W12X136 _ _ 58.05 fi-- - 7.882 - W12X120 _ 60 1 7.207 _ Totals STL 392,18 68.378 S_TL2 HSS12X12X8 25.-5-L L _ �_ HSS12X12X6 26 75 _1.813 1 451 HRC9nX1nXR`- __oo T - 37.1 1- 1 .253 1.031 786 - .858 3.242 2.566 - _ 3.72' .88 1.547 RISA -21D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.2d] Page 7 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Material Takeoff (continued) Material Shape Length Weight Member Section Forces, By Combination LC Member Label Section Axial Shear Moment ILA 10 f� 01 1 M1 345.274 18.571 _ 2 j 345252` I 18 049 I 21.21.6 55. 3 344.042 _ I 11 149 �4 _ 5 344.021 343.999-12.195 -1---6-9.354 11.672 -29.382 12.421 1 M2 1 I 580.468 1 14.252 2 580. 445 _ �- 13.6922 5.396 3 --] 579.705 579.682 j 4.053 -4.61-3-- -44.942 ` 28.678 _ 4 M3 5 1 579.659 755.411 --I 5173_ 10._312 1 14.037 I 35 113 2 755.378 13.254 -16.103 __3 754.629 I -4.714 -64. 38 4 754:597 _ _ -5.497 -45217 _M4 5 J _ 1 754.564 876:583 _ 6 281 9.754 ' 23.114 T ' 3,462- .462 1 2-- 2 876 558.971 -31.678 3 876A62----_ _ -8.997 -63.878 4 875.769 -81 9 7 28.639 5 875:736 -10.564 9,54 1 M5 1 940.555 19 609 1 188 -2 940:522 11.826' -26.667`,�� 3 939.774 I 6.142 69.583 4_ 939.741 6.926 _ -45059 _ I 5 939.708 7 709 -17.595 1 M6 1 961.156 _ 12.406 -14.314 _> 2 961_117 11 455 --59.092 960:361 _ 6.88 _ 100.303 _ -3 4960_321 -7.63 -73.448 M7 5 1 1 966.282 I 952.418 -8.581 -43.026 _ 43.432 1 3 293 2 952:378 2 343 - 54.007 3 951_622 _ _ 15.793 61 616 4_ 5 1 951.583 951.543 951:541 __ 16.743 -17.693 17.707- .042 _ _ 4.666 6_ 1 64.65 2 951 58 _ 16.7561--:.02,f- -.024 - 3 4 952.375 2 329_ _T -54.174 54 174_ 02.415 3.279_-41649- 43.649 1 M9 1- 1 959.506 8.548 -43.297 _2 959;545 _ 7.598- 71596 - 3 960.301 10 538 100.328 4 960.341 -960-.38---12.438 -11.488 ` 58:994 5 14.093 1y _ M10 1_ 938.125 7.689_ 17.451 _ 2_ 938.158 --6-.906 6 906 44.84 3 938.907 11063 69:29 4 938.939 �_ -11.846 26 299 5938'.972 -12.629 19.631 1 I _ M11 _ _ �1_ X873.283 -16.59 -2 -UM _ 2 873'316 _ 9,808 728.407 RISA -21D Version 5.5 [C:\RISA\BYI1 Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page -7- Company Tanner Smith & Associates Designer David R. Smith Job Number : Truss T-9 AND Truss T -9A Member Section Forces, By Combination. (continued) LC Member Label Section Axial Shear Moment (k) (k) (k -ft) May 25, 2007 10:30 AM Checked By: RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 9 - _ 3 874.064 _ 1 _ 4 874.097 _ 5 874.13 I 1 751.054 2 751.087 1 3 751 836 -8.16 _ -8.943 -9.726 6.128 5.344 12 624__ -63.751 __31.655 3.38 -23:46 -44.989 -63_579_ , 1 M12_ _ - - 4 751.868 1 -13.407 -14.728 -( 5751.901 L_-14.19. .37.062 _ M13 1 575.348 6.828 _ - 2 575.372 - 3 576.111 4 576.134 _ i ---5.268 ' -12.477 13 037 28.7728.77 5 -47.496 r 1385 ---- 5 676.158 1 337.146 2 337168 _ 13 597 6.576 6.054 J 50.368 -1.361 23.482 1 1 1 _ M15 3 337.189 4 337 923 1 349.363 _ _ 5.531 12.177��10.521 12.7 _1 6 897 _ ( .43:772 33 051 44.172 _ 2 -349.363 t_ 6.402 1. 19.237 1 - M16 3 -349.363 4 349.363 5 -3-49.363 1 _ 585.153 5.906 5.411 4.915 3,625 -3.84 -25.059 �44.419 3.25 1 2 __585.153 3 ,-585.153 4 -585153 5 585.153 3.129 2.634 2.138 164336.254 -9.413 20.218 -29.165 ' 1 �- M17 _ _ 1 756.784 2756.784 3-7756.784 4 -756.784 1.791--- -. 1.163 536 .092 12.947 18.485 21.671 22:503 - 5 -756.784 -1-----876643-1-3.7--5-51 .719 20.983 1 M18' F _ -5:_077 2 _876 643 L128 17.981 -876.643 (_ 2.5 - -28.534 _ 4 -878.643 1.873 -36.733 5 -876.643 _ 1245 42:579 1 M19 1 939.591 2.57 -38.468 2 -939.591 -46.479_ 3 -939.591 _1.703 835 -51.237 4 -939.591 -.032 52.743 5 -939.591 9 50.995 1 M20 1 -959.812 -1.046 '. _ -959.812 _3 959.812 _ 4 --M9.81 2 -1.913 1 -2.781 1 -3.648__ _50.119 -44.57 -35.769 23.714 5-959.812-_ _ 4.516 8:407 1 M21___ _ 1 959 041 2 -959.041 3 -959 (A1 4 -959 041 5 -959.04 4.504 1 3.637 7__ 2 769 1.902 1.034-49.979-- 23:706 '. 35.717 -44.474 -49.979 1 M22 _ 1 -938.017 -50.913 2 -938.011.899 031 -52.658 _ _ 3 -938017 i_. -.836-'__ -51.149 '' 4__-938.017 1.703 X6.387 May 25, 2007 10:30 AM Checked By: RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 9 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By: Member Section Forces BV Combination (continued) LC Member Label Section Axial Shear Moment (k) W (k -ft) I ,5 1 M23 _ 1 3 4 1 -938.017-2,571 -8742062- 874 206-11.07-2.559 -874.206 -874.206 -874 206 _ 1.8 98 -2.525 -3.152 38.373 4 _ 36:619 28.327 -17,682 -- 5 -874 206 3.78 4 684 1 M24 1 -753 298 736_ __ 20.762 �_- 2 -753 298 108 22.344 3 =753.298 _ -.519 21573 -� 4 -753.298 -1,147 18.449 5 -753.298 -1.774 12,973 1 M25 1 -580.831_ 1.719 36.472 [,- 2 -3 ----5-8-0831_ 580.831 -580 831 2.215' 2.71 29.096 -- 19.862 4 1 3.206 -4-7-69--- 5 -580.831 -3-70 1 4.181 --34f.-8-4-9- -4 83 -44-032 2 342 849 ---5.3-2- 5 325 --:6 24.991 _ 3 -342.&4-9 MI 4.092 4 -342.849 _ 6.316__ 18.666 5 -34-2849 6.812 43.281 1 M27 1 252.641 -5.154__ -36.056 2 4 252.891 M -389-A54 -54 5.1 5154 5 -19.626 C 3.196 13.294 5 253.639 -5.154 29.663 1 _ M278-- 244:1-07-- 5.719 40.6 2 244 356 5 719 22.37 3 _ 4 __ 244 605 24-4-.855- 44 855Z 5319-4,114 5 245.104 5.719 -32:32 1 M29 _ 1 Z 2 194.105 194.305 -5.781 _5.781 38.366 19,035 3 - 194 504 j_ 5 781 .296 4 194.704 5.781 19.626 5 194 903 i 5.781 38.957 1 M30. _1 195 673 5 739 38.055 2 3 4 4-196.271 5 ----1-19-6-471-1 195.872 19-6-.072 196 271 _- 1 5,739 _ 5 739 ._�----.325-- 5 739 5 739 18.865 325 L 19.514 38.704 1 M3.1 _1 148542612__ 18 1 2 I 4 _ 5 M32 1 _ -4- 2 ; 3 _148. 9 148.89 - 149.062 149 234 �_ 149.365 _ 14998 {2.64 - 149 71 2.612 2.612 2.612 -2 612 2.64 - 2.64 9.363 63 - 21 8 6- .922 18.064 18.703 9.464 .225 _ 4 149.882 2.64_ -�-9.014 5 150.054 2.64 18.253 1 M33_ _ 1 - 2 -3-1-04-.463- 104.17-1.226_ 104.311 � -i2Z6- 8.901 4418 _ I --1-2-26 .064 HL -4 1595 04'. __ 1.226 4.547 _ 5 104.737 -1226 9.029 1 M34 1 105.085 1.239 -8.996 RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 10 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Member Section Forces, By Combination (continued) LC Member Label Section Axial Shear Moment W W r4 -R1 RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 11 105.227 -- r 4 4 __---1.23944.467 105511 105.511 1.239 _ 1239 063 4.592 5 105.652 1.239 9.122 1 M35 1 58.877 377 -2.853 2 56.985 -69-.0 .377 _ , I 1-416 3 9-3 377 .02 �- 4 I '59:201 -.377 1456 45 5 - 59.309 - 377 2.892 1 M36 �1 59.733 384 1 2.913 -2- 59.841 _ 384 1.447 3 4 59.949 60.057 .384 _ 384___ -:019 '- " 1.484 5 60.165 _ 384 r -2.95 " 1 M37 _ 20.102 006 _ .081 _. -1 ----j-3 2 2018 _ .006 -- -..104.. _ 20_.257 ---- 006 -.128 4 20.335 _ 006 --- -_ 226 _ 006 .152 175 1 M38 1 1 -.9 '20:9_ 1042 �_ 2 20.978 .011 011 -.085 21.135 .011 .129 31_133 011 .172 1 _ M39 _� 5 1 21.211 -26.657 011 � 002 L 215 .016 !- 2 3 26:576 _-26-.496-002 _ 002 007 001 426.415_002:05' M40 1 2 46 4-. __I -453.006 453.714�2 _ .38 2.387 723 018 -42:585 , 30.735 1 _ M41 3_ 4 _ 5 1 -453421 453.129 -452:836 -445.239 __3.06_ -3.396 M-3- - 3 __ 1682 17:326 -2_356 14.174-_ 33.051 - 2 -444.946 __ -2.018 24.472 73----44-4-6-54----2.M5-- --- 4----444.361 2. --2.691 _14.333 2: 634 5 -444.069 3-02-7---T---`FO -626--- 1 M47 1301.538 -:393 9:359 _ _ Z 3 301.315 301.092 _ 655 918 6.78 _ 2.908 -__ 4_ 300.868 118 2.256 1 1 _ M43 �f 5 _ "1 300.6451443 304.361--523 8:712 _ 11.129 _ 2. 3 4 30 4138T-.786 303.915 30362 -"- 1.0483.3 1.311 7 -94 ' 2.412_ 5 -303.468 1.572 _ -9.509_ 1 _ M44 _2 1 =226:243 226.075 _ -.234 - - - .423 - -7.059 5.408 f 3 225:906 612 -2.807 - 4 _ 5 225.738 225569 801 .99 .744 5.243 1 M45 1 227.33 23 6.959 - _ 2 -3� 227:162 226.993 .418 607 5332 2.755 RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 11 4 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Member Section Forces,_ By Combination (continued) LC Member Label Section Axial Shear Moment /L1 nn RISA -2D Version 5.5 (C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.12d] Page 12 4 -226.825 796 771 5 -226.656 _ 985 5.246 1 _ M46 1 -161.949 ' 351 8.071 2 -161.773 .54 _� 5.787 3 -161597 -729 -2.635 4 -16142 917 1.687 5 -161.244 _ 1.106 6.877 _ 1 46-33 5 9--.3- 58 8.137 - 2 3 183183 _ 163 007 547 � 736 5:818 2.529 -162.83 925 1 -1.729 1 1 M48 _ M49 5 2 3 4�-_ 5 1 -162,654 _ -87.384 87, 299 -87.215-_181 -87,13 88.661 1 113 _ ] 076 _007 094 - 267 _ 078 6.956 -.747" -_.936 672 .047 1.22 .758 2 3 88.576_ -8 8.492 .008 095 941 - 669 -881407 --182 -:056 1 M50 5 1 3 -88.323266 28.924 28.849 28.774 -_ 095 021 057 1.236 429 738 .663 4 28.699_ _ � 173 5 1 -28:624 30.061 ...127_ -.2 - _ 083 .701 446 2 3 29.986.019- 29.911 _054_ .747 .653 1 _ M52 4 5 1 2 29.836 29.761 12A15 12.093 _128 .202 _ 071 :164 .719 267 5 M53 4 5 1 2 12.25 12.328- 10.897_ 10.975 I 146 _ 07 241 33 _ 1 274 1 � 3 -- 4 11.053 11`131 004 .078 454 232 - 5 11.209 151_ 393 1 1 M54 _ M55 1 2 4 _ 1 2 _-3 4 0- 6 _0 �- 0 0-- 0 0 0 0 0 084 167 T- 251 .335 .335 251 167 084 0 .021 .084 .188 335 335 188 084 .0211 - 0 0 0 RISA -2D Version 5.5 (C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.12d] Page 12 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Aember Stresses, By Combination LC Member Label Section Axial Shear Bending top Bending bot tkcil lkeil [4eil 16-;n 1 M1 _ 1 8.653 2.104 -2.763 2 763 2 8.653_ -2.044 1.399 -1.399 3 8.623 1 -1.263 4.5 4 5 1.9071.907 4- 8.622 _ -1.322 -- t 5 8.622 1.381 --806-------- 1 - Nl2 1 14.548 1.614 -3.753 3.753 1 2 14.547 1.551 -.35L .35 3 -4-1 14.529 459 - 2.916 _ 2.916 14.528 -.523 1.8611 5 _ 2_ 14.528 13.538 13537 586.669_669 1.105 j 1.043 -1.603 f 735 �_ 603 735 3 A4 13.524 -.371 _ 2.939 2.939 13.523 -.433 2 064 -2M4 1 M4 _ 5 1._ 13.523 15.709 -.494 .768 1.055 -.158 1055 158 -- 2 -3' 15.709 .706 _ 1.446 -1.446 15.695 4 15.695 77 1.307 1.307 5 15.694 -.832 .436 436 1 M5 _ _ 1_� 2 16 856 16.855 .993 .931 876 1.217 876 -1217 _ 36 16,842 .484 3.177 -3.177 4 16.841 .545 -2.057 '' -2.057 ' 5_ 1 2 _ 3 16 841 1 14.197 14 19� 14.186 I. -.607 77 .711 -.414 -.473 .803 534 2.205 3.743 _ D-41 803 -.534 -2.205 -_ -3.743_ ' -2.741 1 M6 --4---r14--185-- 1 M7 5 1 14.184 14.0684 532 1605 1.621 -1.605 1.621 2 > I 14:068 2.015 -2.015 _. 33- 14.056 -.98 -.98 2.277 2.277 4_,_ 14.056 1.039 002 .002 5 _ 14.055 -1.098 --24132.413 1 M8 1 14,055 1.099 -_2 412 2.412 2 14.056 1.04 0 0 14.067_086_ 2 281 - - -2.281 ; � 4 5 I 1 14.068 14.068 -.145 203 _ 2 69 21 1.62-1.6629 2.21 1 M9 1 14.173 .53 1.616 1_ 1.616 2 14.173 471 2.746 -2.746 3 14.185 .654 3.744 -3.744 4 5 ' 14.185 14.186_772 81 162 713 60 5 _ 2 201 .526 797 2.201 ----6-2-6- 797 2 16 813-544 -2.047 -2.047 1 ._ 3 16.826 871 3.163j__-3.163 4 _ 16.827 .933 1.201 1 201 1 M11_ 5 1 16.827 15.65 994 834 896 -.451 896 451 15.651 .772 1,297 -1.297 315.664 -.642 2.91 -2.91 4 15.665 i -.704 1.445 r -1.445 5 15.665 T-.766 -.154 154 1 M12 6 _ 1 13.46 _ j 482 1.071T-1.071 RISA -21D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 13 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Member Stresses, By Combination, (continued) LC Member Label Section Axial Shear Bending top Bending bot /keit n,cil /Len ,bin RISA -21D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 14 2.654 -2.054 _ _74 3 4 4 13_4 13.474 .99 994 1.055 T 2.902--2.W2- 672 2 902 672 1 M13_ 5 1 13.475 14.42 1.117 66 1.652 , 516 .692 516 1 _ _ _ _ M14 2 _ 4 _ 5 1 14.42 34.439 - 14.439 14.44 8:45_. 597 --l.-413- -1.- - 1:477 -1.54_ T_ 745 1.867_ 3.082 -.025 _ -3 268 081_ 1.867 -3 082 _ .025 - 3.268 -.088 - 2 8.45 686 -1.524 3 81 .45 627 _1.524 84 -2.84 i 4 1 8.469 -1.379 6 683 683 11 -- __ 5 1 3 3�i 4 i 8.47 9.897 49.897 9.897 9.897 -1.439 .888 825 .761 .697 -2.145 -3.25 -1415 283_ _1 844 _ 2.145 7' 3.25 1.415 283 -1.844 5 14 2 _� 9.897 16.577 _ 16.577 .633 _ .467 .403 _ 3 268 --1-39- 693-.693 -3 268 .239 _ _ 3 4-1-6.5-77--.2-75--w -16 577 _339 1.487 _ 487 2.146 1 M17 _-� 5 1 2 4-1.247 5� 16 577 16.93 -16.9 16_93 16.93 212 .18 _ 009 072 _ 2 667 745 1.294 1.207 -2.667 745 1.294 _ i 1.207 - - _ M18 - 1 2 19.692 - i._ 19.612 _ .378 - .315 - :292 ] 1.034 _2.92- - 3 19.612252 -1.641 ---1 -1.641 4 19 612 188 2 113 2 113 5 19 612 125 2-49 2.449 1 - M-19-1 15204 .178 1.587 _ 1587 _ -I 2-1- 3� 4 5 -15.204 -15.204 15.2D4 15.204 118 .058 -.002 .052 1_917_ 2.113 _ 2175 2103 - 1.917 _ 2.113 2175_ 2103 1 _ M204 115.531 072 -2.0-6-7 2 067,__' 4 2 15.531 1.838 1.838 3 44 1b_531 15.531 __-.152 192 -.252 1.475 9784 1.475 -.978 !_ _5 1� _-15`.531 -15.518 -:312 311 4_.251 .347 348 j347 348 2 -15.518 978 4_ -:978 -_ 15.518 .191 1 473 1 473 1 M22 - _ 4 5 -1 315178 __ 15 518 15.518 15:178 15.178 131 071 062 .002 058 1 834_ 2 061 2.1 2172 _211 1.8-3-4- 34 - -2-.0-61 2 061 2.1 1117 2.11 1 _ _ 4 3_----15. 2 3 15,178 f78 19.557 19;557-_181 -19.557 -.118 ----178-- -.128 .254 - 1 913 .1.583- 2.448 2.107 1.63 1 913 --1.583W3ti -2.448 -2.107-' - -1.63 RISA -21D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 14 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Member Stresses, By Combination, (continued) LC Member Label Section Axial Shear Bending top Bending bot ksi(ksi) ksi ksi RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 15 4 5 19.557 19.557 317 1 017-1.017 -.38 269 . 269269 1 M24 1 16.852 _ .074 1 194 _ _ -1.194 2 -16.852 011_ 1 285 -1.285 _ 3 1 -16.852 _ _ 052 _1.241 -1.241 4 -5 1 -16.852 -.115 1.061 -1.061 -16:852 --178-74-6- -.746 11 M25 1 16.454 221 2.683 2.683 2 16.454 .285 -- 2.141 _2.141 _ 3 16.454 .349 1461 1461 4 1 16:454 .413 645 .645 5 16.454 .477 308 308 1 I M26 1 -9.712 _ - -.622 3.239 -3.239 2 -9.712 686 1.839 --1.839 _-_-- 3 -9.712 _ 4 -9.712 -.81.81 4 -1373 1.373 5 -9.712 -.8783.184 3.184 1 M27 1 2 12.089 .554 5.679 5.679 12.101 -,554 3.091 -3.091 _ _ 3 12.113 _554 503 -.503 1 _ � -- M2� 412125 5 1 -i12137--- 11.681 _ 554 2.084 2.084 .554 -4.672 4.672 - 6-15 -6.395 6.395 2 T 11.693 -3 3.524 524 3> ----619--- 11.705 _ 615 -.652 .652 1 1 - - ��4 M29� _ --U2-.215---.82-9------�- M30 _ 5 1 2 3 �4 . 5_ 2 __L 11.717 I 11728 12.177 12.19 12.202 12 227 12.275 22.288 .615 2219 615 5.091 5.091 829 7.737 7.737 -.829 3.839 -3.839 829 06 1 .06 _ 1 3.958 '' 829 -7 856 7 856 .823 -7.674 7.674 .823 -3.804 3.804 3 4--12 5 1 12.3 313 12 325 _ .823 .065 -.065 .823 3 935 3935 823 7.805 -7.805 1 M31 1__ j 11.296 -.449_ 5.506 5_506 2 11.309 -:449786 6 311.322 4 11 335 -.449 066 066 -.06 449 2.654 2.654 1 M32 5_ 1 -2 11.348 1U58 11.371 -.449_ -5.375 5.375 .454 _5.565 5.565 454 2 816 2.816 _ _ I 3 11.305 _ .454- -.067 067' 4 11.398 454 2.682 -2.682 1 M33_ 1 111.411 10.055 454- _5.431 5.431 -.264 4.293 -4.293 2 I 10068 .264 2.131 -2.131 is ` 3 10.082 .264_ - 031 031 M341 -. 5 _ 10096 10.109 10.143 =:264 -2.193 2.193 -.264 -4.355 4.355 266 ---43M-----4.339 4.339 1 -._...266 - -- -2.155- 2.155 3 5 1 10:17 10.184 10.198 266 03 .266 2.215 2 215 1 266 4.4 _ -4A RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 15 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Member Stresses By Combination (continued) _ LC Member Label Section Axial Shear Bending top Bending bot 1 1� 7 M35 L M36 _ _ L694 M37 -� -- M38 _L 1 2 _ 4 5 1 2 3 4 5 1 3 5_ 2 3 4 5 _. 7.777 7792 7.806 7.82 7 835 7.89 _ 7.905 7 919 7.933, 7:948 3.848 3,8 � 3.892003 3 907 I q I 4.015 i 4.03 4.645 4 06 .._. 108 f .108 108 -.108 - .108 :11 11 .11 .11 11 -.003 .003 f 003 005 .005 005 005 005 �..,� naq 2.604 -2.604 1 1.293 1.293 -.018 2018 1.329 1.329 2.64 2.64 -3.66 2.66 1.321 1 321 017 -.01 1 355 -1.355 2 2.694 102 102 _.131 -.161 161 -.191 .191 221 221 053 053 _ .--10-7--_ 107 _.162 _ -.162 .217 217 271 - 271 1 M39 -5.102 0 -.02 02 _ J 2 L_-5.087 j 0_ - 009 .009 _ 3 4 5.071 5 056 0 0 _ .002 002 �-.012 -__ , .012 � --� _ M40 1 17 68 154 .023 023 5 014 -5.014 2 _ 3 4V T. 669 17658 17 646 f .176 ,197 _-3.-619- 3.619 2.04 204 -7 517_635 .219 241 ,66 6 9 _1,669 1669 1 M41 1 17.339.108 _.13 -3 892 3 892 -2.882 -17.328 -2.882 317316 4 f 5 17.305 17.293 152 174 -1688 1.688 :31_,_ 31 1 M42 1 � -16.122 .195 -.034 1.251 -1.251 - 2.101 - 2 �_ 16.11 .056 __ __2.101 1522 1522 33_ 16:098 - _ 4 5 16.086 16.074 :653 653 507 507 - -1.956 1:056 - 2 16 273 �__ 16.261`- 4.0312.472 -2 498 2.498 1_771 775 �3 16.249 - _ 4 T -16'237 .762 762 . 16.225 541 -.541_ 1 M44 _ 1 16:811 2_ .135 -2.135 -_ I=2 472 -. 2 3 T 16 798 16.786 .055 - _ 1983 1083 .079 1 4 5 ` 1� -16.7173 16.761 16 891 103 =.128 .03 -.26 .26 1.836 1.836 2.437 2 437 �M45 2 16:87954 1.867 1.867 3 16.866 078965 - _ 965 4 5 16.854 -16.8.127 103-- f .27 .27 1.837 1.837 1 M46 1 12.033 .045 _2.826 2 826 �2-12.02 .07 2.027 2 927 ZISA-2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 16 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Member Stresses, BV Combination, (continued) LC Member Label Section Axial Shear Bending top Bending bot (ksi) (ksi) (ksi) lksi) llember Deflections, By Combination LC Member Label Section x -Translation y -Translation (n) Uy Ratio no (in) 3 121007 094 888 .888 1 11.994 .118 .591_ 591 5 11;981 .143 -2.408 2.408 M47_1 12.138 .046 2.85 2 85 2 _ --- 2 12.125 .071 _ 2.037 2.037 - 3 1 4 -12.112 4 -12:099 5 12.086 095 119 144 - __ ___.88i3____.886 606 -.606 -2.4 36 -2.436 1 M48 1 14.164 023 951 951 '- NC 2 14.151 002 1.192 -1192 _ 3 1 -14� -027 855 -.855 _ 4 -14.123 -.052 06 .06 1 5 I -14:109 i 077 =1.553 -1553 M49 1 _ -14.357 _ -.022 _ -.965 965 2 l 14.344 .002 1.197 j 1.197 414._316 .052_____.6T2__ - 072 5 14.303 .077 1.573 1.573 1 M50 1 5.502 033 622 -.622 _ 2 -5.488 .007 1.072 -1.072 -3 I _ -5.473 -.018 .948 -.948 - 5.459 -.044 251 -.251 5 -5.445 -.069 _ -1.019 1.019 1 M51 _ 1 5.718 .032 648 2 5.704 A07 _ __648 1.084 1.084 3_ -5.69 .019 948 948 4 5.975 _ _ .238 238 5 5 661 -11 M52 1 2286 Tl-- 1 045 __ 2045 -472 _472 - 2 2.3 025 387 -.387 2.31566 0 - 1 4 2.33 52.345 M53 1 2.073 - 026 -.052 -.049 .35 35 -.35 -.546 546 - .45 45 2 2A88 _ _ 3 2.102 4__ 2117 - .024 .001 .027 _ 398398 -.66 .66 _ 337 1 5 1 2.132 -1 E M54 1 0. 0 .052 2 -.008 .337 571 571 1_ 0 0 -001001 3 0 017 4 1::::,_0 -.025 00005 011 5 0 034 -.019 .019. 1 M55 0 .034 019 019 2� 0 _ =,011 011 3 0 _-.025 017 005 005 4 0. 5 0 0_ I 0 0 llember Deflections, By Combination LC Member Label Section x -Translation y -Translation (n) Uy Ratio no (in) RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 17 0 0 NC _12885 1 2 _.013 I - 371 3 1 4 025 -,038 ! 729 _ -1.053 3394.332 _ 5036.337 ' � 5 -.05 1359 NC RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 17 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Member Deflections, By Combination, (continued) LC Member Label Section x -Translation y -Translation (n) Uy Ratio (in) r„ � 1 M2 1 05 -1.359 NC ------2------.073 1702 NC 3 4 5 -M3 1 2 3 -.096 -I ._ -.118 =:141 _ -.141 -.1 62 -.183 -2.048 _ 2.372 i -2.676 2.676 -2.978 3.272_ i 5851.492 7194.4 7194.4 1 NC NC 8140754 4840.653 4 204 3 543 6300.233 1 1 _ 5 - M4 1 2 3 - -- 4 '5 M5 1 2 _ _ 4 5-.427 -.225 -.225 249 _ -.274 -.298 =.322 1 -.322-4.656 __ 348 -.375 401 -3.794 _I -3.794 -4.035 -4.262 -4.465 4656 4.848 -5.028 -5.182 -5.316 NC / NC _7102.356 4899.347 ` 7296.481 -_ NC NC 6725.619 4305.988 5835.858 NC 1 427 -5.316 - - NC .449 5.438 4.853.692 Z 3 471 -5541 3346.04 _ 4 -5 .493 515 5.612 5.658 - 4548.582 NC 1 M7 1 2 _� =,515 537 559 -5.658 -5.684 5 692 NC 7968.437 6775.872 4 581 -5,682 -NC --5 MS ( 1 2 .602 -.15.15 5 672 -5.703 5712 NC NC NC _ _ 3 4 =:172 -.194 -5.712 6756.359,: 7944.097 5 --216 1-5.685< NC 1 M9 1 -_ -.216-5.685 NC 2 -:238- -5.638 4544.639 3 -.26 5.566 3344.962 1 4 5 M10_- �_- 2 4 -282--5462- .304 .304 .33 _.356 -.382 5 338 5.338 -5.203 58 ') 4-8-68--F-13-779.203 4854.782 ; NC NC 5869.802 4332.931 1 5 M11 1 -2 .408 -.4084 -_433 4.675 675 4.484 NC NC - 7328.452 1 3 _ I 4 5 M12 1 =2--.6-2-7- 4577 481 -.506 506 -4.28 7 -4.053 -3.812 3.812 -3.561 4914.411 7119 57 :6 NC NC 6391.093 -r-. 3 =.548. I -3.29 , _ 4935,048 4 568 _ -2.995 -2.694 8391.503 NC 1 M13 1 _589 2.6941 NC 2.392 16-721,46-3-1 RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 18 F'. Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Member Deflections, BV Combination (continued) LC Member Label Section x -Translation y -Translation (n) L/y Ratio RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 19 3 -.634 2.07 5260.608 4 -.657 - 1724 N- - 5 -.679 1378 NC 1 M14 1 -679 -1.378 NC _ 2 692 - -1.064 7365.925 3704 4 -.716__ 736' 386 -5271-2-9-- 8850.779 S - 03 NC 1 M15 1 6-- 947 1.296- - - NC -- 2 -4. -.932 -6-1.959_ -.901 162_ -2 295 NC NC -NC 1 M16 5 1 _ 886 "-.886 2.612 -Z612 NC -Kc-- 2 86 2.912 9487.083 3 .-.834_ 3.204 5863:951 4--_-.809 5 783 3 481 3.734 73 69.78 NC 1 M17 1 783 3734 T .757 3.97 - ---NC _ 3 -.73 4.1947353.713 4 5 _704 -.678 _4.406 4 604NC 9587.536 1 Mi8_ 1 2 -.678-4.604 647 NC _ 3 4_ _.617 =4,795 -4.975 8383.436 5535:021 s 5138 6675.39 1 L5 6-5 556 - 5.28 NC_ M19 1 T_ 2 .556 -.532 528 I -5 401 � NC_ 6275.222 r _ -- k_ 3 4S .509 -.485 _ -5.6C44- 5.587 4583.009 6017.936 _ M20 1 462 _ 462 T_ __ _ 5 649 -5.649 NC NC 3 -.438 _5.691 8088.51 - L -.413 5.715 6626.923 4 5 389--6--726----99-06-071- 366--- =.365 5 726 =5.727 9906.071 NC 1 __ M21 �1 -.365 5.727 NC _ 2 -341 5.725_) _ 6918.16 3 4 -.317-----5.7136636.937 -:293 _5.687 8102. 829 _._ 269 5.645 NC 1_[ T�5 M22 1 269 _5.645 NC 2 245 5 581 6028.287 } 198 _4 5 .175 -5.393 -5.271 6286747 NC 1M23 _ 1 175 _ 5.271 NC _ 5.128 6313:147 - f -�44 3 4 114 - -:084 �-:4.503 _ 4 964 5576.47 1 M24 _ ; 5 1 I 053 053 4.784, __ 4 593 4.593 8465.65 NC NC 2-T 3 027-4,314_9640.807 --4.182 001 - _ I 7388.184 _ 4 1 _ .025 -3.957 T NC RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 19 ;�T: Company Tanner Smith & Associates 2007 , May 25 Designer David R. Smith 10:30 5, Job Number : AM Truss T-9 AND Truss T -9A Checked By:_ Member Deflections By Combination (continued) LC Member Label Section x -Translation y -Translation (n) Uy Ratio (in) c 1 M25 1 -� 3 722- _ 051- 7221_ NC 4 �O�Z- 28 -3 _ 3 198_ 5972.578 5 2898. 9760,377 .153 2 599 NC -�.1 2 153 168_ _ 2.599 NC 2.284 NC �3 4 184 199 _ _ _1.949 _ NC 161 NC I 1 M27 5 1 __214 _ 1.36 1.344 _ _-1.287 _ NC 006 _ NC .2' C 249 8879.808 1 M28 4 5 1 1.328 1.312 1.296 .479 NC 704 1 NC _ 947_ NC 1.349 _ 736 161.142 2 3 1.333_ 1:318 478 221.159 2529_904 _-- 4 1.302 p28 634.285 1 M29 - 5 1 _T- 1.287 _ 214 NC 2.6883- 029 NC 2 3 _ 2.663 2.646 261 - 693:761 -.473-75_.722 - _ i4 I 52.612 1 2.629 653 257:394 885 18.7.377 - - 2.667 - .701 NC 2 2.65 47 9444.174 3 4 2.633 _� 2-.611-61--:707-9- 275 ' NC 8531.877 1 5 2.599 M31 2 3:754 067 ___ NC L 263 _ -I 9467;29 3 4 3. 3-7 3-751 _ 426 NC 588 -I - NC- 1 M32 _ 5 1 3,734 3.788 _ 783 -- -.664 234 89 - �2 3.771 467 324.025 _ 3 4 5H 3.755- 3.738 3.722 305 _ 471.93 143 864.6.17 .051 T NC 2 4.665 4.65 �f _ 128 _ NC_ 283. 1135.478 4_ 4.635 4_62 _ 402 641.082 4 I _ 522- 6.035 I _ M34 _ 5_ [-1 4.604 4.654 .678 =-31-9.338- - I 2 3 4.639 603: NC _ 448_$ NC _ 4 4.623 4.608 -.329 NC �21_ 9295.46 -- 4.693 053 NC- NC __ _�_3 5304 _-.205 _ 1779.973- 38 1048.668 I 4 5:29- 452 741 986 RISA -21D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 20 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Member Deflections_, By Combination (continued) LC Member Label Section x -Translation y -Translation (n) Uy Ratio RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 21 2 5.309 423 NC 3 4 5 1 5.296 5.284 5.271 5.675-279 351 279 -175 NC NC _NG 1 M37 2 3 5.668 5.662 T, 319 _ 3.62 NC 4796:26 2208.960 4 5655 5 5.649 .409 .462 1463:009 1043.613 1 M38 1 5.671 452NC F_ 2 5.664 .412 NC 3 5.658 5.651 -.369 322 �_ NC NC _-4 5.645 _ 269 NC 1 M39_ 1 5.693 366� NC - _ 2 3 4 5.701 �_ 5.71 -.366--1NC 366_ NC 5 5:718 5.727 366 365 NC NC 1 -MAO_ �4410.676 2 23 4102--12-28 .034 - 0 _45 853 - 4213;435 7903.424 1 _ M41 4-4 2 U6 -51.g .55 583 - 478 04 NC --NC 5450.32 _ M42 _3 4 5 617 65 T_ .683 - 36 738 ��� 1.112 5126.4 9400.84 NC 1 1 .886 _ 1.032 NC 2 .918 1441 9029.839 --- _ 4 - 3 5 __.951 .984 1.017 --1.82 2187 2.564 NC. _ � NC NG 1 ----M43------ --- -_ 1.434 1:467 - 551 _ .964 _- NC 7648:414 _ 3� 4 1.5_ 1.533 1.342 _ 1.705 I 8857.091 NC 1 M44 5 1 1.567 1.761 2.08 _ 2.019 NC -' 1.796 _. -2.387 NC 5329.319 - - - 33 1.8, _2.708 _ 55 . 15.589 _ 4 1.866 3.004 NC 1 _ _ M45 5 21 2 1.961 2.298 -2.333 -3.308 1.524 1.891 _NC _ 5423.864 1 _3_ N1461 4 5 2.369 2.404 2.439 2:544 2.211 2 508 2.812 _ -2,824 5632.876 NC NC NC 2 2.57 _ 2.595 3.121 -3.366 5312.048 6082.4- _ 4 _ 2.621 3589 NC - 5 2.646 1 M47 1 2 : 3.07 3:096_2.614_; 2.316 NC 5302.654 11 3 - 3.121 2 859 1 6099.4 RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 21 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ Member Deflections, By Combination (continued) LC Member Label Section x -Translation y -Translation (n) Uy Ratio (int lint ember AISC ASD 9th Code Checks_ By Combination C Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message (rt) rel t t 4 3.147 3 082 - T-- " NC 1 _ T_5 M48 3.173 165 3t--- 3 321 3 43 NC NC 1 i I 4 IL M5 96 __ _ 3 671 4485.538 °7 .628 _', .507 .586 15013__ 586 0 628_ 7 507 M8 M9 26 57 3288 -3.859 4 011 _ 4 168 4179.319 9101.217 _ NC. 1 M_49 81 2.912 NC _ 12 3,153 4487.688 1 1 _-4 5 M50 1 �2 3 4 5 M_5.1_ 1 3.774 3.805 3.655 3.667 _ 3.679 3.692 8704 4.162 .342 3.494 �-- 3652 _� 3 883 -4.045 _ -4.159 _ -4.229 4.29 3 356_ 199.95 9240.504 NC NC 4272.819 _ 3581339 6314.067 NC NC 3.519 4253.067 r 3 4 4.188 4:2 3 633 3.704 3582.83 6364.754 . 1 - M521 4.213 3.933 3 766 NC NC'r 2 3_1 4 M53 1 2 -1 4 5 M54 __ 3.928 3922 3.917 j 4.433 4.428 4.423 - 4_418 4.414 :947 =4.1_' 4.156 4.195 4.205 4_199 T _ 3 566 3 623- 3.663 3 672 3 668 133 8360.529 5697. � 8612.21552 3_ NC NC 8306.212 5711.878 8720.546 NC NC 1 1 -Z 1 2 3 _ 4 5 _ M55 1 2 _ 3 4 5 -.947 .947 947 947 214 _.214 214_ 214 214 -1 1.174 1.214 1255 -1.296 1287 L 1.246 -1205 -1.164. 1.124 586.854 293.426 195.616 146.709 146.763 --- 195.687 293.533 587,068 NC ember AISC ASD 9th Code Checks_ By Combination C Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message (rt) rel t t M3 M4 583 7507 .055- 15.013 H1-1 I H1-1 1 H1-1 H1-1 l H1-1 H1-1 H1-1 H1-1 H1-1 L _ 664%' 507 ` 042 1 i I 4 IL M5 715 7.507 050_ 038 055 .055 .039 050 ' 042 0 _ 0 1501.3 0 15 013 15.013 0 °7 .628 _', .507 .586 15013__ 586 0 628_ 7 507 M8 M9 M10 M11 1 f .714 7.507 .663 1 7.507_ ZISA-21D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.r2d] Page 22 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:30 AM Job Number : Truss T-9 AND Truss T -9A Checked By:_ MemberA)SC ASD 9th Code Checks, By Combination. (continued) LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message (ft1 ft) 1 1 1 - 1 1 1 1 1 1 1 M12-580 M13 M14_ M15 M16 M17 _ M18 M19 M20 M217 M22 M23 M24 631 393 .439 .641 608 735 _ 579 587 586 578 734 .6054.375 7507 056 15.013 077 7.444 072 15 044 - 15 .023 10625 .009 15 -- A19 X94 009 0 016 15 _ 016 3 906 009 0 019 009 15.013 1JIM 11 _1 15 0 15 15 15 I H11 11 2 11 2-1 H21 H2-1 H2-1 1 1 M25 _ .638 ,432 0 024 15 H2-1 I M26 _, 0- 044 -15 H2.1 - -_ 1 M27 625 �0 .030 6 H12 1 1 M28 T-634 � 728 13.375 --j-045-0 0_ H1 2 1 1 1 --M29 M30 M31 M32 729 665 609 13.375 045 0 024_ 0 0250 0 7 0 H12 HI -1 - 1 1 M33 _ M34 .574 580 14.625- 014 14.625 014 0 0 H1-1 H1-1 L 17 M35 1 { M36 K377 513 521 225_ 15.25 .006_ 15.25 006 15.875. I_ .000 0 0 0 H11 H11 H11 1 M38 .234 15.875 0 1 M39 M40. 186 806 _ .000- 0 _ .000 _ 0 013 0 18.55 H2-1 H2-1 I M41 756_ 0 011 18.55 H2-1 1 M42 653 0 007 19.(3l3 -7- 687 H2-1 1M43 1_ 1 1 M43 M44 _ M45 672 691 692 0 007 0 007 0 00720.097 19.687 20.097 H2 1 H21 -� - 1 j M46 T 529 0 -- 008 L0.516 H2-1 _ 1 - M47 � - .534 - 0 008 20.518 H2 1 - 1 1 1 M48 M49 567 575 20.95 004-20 20.95 004 20.95 20.95 _ H2-1 H2 1 _ -� 1 1 M50 M51 M52 238 247 454 6.685 .004 6.685 .004 F21.841---.003---: 21391 21.391 1:841 H2-1 H21 1 _M53 41- 21.841 .003 21.841 H1-1 1 H1-1 1 M54 00 1 .2 002- 2- H1-2 1M55 001 0 .002 0 H1-2 RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-9 FIXED HSS RECT.72d] Page 23 0 0 H N N 2 F— � r o � W W � o N N ° a m cca 0 H N N 2 F— Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Global Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress ksi _ (ksi) Ratio(per 10"5 F) (k/W3) ksi STL 29000 11154 1 3 I aG T nn I zYVUU - I 117 b4 I' 'a3 t 1 FF Sections Section Database Material Area SA SA ](90,270) 1(0,180) T/C Label Shape Label fm -9 in lam ion o�m 1. TC1 TC2 W12X136 W12X136 - STL STL 39 9 39.9 1 2 1 2 1 2 1.2 398 398 __ 1240 Joint Temperature TCS_ BC1 W12X87 W12X106 STL STL 25.6 31.2 I 1 2_ 1 2 1 2 I 1.2_ _ 241 I 301 _1240 740 933 BC2 BC3 W12X120 STL 35.3 12 1 12_� 345_ 1070 V1 V2_ W12X79 HSS10X10X8 HSS10X10X STL STL2 STL2 _ 23.2 17 178178 I_1.2 1.2 _ 1 2 �.2 1 2 216 255 946 201.663 662 � 255 946 201 663 V3__ V 4 HSS8X8X6 ( HSS6XGX- STL2 STL2 10.36 j 7.57. -J 12 _ 1.2 _ 1 2__ 12 1.2 1 2 1.2 1.2 4 -99.5-12- 39 428 _ 28,569 28.568 99.512-- 39.428 28.569 28.569 V5 V6 HSS6X6X4 HSS6X6X4 �HSS6X6X4 _STL2 1 STL2 _! _ 5 225 5.225 D1 �H_SS10X6X10 STL2 STL2 5 225 __ 16 1.2 I 1 2 _ 1.2 ` 1 2 28 569 89.386 28.569 200 97 D2 D3 HSS10X6X8� HSSSX6X6 L_ STL2 STL2 �j_ 13 458 45 8 965 -172 1.2 l r 1 7 1 2 f - 76 784 66:88 14.625 171 327 D4 75 79.081 _HSS6X4X6 D5_ ' D6 HSS6X4X5 HSS6X4X5 STL2 _ STI -27 STL2 _ 6.175 _ 5257 -I 5 257_ 1.2_ _ 1.2- 1 2 1.2 12- 1.2 14.916 - -i r 13 135 13 135 28.276 24.785 24.785 D7-HSS6X4X5� _STL2 5.2571.2 -_ 1.2 405 16.5 -_ -- 13.135 24.785 'oint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature ft _ (ft) _- - N1 1 T., 12.17 0 N2 15 - 1 -- 12 75 - 0 N3 30 13 375 I 0 N4 -� 45 - 14 - 6 N5 N6 66 -� 14.625 - 6 -0 75 15.25 N7 90 15 875 -6- N8 N9 405 16.5 -_ 0 120 15 875 0- N10 _ 135 -1-5.25- 0 N11 150 14.625 _ 0 N12 - 165 _ f 14 - 0 N13 N14 180_It 195 _ 13 375 - 0 - _ 12 75 0 N15 _ 209 12.170 _ - _ N1 N177 15 0 p _ p RISA -21D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.2d] Page 1 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Joint Coordinates (continued) Joint Label X Coordinate Y Coordinate Joint Temperature vIn 30 L0 0 - N19 - 45 0 0 N20 N21 60 0 750 -' 0 -- N22 fi --90 0 - 0 0 N23 - 10-5--0— 0 N24 - -120 0 - 0 N25 ---N - 135 _ 0 -...150 0 Z6 N27 N28 --.- 1 - j � 165 0 180-- - 0 - 0 0-_- N29 N30_0..--0- 30undary Conditions Joint Label X Translation Y Translation Rotation (ember Data Shape / Material Phys End Releases End Offsets Inactive Aember Label I Joint J Joint Rotate Section Set Memb I -End J -End I -End J -End Code Lengtl M1 �N1 I N2 d�ree� Set_ TOM AVM AVM in in a -_ TC3 STL Y 14.01 M2 N2 _ N3 TC3_ f STL- Y M3 N3 N4 TC1 _ SIL Y 15.01 M4 N4 N5 TC1 STL Y - 15.01 M5 N5 N6 1 _ TC1 _� STL Y - 15_01 M6 N6 N7 TC2 STL_ Y h - __ 115.01 L _ T15.01 M8 I N8 i N9 __ I TC2 } STL I Y _ 15.01 M9 N9 N10 TC2 STL_ _ 15.01 - _ _- _� 15_.01 M1� N110 N12 TC1 STL Y _ _ _ _ 15.01 - 1� TC1 STL_�Y I 15.01 M12 1412 N13 J TC1 - fff STL Y - - _ 15.01, M14 _ N14 N45 -N13 L TC3 ; STL_ -Y -- _ TC3 , STL Y _ 14.01, M15 N17_ N18 BC3 STL Y - - 14.01: M16 I N18 _ N19 BC3STL Y M17N19 1420 BCI I STL Y - 15_ M18 N20 N21 fSTL __15 M19 N21 T N22-iBC2 STLYM20 N22 ( N23 BC2_STL' �y - i 15 _ M21 N23 _I N24 t BC2 _ I STL Y 15 M22 N24 N25 BC2 _ L STL Y l I __ 15_ M23 N25 N26 BC1 STL �Y I M24 1 N26 N27 I BC1 STL Y-- 15 M25 I N27 N28 I BC STL Y - - 15 M26 T N28 N29 _ BC3 STL Y - 15 M27 N2 I N17 V1 STL2 �Y I i 15 M28 N14 N29 l �' - - - _ 12.75 M29 N3 N 181 STL2 Y M30 N13 l N28 STL2 Y - - 13379, M3 STL2 3.37E M32_ N 2 I N27 V3 STL2 Y 14 M33 t V4 - � N5 � N20 V3 J STL2 Y 21SA-21) Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Pa9 e 2 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Member Data (continued) Shape / Material PhysEnd Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set MembEnd J -End I -End J -End Code Length M34 Mm5 N11 _ N6 N26` N21 ��V5 V4' STL2 STL2 Y Y 1 1 17 -t" �i4625 15.25 M36 M37 N10 N7 I N25 �-N22_ _ N24 �75 N23 N177� N29 N18 _ - I 180 _ _V6 STL� _-V6 STM _ V7 _ STL2 D1 STL2 ( D1 STL2 -� D2 STL2 Y -� -�--� Y Y'; Y Y _ �- -- L = ��15.85 _ ! I - '525 --- 15.875 16 5 18.55 18.55 19.687 M38_-_ M39 - M40 M41 _ M42 I N9 N8 _ N1 N15 N2 M43 M44- M45 M46 N14_ _N3 N13_� N4 N28 N19 N27 180 180 D2 STL2 �3- $TL2 D3 STL2 Y Y19.687 Y� - - -- -- - - 1 20.097 _ M48 M49 N5 N11 i N20 N21 N2J 180 180 D4 �STL STL2 STL2 D5fSTL2--Y D5ST_L2 r L! Y Y Y =-D4 -- --L _ - _ - _-- 11 20-098 0.5181 20.95 950 M51 _ N6- N10 I N22_ N24 1 _ 18.0 180 D6 D6 _ STL2 D7 STL2 D7 TL2 Y Y1 Y 1- - I -- -- - 20.95 21.391 21391_ 21.841] M52 M53 N7 N9 N23 N23� M54 M_55 N16 N29 N17:: N30 BC1 STL- BC1 {_ STL - - t 5 - 21.841 I 2 1_ 14 I ;tee/ Design / NDS Parameters Member Section Length Lb out Lb in L comp Cb Sway Label Set le out le in le bend K out Kin CH Cm B out iR lftl ra) in, - M1 M3 M4 M5 3 Tim _TC3 T-TC1 TC1 TC1 X14.012 �15 013 15 013 15 013 7 5 7.5 7 5 7.5 _ 7 5 �_ - - 1 1 17 - 0 - 0. 0 M6 : M7 M8 M9 ---I- TC2 TC2 - TC2 TC2 15 013�J_7 15 013 15.013 i 15013 5 7.5 7 5 - 75 -_ -- -- L = 1_; _ 1. - 00 ( p O r M10 M11 M12 M13 _ 1 TC1 __ TC1 _TC1 T13 ]� 15.013 r 15013 _ 15 013 1 1 15 013 _ 7.5 7.5 7.5 - - -- -- - 1 1 0 0 0. M14__-TC3 M15 M16 �_BC M17 M18 i BC3 :I BC3 1 BC115-. 14.012 15 15 15 7.5 - -- _ - _-- L 1- 1 1._ 1.- 1 1 1._0. _ i- iT � 0 0- 0 0. M19 - M20 i M1- BC2 BC2 15 15 5 - _ 1 1 _ 0. 0. M22 M23 � 5 1_ 14 I 0 0_ 0. M24+ BCU 16 M25 _ M26 27 M28 � M29 BC3 BC3 V1 V2 15 _15 ,-12.75 13 375 j0. 1�-1 IT � - 1 - 0. � RISA -21D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 3 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Steel Design /NDS Parameters (continued) Member Section Length Lb out Lb in L comp Cb Sway Label Set le out le in le bend K out Kin CH Cm B out in R rel ink I.,_ _ M30' M31 M32 V2 13.375 V3 � 14 V3 14 None - None -- _ A R1 - 1� 1 1 �VIIIL 13 T } -� Direct Dist - 3 DL TRACK 0. M33 M34 _ V4 14.625 V4 14 625 - 4.5 - - 1 1 1 5 LL ROOF _ N5Y 0. 0. 0= M3-5-_ V5 15 25 - 4.5 6 1 1 None - Y Y 1 M36 M37_ M38 V5 15.25 V6 15875 V6 15 875 - _ - - - - 1. 1. 1. 1- -4 5 - - - -- 6- 0 I 0' 0 - E M39�V7 M40 165 D1 18 55 9-T— -- --.-- - -2- 0 = 0. M41 -- M42_ M43 p1 18 55-- D2 19 687 �- 19 687 _ D - - - - -- -� 1. 1 1 1 - �- - 0 0. 0, 0. M44 M45 M46- M -47_ �20 097 D3 20 097 D4 20.518 D4 —20U51-8 _-- I_ _ _ T— T _ 1 1 1 -1 0. 01. M48 D5 20,95 t - 1. 1 0 M49 M50 I M51 D5 20.95 D6 21.39; D6 21.391 _- - - 1' 1' 1_Z1 -, �0 ol - �- M52 - D7 21.841 M53D7 21.841 - M55 B .1 3asic Load Case Data 3LC No. Basic Load Case Category Category Gravity Load Type Totals Description Code nnscrinf . v 1 2 _ DL ROOF � DL MECH None - None - N2 1.1 �VIIIL 13 Point 14 Direct Dist - 3 DL TRACK None - Y 4 5 - 4.5 -1 2 - 5 LL ROOF None N5Y -� 13 14_ - 4.5 6 LL DRIFT None - Y Y 1 1 7 LL MECH None _ -4 5 - -- 6- LL TRACK LEFT None - - E -- 9-T— LL TRACK RIGHT None -2- I _ _ 1 Dint Loads/Enforced Displacements Category: None BLC 1 : DL ROOF Joint Label [L]oad,[M]ass,or, Direction Magnitude N2 [D]iL ement Y —Ckk-ft, in rad, k's"2/ft)_ N3 -_-F _ 1 Y YN4 - Y 4 5 - 4.5 Y L N5Y -� Y 4.5 N6 - Y Y - -- - 45 - -� -nNiR -- _-L -- -I _- -4 5 L - L - Y 45 _ Y - >- -4.5 - Y -- 4.5 -- Y4.5 _- - Y - 4.5 Y _a � Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.2d] Page 4 Company Tanner Sm[th & Associates May 25, 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Joint Loads/Enforced Displacements, Category • None BLC 3 • DL TRACK Joint Label [L]oad,[M]ass,or, Direction Magnitude Joint Loads/Enforced Displacements, Category • None BLC 5 • LL ROOF Joint Label [LIoad,[M]ass,or, Direction Magnitude N5 -- N6 L L L - - L I - L. I 1i P -6.6 _ _6.6 -- 6.6 -EF6 -6.6 - - -6—.6 - -6.6 - 6.6 [oint Loads/Enforced Displacements, Category • None BLC 6 • LL DRIFT Joint Label [L]oad,[M]ass,or, Direction Magnitude 'oint Loads/Enforced Displacements. Category • None BLC 9 • LL TRACK RIGHT Joint Label [L]oad,[M]ass,or, Direction Magnitude 9 de fember Point Loads. Category • None BLC 1 ; DL ROOF Member Label I Joint J Joint Direction Magnitude Location M1 N1 �k� _Aftorn -- N2 6.5 M2 — — _ Y 4 5 N2 N3 Y 4.5 %50 M3 N3 N4 Y _1 M4 . N5 - %50 Mo/50 - M6 - M7 M8 - M9 M1-0 M11 - M12 M13 N12 N13 - N13 N14 N14- -_ : N 15 _ ember Point Loads Category • None BLC 3 • DL TRACK Y t -4.5 Y 4 F, -4.5 N6 N6- N7 N7 N8 N8 N9 t N9 N10 N10 % - -4.5 N12 - N12 N13 - N13 N14 N14- -_ : N 15 _ ember Point Loads Category • None BLC 3 • DL TRACK Y t -4.5 Y 4 F, -4.5 00 _ _ 45 % -4.5 % 4 - 5 % - -4.5 L % -4.5_ 4.5 _L 7 Member Label I Joint J Joint Direction Magnitude Location M12 _! N12 N13 k,k� ftoro/o) M13 Y 3.6 10 N13 N14 _Y -3.6 - 7.5 -� RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 5 Company Tanner Smith & Associates 2007 , 25 Designer David R. Smith May y10:32 5, Job Number : AM Truss T-10 Checked By:_ Member Point Loads Category: None. BLC 5 • LL ROOF Member Label I Joint J Joint Direction Magnitude Location 1. _ M2 M4 M5 M6 M7 M8 N1 — ,. N2— i N4 -N6 —.—Y N7 -- — N2 __ N3' —N5 — N7 NB— Y Y Y Y Y .. �. ,. 6.6 6.6 6.6 LI i01 6.5 %50— %50 6.8 6.6_ 6.6 _ — %50 %50._ °/150-- I N8 I N9 Y — 6.6— 6.6 _ —%50 M10 - _ N10 N11 -- N�� — — Y -- Y -6.6 °%50 /050 — %50 M12 N1-2--- + N13 1 __ —66 %50 M13 M14 _ N13 N14 414--0/.—Y N15 �Y 4628 _ 50 + -:169 J -5.305 �.;. -66 7.5 Member Point Loads Cate o : None. BLC 6 • LL DRIFT Member Label I Joint J Joint Direction Magnitude Location Member Point Loads. Cateclory • None. BLC 9 • LL TRACK RIGHT Member Label I Joint J Joint Direction Magnitude Location ... ... J_'. i ....IV w I IN -14 I V :... oad Combinations Jum nescrinfinn c.,..tnrc on cnc.� DL+LL -y-1 2 UNB LOAD LEFT 1 3 I UNB LOAD RIGHT 1 oma., 1 8 1 Factor eu; 1 3 1 3 -1- 1 _3 9 Factor 15 1 1 BLC 5 _ 10 1 5 Factor 1 1 1 _ 1 1 — BLC Factor T_6 1 11 6—-1 6 j _1 11 1 7 1 LC Joint Label X Translation Y Translation f -7.33e-5 I 7 924e-4 2.72e-3 4 e 3 381 5.502e 3 6 549e 3 7.642e--3 ` 8.609e-3 (in) jn) N1 0 N2 ,008 ` — -1.308 — — N3_I -.026 �_ -2.585 - N4 - -:055 3.693 N5 I .103 4628 N6 + -:169 J -5.305 Rotation _ NO N9 N16— N11 N12 — N13 N14 345 44 524 593 644 677 716 .709 925 5.717 -56' 5.365 __ -4.718 _ 3 802 2.691 -1.359 — 0 — —, —:-1.095_x-6.708e-3 f -7.33e-5 I 7 924e-4 2.72e-3 4 e 3 381 5.502e 3 6 549e 3 7.642e--3 ` 8.609e-3 _N15 N16 - _ 2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 6 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Joint Displacements, By Combination (continued) LC Joint Label X Translation Y Translation Rotation rn1 fes\ 1 1 N17 N18 92 -.87 1 256-6.709e-3 2 53 6.455e 3 J 1 1 _ N19_, � N20 772 677 -3.637 4.572 - 5.53e 3 4.541e3 1 1 N21T N22-.46 566 5 254 5.645_ 2.96e-3 1.278e-3 1 N2335 16.305_. f6-6-02 37.866. 4.753 ___�3�3360.701 744g26e-5 27.01 1 1 1 N24 N25 N26018 -- _ ,24 132 �---683 _5 _ 5.68 5.322 4.667 1_.09e-3 2.793e 3—� 4-415e-3 1 N27 — _ 3 748 5.506e-3 1 1 N28 —]_ N29247 .188 _2.63 1 303 6.634e-3 ''- 6.96e-3 1 � N-3 --0 247 1.136 2eactions, By Combination LC Joint Label X Force Y Force Mnmrant 7aterial Takeoff Material Shape Length Weight STL W12X136 7-150113 \� 20.383 W12X120 60 - 1 7 9n7 W12X87 _58 05 W12X79 - 60 - STL 1 Totals _392.18 _ SLL2 i HSS10X10X8 25.5 HSS10X1nXR -_tea 7a --- Member Label Section Axial 1.1 1 40.194 _ M1 1 226 'F 1-1-0.364 862 Member Label Section Axial 1.1 1 40.194 _ M1 1 226 41-.037-- 1-1-0.364 862 128.362 T _ ` 2.296 474.31-6 10.028 _ 891 _14.084 Shear Moment 1 M1 1 20 127 1-1-0.364 1 8 7 2_ -3 204 113 203.329 _ 10.028 _ 891 22.9 48.038 —-- 4_ 5 1 2 203.315 203.301 361.193 6 31.178 _8 9 226 -I -9.56f- 9.002 1 --8-.64-3-- 16.305_. f6-6-02 37.866. 4.753 ___�3�3360.701 2.807 27.01 ?ISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 7 Company Tanner Smith & Associates 2007 , 25 Designer David R. Smith May y10:32 5, Job Number : AM Truss T-10 Checked By:_ Member Section Forces By Combination (continued) LC Member Label Section Axial Shear Moment Ikl i� 1 1 _ M3_ _ M4 -- - -- - ' _ 4 5 1 2 5 1 4 �_5 1 2 3 4 5 1 2 3 �4 360 686 -360 671 479 782_ 479 759 479 273 1 479.25-4.85_ �79 227 L558.554 558 53 _558645 558 022 557.998 605.01 604 986 604 501 3 166 _ -3.526 . 7.92 7.36_ _ I_ 4.29 5 41 _ 7.868 308_ -4.342 _ �. -,f.-9-02 5.463_ 7.101.326 6.541 -5.109 15,801 3.242 20.236 -8.44- -- 35.014 17.861 1.394 13.584 -14.896 =41273 23.924 4.473 ] , 25_.275 L 48.774 1 1 1 1 i 3 5 �1 2 3 l 5 _ 1616:308 2 3 4 5 2 3 5 1_ 2 3 4 5 _ 2,- 1-575:238 4 1 _ 3 J 4_ 5 1 _604-478 604.4546 621 58 621.557 621671 621.048 621.025 616.847 616:824 616.339 415:315 616.292 �_ 616.331 616816 616.84 616.863 62- 6403 626.426 626.912 626_935 626.958 615:518 615.541 -5.813 6167 62 616.05 616.073 _ -575.214 575.723 575 747 575.77 50-34-9---7---- _503.513 503.998 504.421 504_.445 389.599 5.669_ 23 7.267 6.707 T_ 4.943 5.503 6.064 3 678_ 3.118 ----8.53-3 9093_ _ 9 653__ 9 621 ' 9.061 _ _ _ 2 589 � 3 149 -+ 3 709 ' 6.158-� 5.598 �_ 6 052 6.612 -7.173- 6-.3 5.837 6.397 _6.957_ 571 8-8 _ 4.628 7.023 -7.583 - 8.143 7 631 7 071 _ 4:579 14 731 _15 251 _�39Id 9.112 28.546 6.216 4.184 -30.408 _54.53 34.925 13.218 13.559 26.31 36.96 3883 31.296 ( 31.405 3.655 36.614 25.846 12.975 -12.26 -34'.322 -54.281 30:514 6:208 29.07 8 49!845 26.886 1:824 6.114 20.85 40.85 -13.441 16.071 5 423 22.169 _ 47659 -17.339 ' 15 106 -5 M6__ _ _ _ M8 _ - - -_ - -M f0 -- - -�_ M11 _�� =_ -- _ �5 M 12 -( - _.2- _ _ M 13 _ 2 1 38gV14 8 752_ 18.419 390.491 -12.289 T -50.532 1 ' 4 1 5 j 390.506 1 390.521_ =12.648 -13.008 _3.734 44.412 USA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 8 Company Tanner Smith & Associates 2007 , 25 Designer David R. Smith May y10:32 5, Job Number : AM Truss T-10 Checked By:_ Member Section Forces Bv Combination (continued) LC Member Label Section Axial Shear Moment 1 M14 1_ 216.347 216.361 216.375 4 216.8 8 -- - _- 5 216.862 1 M15 1 -206186 _2 -206.186 6.002 _ 5.666 5.331 =66.095_ -6.43 3.771 I 3.445 1 11.848 -8.589 =27.851 -12.568 - 9.37 22.778 9.242 3 5 1 __ M19 - 1 - 2 206 186 -206.186 -363.592 363.592 _ � - 3.12 _2_794 _ _ 2 468 1.637 1 311 -3.068 14156 -24.024 t_ 801 4.727 3 4 _ 5 1 ( M17 1 363:592 _363.592 -363.592 480.615 __ 986 _ .66 334 2 256 9:034 -1.2.119 13.983 .145 _ 2 -3 _ 4 -5 1 M18 1 h3 -480.615 480.615 480.615 480.615 -558.293 558.293 1.818 --1.38 _ 942 _ 504 123 792 -7:493 13.488 ,84f-- -20.552 1 14.955 18.744 558293 .3541 -201892 ' 4 5 1 M 19 1 558.293 558.293 -604.414 084_ 522 1 558 _ 21.397 20.26 17 438 2 -_3 4 5 1 _M20 1 _2 3 _4 5 1 M21- - ._ 2 -- __ 604:414 604.414 -604.414 604.414 620:74 620.745 -620.745 620.745 -620.745 626.087 626:087 626.087 1.062 .567 _ 071 .424 426 921 � 1 417 1 912 -2 408 _ _ 2.448 1--3.637 1953_ 1 457 _ -27:349 25.403 26.598 25.936 2513 22 604 18 219 11 977 3' 876 11_889 18.283 4 5626.087 1 - M22 _ 1 2 4�3 5 1 M23 �1- _-__� 2 3 4 _ 5 626_087 6 15:43 615,43 615.43_ 615.43 615:431 575.425 575.425 575.425 575.425 -575.425 _504:78 962 �_ .466 { 471 _ 024 52 -1.015 1.511 -` 565 - 127 - 311 __ 749 _ -1.187 366 22.819 25.881 26.718 25.697 22.818 18:081 L -20.459 21:757 21 412 19 425 15 796 20:797-- 2 504.78 .804 18.602 _ 3 M25 ---- 1392.791 50478 T` .78 -504.78-2.118 -392191 --- -1.242 - --9.285 249 575 P -14 765 2.164> 15.148 _ -13 603 Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 9 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Member Section Forces BV Combination (continued) LC Member Label Section Axial Shear Moment -. W !kl t4 a� ubA-zu version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 10 4 -392.-791.9 10.838 5 -392.791 -392 791 1 226 6:851 -1652 1.643 M26 _ 1 2 '220.087 220.087 =2:95 I -2$.60277 3 276_ 16 4 3 _220.087 3.601 3.71 ._4 220 087 _ 3.927 10.405 5> 1 -220.087 170.144 -4.253 2-5 4-2 2.663 -17.95 - - 2 170.349 -2.663_9.46 _ 3 170.554 2.663 971 5 170.259 - 170.964 _ -2.663 7.519 2 663 16.609 ---M 1_181'_234 W77 _ ��202 -3.67-7 2 181.439 14.481 - -4 3181.644 --__L _ 3 677 2.759- 181.849 _- 3 677 _2 1 - _- M29 _ 5 1-30.357 182:054 3.677 20.683 3.086 20.518 _2 3 _130.521 _-3:086 - -10.198 130.686 3.086 .. 122_ M30__ 4 5 1 130;851 131.015 143:587 _ _ 3 086_ 10:442_ 3 086 20.762 _ 2 3 143.751 143,916 _� z0,g11 3 15 10.277 3 15 _� 258 4 5 144.08 _ 315 10.792 -- 144.245 99.723 3.15 21:326 1 579 -11.214 _- 1 579 _ 5.69 --�799.859 J. 3 4 99.995 T 100_131 _1 579 -.165_ 1 579: 5_36 1 - N _32 5 �1, 100.266 95:438 _L 1 579 10.885-- I 1 409 8 - 2 95.573 _ 1.409 4.925 1 1 M33 3 4 5 1 2 95:709 95.845 95:981 70.44 1.409 :006 1.409 4.937 _ _1 409;___ 9.867 -_ 551 -4.005 70.543 _551 1:991 _J - -� A- 70.647 70:751 .551 .022 551 2:036 1 _ M34 5 1 70.854 63.859 _ 551 4.049 __ 63.962 493 3.59 - _2 - _ - 3 64.066 _ 493 1.786 493__ 018 493 1_822 1 M35 _ --� 5 64.273_ _ 4 _ 1 42.04 _ 493 3.626 �_ .224 -- 1.687 -- -_ _ __� 2 3 4 42:114 42.189 _L 224 -.833 224 _ .022 1 -� M36 __ T 542.338 1 42,263 36.137 224 > 876 224 1.731 - _ 1,35 _ 36.212 _181 181 .661 - __ 3 36;286 _ 181 027 4 36.361 181 -T-- .716 ubA-zu version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 10 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Member Section Forces By Combination (continued) LC Member Label Section Axial Shear Moment ZISA-2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 11 5 36.5 43 181 1 05 _M37 1 - +2 16.012 -16.09 1 =006 _ _.006__ 065 09 4 16.245 006 , .141 l 5_16.322 _ M38 1 2 10.291 10.368 006 _ 029 f -__166 I -.337' -- 029 .223 3 4 10.446 10,524029 029 - 108 10:601 '- 007 1 _5 M39_ 1 20.956 029-:121 r -.014 -.109 2 T - -- 20:875 014 051 _ 3 20.79 014 .008 1 _ 4 5 -20.714 -20.633 014 014 067 125 M40. 1 -265.137 I --.614 12.817 __ 2 268.95 ' -.828 -9.473 -` 3 -268.764 1.043- -6.134 -_ 4 5 -268.f77 1.258_ 201 1 -268 391 -1.472 _ 6.53 M41 1 I -286.454 r 336 9.37 2 _ -- 3 4285.894 -286.267 286.081 551 765 7.314 4�.263 _ 98 _] 216 1 - 5 M42 9 285.708 202.537 _ 1 194 .003 4 825 202.377 186 2_.864 3 4 -202.216 202.055 '- -.375 _ 1:485 1 _ 5 M43 201.895 564 753 _ 824 4:062 - -_ 1 222.34_ 215 6.362 2: 3 222,185 222.025 r- '663--2 404 _ 593 4'.84 _- -- 2.387 - 4 221,864 - 782 995 1 _ 5 M44 1 221.704 _ .971 1_ 5.307 2 -154.622 �15�4.51 057 183 2959 2 357 - 3 _ 4 154398 154.286 - - -.309 434 _1 123-- .744 1 _ 5'-154.174 M45 1 145.104 _-.56- 0573.00884 3.243 - - 2 _ 3_ 147.992 147.88 _ _.183 .309 1.248 4 -- 5 -147768 147.655 _ 434 .56 618 3.117 1 _ M46 - 1� _ 105.548_I 105.467 _ 05 036 975,- 1.012 3 4 -_ --- 105:386 105.305 -�-- 123 21 603_ 25 1 M41 I 1 -105:224 96.023 _ _ .296 _C -.068 1'546 793 _ _ -_ 3 95.861 - 106 .918 .598 - _-- 4 95:78 .192 5 M48_ 1 1-x_64:158 95.7 279 _ 058 .166 1.375 794 ZISA-2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 11 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Member Section Forces By Combination (continued) LC Member Label Section Axial Shear Moment /L\ 1 --- _— _ M49 M50 "3 -64:0184 _� 4 -63.942 5 -63.87 1 55.687 2 55.615 3 —55.543 4 55471 3 99-j 55.3 1 23':383 X903 _ .09 903 .09 :624 164 .04 ( -.238_ - 1:091 068 006_ 08 _ .636- _ 154 1.025 227_974 i.102 346 � —_ —�4 -23.308 2 -23.233 23.158 5 -23'083 028 _ 691 046 —� 842 121 198_ 194 1 M5 1 I_ 1 15.355 _15 28 64 _114_ 213 04 _ 626 _ 3 15.205 :4 15.13 034_43 _- 5 15.054— .267 181 1 M52__ 1 _6.527 2 -.505 142 .276 _ 6.605 _6.683 _ 4 068 _,297 _006 J 466 _ — 232 p4 1 M53 _— — _6.761_08 5 6.839 1 _14,274 153 _ ----.—o787-- 152 (_4 2 14.352-248 3 14.43, 14.508 48 - 004 472 .07 292 1 1 M54 -- _5 14.586 1 p 2 _0 —� 3 0—x_113 144 T 2g —0 p- - 058 015 .058— �� _-5 __0__ 234 234 1 _ 0 _ 234 _234 — �— 2 0 3 — 0 4 0- 175__ 131 —117 .058 -- .058 — 01-5 lember Stresses B Combination -C Member Label Section Axial Shear Bending top Bending bot Aksi)_ (ksi) �ks?� — (si) 1 M1 T 1 7.974 1.927 T -1 302 1.302 ;- 767 a-6-,, I-- —..I I- 5 M2 1— _ 1 � I Iv Uaa_ b89 1.605 -1 5 14.089_ 656 .329 - M3 1 12 025 Raz ono 3 RISA -21D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 12 1� I Company Tanner Smith & Associates May 25. 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Member Stresses By Combination (continued) LC Member Label Section Axial Shear Bending top Bending bot /Lc❑ n,.n 1 1 I ---M4 _ -- - _M5 - _ _ 512-011 1_ 2 313 4 5 5 115.163 2 3 4 5 2 13.999 13.998828 98.5 13.986 --- I 13.985 15:163 15.16 15.15 15.149 15,578 15.578 .613 .891 492__ {- 555 619 804 741_ -.579 642 I 706 _823 .76 .09 .88 81 .967 2.678 1.552 29 021 1.64_ 3.165=3.165 1.852 403 .271 1.913 v .09 881 967 2.678' 1 552" _ 29 021 -1.852 , 403 271 -1973 _ 3! 4� 15.566 15.565 -.56 623 3 538 2 266_ -3.538 '• _ -2.266 -- 1 _5_ M7 _ 1 16.565 15.46 687 417 _858 _ 88 _-.858 88 _ 1 2 1 3 4447 1.5.459 �15�.447 15. _353 _ 967 1:03 _ 1.707 `_ -2-.-398 252 --1. 7 -2 395 _-.252 5 15.446 15.446 1.093 1A9- -2.031 2.038 2.031 2.038 _ 2 15.447 1.026 237 237 - - - 3 4 1 5 I 15459 15.46 15.46 293 .357 2 376 _1.677 6_842 2.376 � 1 677 ---- 1 _ M9 - I 1 -- 15 699 42 .698 795 -.842 795 _ _ 2 3115.7 157_ 12 .634 -.686 -7 4-9 .2.227 3.522 _ -19-8 -2.227 -1-522- 3 522749 1 M10 5 1 15 713 15427 812 .722 301 A03 .301 301 - -.403 1 - 2-_15 3 4 4 7 15 439 15.44 .658 661 1.887 3_234_- -1.887 -3.234 1---.72-5 1.745 1.745 1 M11 - _, 5- 1 15.44 t 14.41 1 .788 588 118 _- 397 __1.592 L -,118 397 _ _ 2 3 _� 14:417_ I 14.429 524 796 _ 2.651 1.592 ; -2 651 4 14 43_ - . 5 + 14.43_-.922 859 872 1.043 .872 _ 2 12,619 112.619 .864 -.352 9.043 .352 .801 1.438 -1.438 12_632 519 3.092 -3.092 - - _ x_12.6423_-1.669 5 12:643 1.732 1 125 2:631 --7E 1.125 1 1- M13 1 2 15.219 15.1-19---] 1.694 1.535 2.531 1 535 -__ _ 3 615.254 1;628 1 871- 1.871 _ - 4 �L15.254 2.285 2_352 5 194 379 -5.134 .379 _ 1 _ M14 1J 2 8.45 8.452 6-1.204--1 1.1.873 .204 - 1 3 4 8.452 8.471 1.05 991 1.133 .293 1.2f7 --- 873 -2.83 --T-- _5 8.471 1.196 952 17 952 1 M15 1 8.887 .778 � -2.555 2.555 RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 13 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Member Stresses By Combination. (continued) LC Member Label Section Axial Shear Bending top Bending bot LISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 14 �2� 3 Lam. 8.887 8.887 ^�1 T_ 51) 711 -1.037 _643 344 tKSIQ 344 8.887 .576 _1.588 1 586 5 8:887 .- 5pg 2.696 -2696 M16 _I_ 1 15.672 .338 09 09 _-- 2 15.672.27 53 53 3 I -15.672 _ 203_i 1.014 _1.014 - I 672 136 1 36 1 36 1 M17 y 5 1 15 _ .069 1.569 -15.404.344 -.012 .012 3 15.404 I 15.404 .277 .621- -.621 - _ + .211 4 -5 -15.`404 15.404 144 1 4791 1 704 479 1 M18 _ I 1 17.894 .077 - 188 1.24 -- -1.704 -1.24 ___- 2 _ -17.894_ -.121- 1.554 _ 1.554 _ 3 17.894 __ 054 1.732 -1.732 - _4 M-1 -9 - 5 1 I 17.894 - 17.894- -17.122)_]_ 013 _ __1.774 11 -.08 1.679 1.774 -f-,67-9- - .201 1.283 2- 317.122 31 -17122 -17.122 _.137 1.644 � 1.869 _1.283 1.644 17.122 .073 009 1 9 ---T--- -1.869 1.957 _5 _� -17.122 055 1.908 1.908 1� M20 117 2 __7 585 17.585 055 1 849 1.849 3 17;585 _119 1663 -.183 ,1 .34 _ 1 1663 -- 4 17.585 .246 .881 881 1 _ M21_ 5 1 -17.685 17.736 -.31 .285 .315 285 268 _2_i17 - - 3 736 17736 -268 _ .252 875 188 f� 1 345 875 1 345 4 -I 17:736 17.736 f2-4-T 679 _1.679 1 M22 1 17.434 .06 1 876 061 _1904 _ 1.876 1904- 1 M23 3 4 _# 517 1 17.434 T 17 434 17_434 434 18.443 .003 1.966 067 1.091 .131 1.679 .195 1.33 086 1.696 J-1.696 1 966 -1 gg1 '-_ 1 679 1.33 - 2 18.443 -1.804 _ �3 �4 5 -18.443 118.443 04 .047 1.775 114 1.61 -1.804 1775 _ 1 M24 1 T 18.443 16175 181 1.309 056 1:724 --1.61 1.309 1.724 2 -16.179 123 1.542 -1.542 4 16.179 16.179 19 .1.224 .256 .77 1,224 _ 77 5 - I a 179 323 -.179 _ 1 M25_ 1 16.931 1 7 179- 1 7- 2 3 -16.931 931 _.051 119 1.626 186 1.216 _ --A226 4 1 _16 -16.931 -.253 769 _1 216 769 5 9.487 16 931 -.32 .184 _ M26 2 - 9 487 _ -.608 3.173 _-.184 3.173 - _ _ -.676 1.863 -1.863 3 < i-9.487. -.743 _.416- _ LISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 14 Company Tanner Smith & Associates 2007 , 25 Designer David R. Smith May y10:32 5, Job Number : AM Truss T-10 Checked By: Member Stresses By Combination. (Continued) LC Member Label Section Axial Shear Bending top Bending bot /Lei\ -I{}- 1 - _ M27 1_ M28 M29 - 4 5 1 2 3 1'.4 _ 5 1- 2 3 _ 4 5 1 9.487 9.487 9.66-5 _9.917 9.928 ~ 9.9�-:344 9.952 10.55 10 562 10:574 10.586 10:598 9.913 81 -1168 n„ T 1.168 8_77 -2 888 _ 2.888 344 4 208 4 208 � 344 2 218 �_ -2.218 228 � .228 344 -1.f6-3j 1 763_ j 1.763 344_ -3 753 3.753 _474 -6.142 6.142 474 3.395 3.395 _.474 .647 .647 474 2.101 -2.101 __474 4 84 4.849 -.531 6 105 6.105 1 1 1 -�_9 _ _ _ M30 M31 - _ _ M33 _ _ -M36--- _ - _ _ M37 _ _ 4 '5 1_ 2 3_' 4 1 5_- 1 2 �_� 5 1 2 3 5 11 ._� 2 3 _� 4 5 2 _ 3 - 4 5 1 3 4 5 1 2 3 4 5 1_ 2 3 4 5 L 9 935 939 9.95 < 9 963 10.919 10 931_ 10.944 10 956 1-0-96-9 9 626 9.639 9 652 9.665 _ 9.678.339 9.212_ 9.225 9 238_ 9.251 9.264 - 9.305- 9.31 9 332 9 346_ 9 36 8.435_ 8.44 8.463 8 477_ 8 49 8.047 8.061 - 8.075 8.089. -8 104 _ - 17 6.9 6.931 _� 6.945 6.96 6.974 _3.06003 3.08 _ 3.094 3.109 3.124 _531 3.034 3.034 531 036 _ 036 T- 531 3 107 _ 3.107 531_ 6 177 6.177 542 -6.192 6 192 f � .542 3 058 3.058 I .542 077 077 .542_ 211 - 3 211 i __R2 6.345 _ 6.345 339 5 403 5 4019- 339 2.744- -2.744 .339 .079 079 339 _-2.585 _2.585 5 25 5.25 _.303_ 4.754 4.754 .303 2.375 2.375 .303 003 003 .303 2..381 -2.381 303 4 76 4.76 158 3.656 -3.656 158 _1:818 =1.818 158 -.02 .02 .158 -1.859 1.859 158 3.697 3.697 .141 -3.278 _3278 .141 1.631 1 631 141 016 016 141 1.66_ _ -1.664 .141 3:311 _-3.311 -.096 2.126 2.126 -A96 1.049 _1.049 096 -.027 .027 096 11104 - 1.104 - 096 2.181 2 181 078 1.701 _1.701 .078 833 .833 078 034 -.034 _ 078 .902 -- 902 078 177 1.77 081 .081 003 113 113 .003 145 145 003 _177 _-_ 177 .003 -.209 qna 1 l ISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 15 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Member Stresses By Combination (continued) LC Member Label Section Axial Shear Bending top Bending bot /Lel 1 f_ M38 - yL 1 T - 1,97 1.985 3 .999 I 4 - 1 2.014 5i 2.029 14_011 �..,/ -:012 012_ 012 -.012 :012 .006 nai K51 .425 -.425 28 28 ..136 136 -.008 008 153 .153 138 .138 _1 1 -4 M40 -- M41 _- 2 -3:996 3 -3.98 3;965 3.949 1 T-16-16:432 2 16.421 3 ' 16469 �4_� 16.398 5 16.387 {_1 17.49_ 2 17:478 3 _ 17 467 4 17:455 006 006 --.06F-DOM— .006 -;063 -.0862.828_ -:108 .13 -.152 _ 03'-2.797 057 .079 :101 __ .064 -,064 - 01 01 .084 -.158 .158 3.827 3.827 2 .828 1.533 _ -1.533 06 .06 -1.95 195 2.797 2.184 2.184 P 1 273 _ 1.273 065 .065 1J_ M421' -�-2 55 17.444 15049 15 037 3'--15 123 0 024 -.048 1.44 -1.44 _1.16---1,16 < 1 003 1 003 .52 52 4 -15.013 5 1 _4 16.521 1 2 X16:509 �1 16.497 16:485 5 16.473 11 17.247 2_,- 17.234 3 17222 I 17.209 5 17.197 16.52 2- 16.507 ---- _ 16.495 4 _1 16.482 5 1647 1 ? 17 092 2 117,079 3 -� 17,066 I 4 17 053 - -?-_- .073 .097 .028 052 .076 � 101 125 012 .039 _.066 093 12 .012 _:D39 .066 093 12 ,014 .01 -.035 - 06 -.288 288 1.423 1.423 2 228 2 228 1695 1.69-5 -' - 836 836 348 348 ___186 _ 1859 1.796 1431 1.431 .681 � -_681 - 452 _ 452 -1.968 1.968 -1872__87 1.2 -1.507 1 507 758 .758 375 - 375 1.892 1 892 1.242 1.242 ` 1.288 1.288 -:768 -.768 319 319 1 1 1 T M 43. -�4 _M44 - _ _ _ - 1 _ M46 _� I -i 1 _ M47 _ 5 t 17.64 J 1 -15.55 2 15.537 3 15 523 085 .019 :005 .03 _ -1,971 1.971 _-1.01 _ 1 01 1.169 1.169 _ 762 762_I 1T 1 _M48 .._ M49 --j 4 15.51 5 15.497 1 12.204 2 1219 I 3 12177 4 -12 163 1 10 593 2-t7-:16-.51-9 .055 .08 .02 006 031 -.056 023 002 212 x _212 1.751 T_41. -75-1- 1.154 -1.154 1.311_ 311 .907 -.907 -.059 .059 1.0$7 1.0187 1 25251 1 251 EISA-2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.72d -Page 16 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Member Stresses BV Combination (continued) LC Member Label Section Axial Shear Bending top Bending bot 7emberDefiections By Combination LC Member Label Section x -Translation y -Translation (n) Uy Ratio 1 _ M1 1 (�L in _ 0 NC 2 012 368 _f 4080.714 3 023 714 _ 2806 547 4 .035 1.019 L 4426.175 -5 5 -,.046 - 1.308 1 N( - M"tlD wiv -.209 -3.687 - NC 2 .23 _ 3.944 7814. _ - 3 252 419 4984. 4 274 99 -4.413 I 68. r 5 .296 - _4 R9 nir 1 RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 17 3 1 4 10.565 10.552 �� .027 924 psi) .924 1 _ M50_ �5 1 _ 10.538 -4.448 _.053 078 1.414 .035 502 .036 1.414 502 -4.434 .01 004_ 1 004 3 4.419 _1 016 933 -.933 --_5 M51 - 1 05 -4.391 2.921 � -.061 929 1 -_039 .31 929 31 2 -3 4 2:906 2.892 2.878 014 .909 - 012 935 387_ 909 935 _ L037 387 1 _� M52 6 2.864 __ 1.242 062 733 L=OT 049 -.733 -- - _� 4-q - - __ 3 1 256 23 I 023 -002- .431 5 1 271 1 286 1.301 T 677 _ .027 __ 338 _ 677 338 1 .__ M53 1 2.71 5 _053 _587 052 55 =.027 __.587. 55 �2 3-� 2.73 2 745_ 36 001 585 .36 685 4,_ 2.76 024 _.425 j 1 I M54 5 2 775 _049 421 - _425 - 421 -_ 421- 1 2 p- p 0 0 009 0001 _0 001 - _-� - 3 4 - 0_ _ 0027 - ---- 005 _018-- 005_ .005 -_�5: 0 011 011_ 1 1 0 -.036 019 19 .019= 019 019 =M55 - 2 -_ 0 .027 .011 - 011 3 0 018 005 4 67 > .009 -.011 _005 001 5 0 , 0 p 0 7emberDefiections By Combination LC Member Label Section x -Translation y -Translation (n) Uy Ratio 1 _ M1 1 (�L in _ 0 NC 2 012 368 _f 4080.714 3 023 714 _ 2806 547 4 .035 1.019 L 4426.175 -5 5 -,.046 - 1.308 1 N( - M"tlD wiv -.209 -3.687 - NC 2 .23 _ 3.944 7814. _ - 3 252 419 4984. 4 274 99 -4.413 I 68. r 5 .296 - _4 R9 nir 1 RISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 17 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Member Deflections BvCombination (continued) LC Member Label Section x -Translation y -Translation (n) Uy Ratio (inl n�� 1 f M5 1 296 4.62 NC - 2319 -4.82' 5692:976 3 .343 5.003 3891.078 - _. M6 _- 4 5 1 .366 .39 .39 _5.158- 5 293 -5.293 _ 5500:533 i_ NC NC 4832.676 1 _ 3 4 I 438 -.462 5.526 -5.64642.282 L 3330.538 f- -5.6--5- 5.65--NC2 -- ---NC- - -.51 5.686 5 704 7506:985 5944.699 4 .5 -6.76f--- NC -5 MB _582-5.697 NC _1 _ ] -.107 - - f _5.726_ NC 2- 3 4 131 -=5.737 .155 - .179 _5.746 -5.735 NC 6038.104 7631.55 - - -- - _5203-L 5.707 NC 1 2_ .203 227 -5 707 5 NC _.--�.3 251 664 5599 4687.299 3351.403 M10__ 4 5 - .276 3 ___ 5.501 5.383 4849.906 _ - NC 1 1_ -.3 _ 5.383 NC _ _ 2 3 .324 .348 -5.255 -5.108--�-3772:944 5352.689 - --4 _ 54.738 -.372 - 4 932 -W-334-- 1 M11 1 �_ NC - 396 -4.738 NC 2 -1-14.536_ 6921.056 - - 3 .441 5064.57 _ -4 _ .469 T _4.318 __ -4,076 80.87.548 11._ _ . - -, M12 _ __ 5 - 1 ? _-.486 _.486 505 3.825 _3.825 3 576 _ NC NC - 3 6570.315 _ - T _525 544 3.311_ 3.019 ] 4509.412 7152.088 1 M13564 5 1 �1 2 564 - 2 716 2716 NC - NC 3_ I 588 �t-- 611 �2.422 - 107 4756_389 3276.265 5 -� .635 _1.75 60971013 _ .659 1.388 NC _659 .671 __1.388 -1.069 NG 7986.967 _:684 _ 742 4987.286 1 --f M15 4 5 11 696 .70C= 1 392_ 029 L11.256 7307.806 NC 2 ` .925 --:911 - NC -_' 3 1.572 -1-.9-- NC _ - 4 897 -884 _ -A- NC 2 224 2 NC NC 2 53 NC I M16 1 _ ? _.87 8 �. 45 I _ 2.53 -2.821 _NC _- 21SA-2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 18 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ 'Member Deflections By Combination (continued) LC Member Label Section x -Translation y -Translation (n) Uy Ratio ;ISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 19 ( 3 821 4797 3 105 8242.36 3.,:3 79 9716.758 _ __5 M17 1 772 1 .7723637 3 637 T -NC --- -NC - 2 749 3.886 NC 5 725 4127 7743.782 1 _-_ 'M18 4-.701--x,357 5 -.677 1 -.677 1 9196.591 4 572_ NC 4.522. NC 2 649 3- 621 -4.769 _ 6760.053 1 -4.949 4925.762 _ 4594 5 566 _5111 _ 6470.604__ ---5-.254-- - 1 _ M19 1 566 NC 5.254 -NC7-- 2 539 - 513 5.38 6405.984 -5468 - 4637.181 4 486 _ 5.577- 6047.874 1 _- M20 1 .46 1 1 =.46 -5.645 NC _ _ -5.645 NC --- 2 -.432 �� -:405_ 5 693 _ 7974.225 5.722 6529.903 �_ �4 378 5 -.35 �__ _ 5 738 9776.371 5.744 NC M21 M2-- 1 - 35 2 - 5.144 NC I-- - _323 3- -.295 5,746 9768'.025 5.74 6506.256 4 -.268 5.719 7926:975 1 M22- 1 -.24 -.213T-.621. ! 5.68 NC 3 -.186 5992.1 5.54 4582:808 ' - - _�_ 4 59 -.1 -5.44 6313.015 _ 5: _132 -5.322 NC - 1 M23 _ 1 .132 _ 2 _5.322 NC 5.186 _ 6327.548 3 _ 075 5 032 4802.927 _ 046 5 0184.667 -:018-4667 2E00 _ 4.858 --T 6569.353 NC NC �4 458 8546.757 3 4_�3 7048.448 995_5 3.748NC-- 1 _ _9251 083 -3.748 NC _2 109---- .135=3.216 91 8275.675 6816.654 _162 2.927 NC I M26__ _ 5 - .188 1_ 188 ----2.63 2 _ 203 3 217 -2.63 NC j NC __-2.313 NC_ 1.975 NC - 4 _ 232 .247 2 1:295 3 1.282 4 .1.269 _-1.633 _ NC - 1.303 -T NC .008 NC NC 463_1 NC -.685 I -NC ;ISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 19 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Aember Deflections By Combination (continued) LC Member Label Section x -Translation y -Translation (n) Uy Ratio 1 1 1 t --F-5-T-1.256- M281621345 _-_ - M29 ___ M30 _ _ I13 M32 - _. L M33 _ �_- _ _M34 _ -_ - 1 3 _4�- 5 2 3 I 4 5 1 2 4 5 2 _ 4 5 1 2.4 3 4 5 1 2 3 4_. 5 _ 1 24.705 3-T 4 5 1 2 3 4 - 5 1 2 �3 _ 4 3 L 2 3 4 5 1 4�E--.44152 1'.331 1.317 1303 2.585 2.571254 2.558 �.4447 2.544 2.53 2.691 2.675 2.66 2.645 2.63 3.693 3_679 __ 3.665 3.651 3.637 ( _ 3.802 3.789 �,_ 3775 I 3.762_ T 3.748 4.628 4 614 4.6 --4.-6w 4.572 _4.718 4.692 4.679 I-_18 4.667T_ 5.305 5.2.92 __ 5.279 5.267 5.254 5 365 5.355 _ 5.344 I 5.333 5'.32.2-.132 5.666 5.656 1--298. _5.645 5:693 5 .69 5 687 5.684 :5.68 5.717 - 221. +_ 002 247 026 -.641 87 677- _ 444 _ 246 047 188 055 256 - 416 _ 575 t 772 .644 .445 _281 117_ 083 103 _ (, _266 389 _ 512 _ 677 _� 593 I 431 • - 306 018 169 __.28 _ 366 .453 _ 566 524 - 33 242 __ 348 - 46 _ 44 397 - 347 _294 _ 24 _ _- 345- 219.091 326.731 __ - 625.162 NC N� 706.194._ 381.363 261:041 190.318 NC 9954.067 NC: 8593.388 1 -NC _ NC 7610.075 --- NC 9106.047 NC _. NC 9324.016 NC 9256.715 NC__ NC 1075.895 613.605 428.715 305.833 NC 9929 501 NC --93-5-0471 NC 1646.48 - 928.697 645.242 461.259 NC NC NC NC NC 4061.744 1968.809 912865 NC" N C NC_ -- _NC NC -- NC - M35 - _M36 _ - . -5. -_ -_ _1038 _1 - - _ M39 ISA -2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 20 0 Company Tanner Smith & Associates May 25, 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Member Deflections BV Combination (continued) LC Member Label Section z -Translation y -Translation (n) Uy Ratio R16A-21J Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Paqe 21 2 3 5.724 -_ _ .347 - 5 73 347 4 _ 5.737 _�_NC .348 NC M45 5 -.-1 5.744 -0-..-I- .35_ NC 1 2 031 0 _ NC - 3 4 5 .0631 .094 .126 449 839 _ 1 196 1555 3675.866 -3624.969 7491.344 1 NC 1 M41 _- 1 535 465 NC _ -3 4 .602 635768 - 094 444 0 241 8732.125 1_ 5 _669 1 _ 1.146 NC M42: _J 1 853 g92- NC - -- 2 3 .884 1.388 NC -- -- -4 .915 .945 1.761 � 2 122 NC NC 1 5 .976 - -2.491 NC M43 _ 1 1.426 2 1,459 _.572 998 -NC 6290 3 1.493 1 384 _ 6749.994 4� b 1.527 1.75 NC 1 M44 __1 2 1.56 1:701 2126 -1947' NC NC -- 1.736 2 307 _ 6143.127 -__-T3 t-4 -1.772 2 623 -2.918 .6952:806 1.808 NC 1 :- - M45 5 1 -1_844 2.296 __ --3.229 -T 1.558 NC NC -- _ 2 3_ 2.33 -' 2.364 _ 1.924- 2 245 5630.48 - 6111.973 -_ =t_3 - - 4 _ 2.399 9 -I -NC 5_ -2.433 NC l L-_ M46_. 1 _2.48 _2853 2.737 -. NC _ 2 2.516 3.056 4714.032 -- 3 4 2.552 2.588 _ -3 321 3 554 4882.392 NC 1 _ M47 5 1- '2 I 2.624 3.065 3.098 j 3.804 2 34 2.654 -2.92 C N - NC 4987.161 37 4 3.131 .3.164 __ 3154 --I 4934.728 _ _NC 5 -1 3.197 3.157 I -3- _ 3 4 ` -3.W13-- 86 - NC -NC 2 2 3 _3.183 321 J 3 64 3.837 _ 4095.362 3846.533 4 3.236 3.994 8300.598 -NG 1 M49 -T 1 :3.263 _ -4.157 L 2 964 - NC - 2 3 4 _3.718 3.741 3.754 3:787 3.213 3 408 4135.044 3756.942 5_ 3.81- 3.563 3718 7571.1 T 1 - M50 1 3.663 _ -3.84 NC NC - -- 2 3 3.673 3.683 -4 01 --4446.163 _4.134 ' 3656168_ R16A-21J Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Paqe 21 Company Tanner Smith & Associates May 25. 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked By:_ Member Deflections, By Combination (continued) LC Member Label Section x -Translation y -Translation (n) Uy Ratio 1 M51 4 _ 5 1 ---T-199 34.205 44.212 3.693 3:702 4.193 4.216 T 6_292.124 � --4.286-1---NC-- 4:286 NC -3 _3.389 --- NC 3:55 4619202 3.671 3646.684 3.749 _ 5937.491 1 M52_ 5 1 4.218 _3:946 3 812 NC 4.073 NC 7.507 _2 3 3.943 _3:94, 4138 7894.659 4.184 8 _ 687 4 5 3.937 3:934 4.199 8482.139 482.1 4.2 ---NC _ 1 M53 1 2 4.44 4.434 3.59 1_ NC _ 3 4.428_ 3.647 8223:497 1 3 6895418.768 046 T-4- _ 4.422 .558 1 M54 5 1 4.416 3.699 7832:951 3.69 NC _ 7.507 .925 1.095 NC 2 __ .925 _ _ 1.135596.473 --1.176 _.925 1 298;236 1 M55 5 -.925 _ .925 ]- 1 216 198.822 1.256 149,114>a1t 1 247 ----1.303 143.732 -- 3 4 5 247 .247 .247 --I- 287.472 1 178 574:946 > 1.136-� NC ?emberA)SC ASD 9th Code Checks By Combination LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message k ft M2 .438 6.422 096 0 H1-1 - .639 0 ' .084 0 _mis _ M4 M5655 M6 i 511 .597 682 644 7.507 7.507 7.507_ 7 507 .045 045 040 f 041 055 M7 M8 .644 7.507 I .054 _-f M9 1Uri-013 _ 687 7.507 041 M10 M11 1 _ .668 613 7.507 039 H1 1- _ r7 507 046 _M 12 .558 } 7.507 087 nM13 nan I .720 _1 7.507 121 0 0 I H1_-1 - 0 H1-1 - - - T- u i 15.013 H1-1 15.013 1Uri-013 H1-1 15.013 I -15.- 5 013 H1 1- - _ 14.01.2 0 0 H2-1 - - 1 I 'M18 .656 10.469 1 009 0- I 1-12-1 - 1 M19 636 11.719 t M20.648 0 016 1 M21 654 _ 15 _ 016 0 I H2-1 1 422 .647 _ 3.594 .01� 15 1 H2-1 t I M23 _ 675 _ 4.844 _t 009 _ 15 C H2-1 1 M24 1 597 0 016 15 1 1-12-1 '- I M26 621 0 016 15_ I H2-1 422 0 ZISA-2D Version 5.5 [C:\RISA\BYU Idaho Events Center\T-10 FIXED HSS RECT.r2d] Page 22 Company Tanner Smith & Associates May 25 2007 Designer David R. Smith 10:32 AM Job Number : Truss T-10 Checked 8y: Member AISC ASQ 9th Code Checks By Combination continued LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message ifri !Al 1 9 1 1 1 _ 1 1 1 1 M27 M29 .: _ M30 M31 'M32 M33 M34 M35 M36 M37 .505 .585 564- .606 .567 t 534 619_ � 555 505 :428 0 a 13.375 13,375 0 14 14.625 � > 14.62 X15.25 15.25` - .019 :026 .0290 .029 .018 :.016 OQ9 008 .005 -_ fl04 0 U --.- 0 i 0 t3 i- 0 0 - I Q 4 1-11-1 _ _ 111-2 Eft -2 H1-2� - H1-1- H1-1 � `H 1 1 H1-1 - HI -1 -_ _ s M38 .180 120 15.875 i ', _.fl .000 .001: 1 0 _ Fit -1 1 _1 1 M39 M40 M41 .150 _ .721 0 Q _ 008 0 18_55 �H2 - - 1 1 1 M42 M43 _ M44 .726_ 590 672 688 0 ; 19:6871}05 7-0---.007 .007 18.55- X19.687 19.687 _H2-1 H2-1 �. �_ - �- - _ `i � 1 W`20.097' 0 013.7 .007 2Qd097 20.097 H2-1 J 1 1 M46.__....689 M47 .625 M�20.518 20,5.18 005 .004 20.518 ; 20.518 H2-1 1 M48 M49 M50 :498 120904- 433 20.95 004 20.95 H2-1 1 �__ M51 iw152 .1987.13 .141 1 .260 -"22 21,841 004 .003 .003 21.391 21.391�T 2-177 H2-1 7 `- 1 M53 r 535 ._ 11.83 .003 _2-1.841 0- HIT 1 M54 .001 2 - �- 002 - 001 0 002 0 J _ H1-2 EISA-21) Version 5.5 [C:IRISAIBYU Idaho Events CenterlT-10 FIXED HSS RECT.r2d] Page 23 R oC) C> cl W) M � a ke) R R Cn kr) M N M}, 3 RI C) O p., on on cn ? 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FSBA 1 STORY LATERAL BOX Designed by: LWT IBC 2003 Wa112 Wall_Inl2 Diaph2 LF 1 of 4 PROJECT: ORMC Heliport ID 1 LOCATION: Box B Walls R Parapet Shared FR Length Gable Fit M up 55.0 ft 5.0 ft 0.0 ft 340.0 ft 0.0 ft 70 psf Dow n 55.0 ft 5.0 ft 0.0 ft 340.0 ft 0.0 ft 70 psf Left 55.0 ft 5.0 ft 0.0 it 210.0 ft 0.0 ft 70 psf Right 55.0 ft 5.0 ft 0.0 ft 210.0 ft 0.0 ft 70 psf Intermediate Walls Direction R Length M Total Wt u -D 11.0 ft 30.0 ft 0 psf 0.0 ft int. walls Il to L -R dlr. L -R 11.0 ft OA ft 0 psf Diaphragm Direction Total L Chord L Aspect Uw_sh_ht:= Wa1121,3-ft Uw_sh_ht = O fl U -D 210.0 ft 209.0 it 1.622 max ratio L -R 340.0 ft 339.0 ft 0.617 Mn ratio Lateral Factors 1 3 Diaphragm Wt 50 psf V or E11.4 0.0610 Lw_p := Wa1123 2 ft Lw_p = 5 ft Lw sh_ht = Wal123 ft Lw_sh_ht = Oft Diaphragm (Fp3) 0.0610 , 3• Out of Plane (Fp2) 0.1220 Rw_p:= Wa1124, 2- ft Rw_p = 5 ft Rw_sh_ht := Wa1124, 3 ft Rw_sh_ht - Oft Anchorage (Fp2 or Fpl) 0.1220 Wind Pressure 25 psf Uw_g ht := Wa112; ft Uw_g_ht = OR psf Uw_wt := Wa1121, Uw_wt = 70 psf 3o. o it !m. walls it to u u cur 1 i 1 up 1 ' 1 1 ' 209.0 ft 210.0 ft ' Down n 339.0 ft 0.0 ft int. walls Il to L -R dlr. 340.0 ft Uw_hi = Wal12t jt Uw_ht = 55 ft Uw_p:= Wa1121,2-ft Uw_p - 5 ft Uw_sh_ht:= Wa1121,3-ft Uw_sh_ht = O fl 1• Dw_ht := Wall22 -ft Dw_ht = 55 ft Dw_p:= Wa1122 ft Dw_p = 5 ft Dw_sh hl:= Wa1122 ft Dw_sh_ht = 0 ft 1 3 Lw_ht := Wal123 -ft Lw hr - 55 ft Lw_p := Wa1123 2 ft Lw_p = 5 ft Lw sh_ht = Wal123 ft Lw_sh_ht = Oft 1 , 3• Rw_ht := Wa1124 -ft Rw_ht - 55 ft Rw_p:= Wa1124, 2- ft Rw_p = 5 ft Rw_sh_ht := Wa1124, 3 ft Rw_sh_ht - Oft 1 Uw L := Wa1121,4-ft Uw_L = 340 ft Uw_g ht := Wa112; ft Uw_g_ht = OR psf Uw_wt := Wa1121, Uw_wt = 70 psf 5- 6• Dw_L := Wa1122 ft Dw_L = 340 ft Dw__ht := Wall22, 5- ft Dw_g hl = 0 ft Dw_wt := Wal122 6•psf Dw_wt = 70 psf 4• ,4 ft Lw -L:- Wa1123,4' Lw_L = 210 ft Lw_g hl := Wa1123 5• ft Lw_g_ht = 0 ft Lw wl:= Wal123 6 psf Lw wt = 70 psf Rw_L := Wall24 ft Rw_L = 210 ft Rw__ht := Wa1124, 5• ft Rw-g_ht = Oft Rw_wt := Wa1124, 6 psf Rw_wt = 70 psf DLB 3/22/2007 1 Story Box Gymnasium. mcd -SBA 2of4 UDiw_ht:= Wall_Int11 1• ft UDiw_ht = 11 ft UDiw_L := Wall _Int21 2• ft UDiw_L = 30 ft UDiw_wt Wall-Int21,3 -psf UDiw_wt = 0 psf LRiw_ht := Wall_Int12 1 ft LRiw_ht = l l ft LRiw_L := Wall Int22 2 ft LRiw_L = Oft LRiw_wt := Wall_Int22 3• psf LRiw_wt = 0 psf UD := Diaph21,1 - ft UD = 210 ft LR:=Diaph22 1 -ft LR=344ft Diap_wt := LF 1 •psf Diap_wt = 50 psf V:= LF2 V= 0.061 Fp := LF3 Fp = 0.061 Seismic Calculations: UL_diap := Diaph21, 2• ft UD_diap = 209 ft LR_diap := Diaph22 2• f t LR_diap = 339 ft OulPlane := LF4 ouiptane = 0.122 Anchorage := LF5 Anchorage = 0.122 Wind Pressure := LF6•psf Wind Pressure = 25psf Wt CaIC: M. bt-UDiw L-UDiw wt LRiw htLRiw L-LRhw- vt iwwt_ud :_ - 2 - - iwwt_ud = 0.0k iwwt_lr:= - 2- iwwt_lr= 0.0k U Trib_abv := +j{ Uw_ht = Uw-sh_ht, Uws, r;�Uw sh_ht > Uw_ht, (Uw ah ht - Uw_ht) + 2, U. -PI] U Trib_abv = 5 ft U Trib_blw := if[Uw_ht = Uw_sh_hl,Uw_ht + 2,tf[Uw sh_hi> Uw_ht, Uw_ht + 2,(U01 — Uw_sh_ht) + 2]] U Trib_blw = 27.5 ft Uw wt2 := if by ht = U. -,h -ht, Uw wt + 2, Uw_wt) Uw wt2 = 70 psf D Trib_abv:= il[Dw_ht =Dw shThi, Dw_p,ij[Lhv_s1_hl> Dw_ht,(Dw_sh_ht- D. hi) = 2,Dws]] D Trib_abv = 5 f D Trib_blw := if [Dw_hi = D. -,h -hl, Dw-ht + 2, if[Dw_sh_ht > Dw_ht, Dw_hi - 2,(Dw_ht - Dw_sh_ht) 2]] D_Trib_blw = 27.5 f1 Dw wt2 := if (Dw_ht = Dw sh_ht,Dw_wt + 2,Dw_wt) Dw-wt2 = 70 psf L_Trib_abv:= +;f[Lw_ht = Lw_sh_ht,Lw�,rf[Lw_sh ht > Lw_ht,(Lw_sh_ht - Lw -hl) +2, Lw-pl] L_Trib blw:= rf{Lw_hi = Lw_sh_ht,Lw_ht+ 2, Yl Lw_sh_hi > Lw_ht,Lw-ht + 2,(Lw _ht - Lw sh ht) + 211 Lw. wt2 := if �Lw_ht = Lw_sh_ht, Lw wi + 2, Lw_wt) R_Trib_abv:=i[R._ht=Rw_sh_hi,Rw,if{Rw_sh_hi>Rw_ht,(Rw_sh_ht-Rw_hi)+2,Rw-pll R Trib_blw := rj[Rw_ht = Rw_sh ht,Rw_ht + 2,rf[Rw_sh_ht> Rw_ht,Rw_ht + 2,(Rw_ht - Rw_sh_ht) + 211 Rw w12 := lf(Rw_ht = Rw sh_ht,Rw_wt + 2,Rw_wl) U wt = Uw_wt2•Uw L•(U Trib_abv+ U Trib-blw) D_wt:= Dw_wt2•Dw_L•(L_Trib_abv + D_Trib_blw) L_wi:=Lw_wt2•Lw_L•(L_Trib abv+L_Trib_blw) R_wt = Rw_wl2•Rw_L•(R_Trib-abv+ R_Trib_blw) Wt:- U wt + D_wt + L_wi + R wt + Diap_wl• UD -LR + iwwt_ud + iwwl_Ir BaseShear := V•Wt L_Trib_abv = 5 ft L_Trib blw = 27.5 ft Lw-wt2 = 70 psf R_Trib_abv = 5 ft R_Trib_biw = 27.5 ft Rw_wt2 = 70 psf U ivt = 773.5 k D wt = 773.5k L wi = 477.75k R wt = 477.75 k 3 wt=6.1x 10 k Baseshear = 370.42k DLB 3/22/2007 1 Story Box Gymnasium.mcd 3 of 4 Diaphragm Forces: Calculate wpx each direction: wp_ud := Wt -- L_wt - R_wr - iwwt_ud wp_lr := Wi - U wt - D_wl - iwwt_!r Fp-ud:= Fp•wp_ud Fp-Ir Fp- wp-Ir v ud :- Fp_ud + (2UD_diap) v Ir:- Fp_lr (2LR_diap) perp ud := Fp_ud m LR_drap perp -1r:= Fp Ir + UD_diap Chord -u:= perp -ud-LR-diap2+ {$ UD_diap) Chord -I:= perp_Ir•UD-diap2 + (8 -LR diap) Wall_V u:= Y•[(L_wt + R wt + Dip t. UaLR + iwwt_ud) 2 + U wtl Wall _Vd := V[(L_wi + R_wt + Diap_wt• UDLR + iwwt_ud) e 2 + D_wt Wall_V 1:= V f(U wt + D_wt + Diap_wb UDLR + iwwt_Ir) + 2 + L_wd Wall -V r := V -[(U wt + D_wt + Diap_wt• UL}LR + iwwt_lr) + 2 + R_wtl Calculate Out -of -Plane Forces on the Walls: wp_ud = 5117.00 k 3 wp-lr = 4.53 x 10 k Fp_ud = 312.14k Fp_1r = 276.06k v ud = 747 pif v_lr = 407 p f perp ud = 921 pif perp_lr = 1 x 103 plf Chord u= 63.29k Chord -i = 21.27k Wall V u = 185.21 k Wall_V d = 185.21 k Wall_V I = 185.21 k Wall V r = 185.21 k Uw_wt '8.51 Up Dw_wr 8.5 Down OPF:=Outplane- CIPF= Ps1 Left Lw_wt 8.$ Right Rw_wt 8.5 Calculate Out -of -Plane Anchorage Forces:_ (U Trib abv+ U Trib_blw)�Uw_wi 277'5 Up (D_Trib_abv + D Trib blw)•Dw_wt 277.5 Down _ AF := Anchorage. AF = plf Left (L_Trib abv+L_Trib_blw)•Lw_wt 277.5 (R_Trib_abv + R_Trib_blw).Rw_wt 277.5 Right )LB 3122/2007 1 Story Box Gymnasium.mcd TSBA 4©f4 Wind: U wTrib-abv:= if[Uw_ht= Uw_sh_ht,0•ft,if[Uw_sh hr> Uw_ht,(Uw sh ht- Uw_hr) : 2,max(Uw_p,Uw-g_ht)ll U wTrib ahv= 5 f U wTrib_blw:= if[Uw_ht= Uw sh_ht,0•ft,If[Uw sh_ht> Uw_ht,0-ft,(Uw_ht- Uw_sh_ht)= 211 U wTrib_blw= 27.5ft DwTrlbabv:=if[Dw_ht=Dw_sh_ht,0•ft,iADw_sh_ht>Dw_ht,(Dwsh_ht-Dw_hi)=2,max(Dw_p,Lhw_g_hi)]j L?wTrib_abv=5f} D_wTrib_blw:=if[Dw_ht=Dw_sh_ht,0•ft,it�Dw sh_ht>Dw_he,0•ft,(Dw_he-Dw sh_ht)=2]1 D wTrib bJw=27.5$ L_wTrib_abv:- if{Lw_ht-Lw-sh-hi3O-ft,rf{Lw_sh_ht> Lw_ht,(Lw_sh_ht - Lw_ht) _ 2,max(Lw_p,Lw_g_ht)]a L_wTrib_ahv= $ ft L_wTrib_blw := i1{Lw_lit = Lw_sh_he, 0- ft, rA Lw_sh-hi > Lw he, 0 -ft, (Lw -hr - Lw_sh ht) = 211 L_wTrib_blw = 27.5 ft R_wTrib_abv:= if{Rw_ht= Rw_sh_he, 0•f1,i [Rw_sh_ht> R.-hl,(Rw_sh_ht- Rw hr) = 2,max(Rw_p,Rw_ghr)]] R wTrib_abv= 5 f1 R_wTrib_blw := if [ Rw_ht = Rw_sh_ht, 0• ft , if [Rw_sh_ht > Rw_ht, O- ft, (Rw_ht - Rw_sh_ht) + 211 R_wTrib_blw = 27.5 ft perp_w_ud_plf := max(U wTrib_abv+ U wTrib blw,D wTrib_abv+ D_wTrib_blw)-Wind Pressure perp_w_ud_plf = $12.Splf peip_w_I"If := max(L_wTrib_abv + L_wTrib_blw,R wTrib_abv + R_wTrib_blw)-Wind-Pressure perp_w_lr-pif = 812.5 plf Wind ud:= perp_w_ud_vlf•LR Wind rid = 276.25k Wind Ir:= perp_w_Ir_py'•UD Wind lr= 170.62k Wind rid {Yindh Windy-rrd := Wind v_ud= 66x1 pIf Wind v _ lr:= Wind v_Tr= 252 plf 2-UD_diap - - 2-LR_diap 2 w_Chord u;= perp _w_Wp� r-LI_diap + (8 UD_diap� w_Chord rt= 55.85k 2 w_Chord 1:= perp _w_lr_plf • UD_diap + (8 -LR dlap) w_Chord 1= 13.09k Wall_V u:= Wind lr+ 2 Wall_V_it = 85.31k Wall Vd := iYall V u Wall V d = 85.31k Wall_Y 1:- Wind rid -. 2 Wall_Y 1= 138,13k Wall_V r:- Wall V i Wall -Yr = 138.13 k Uown WALL (Owl Oral Orit3 ) (Oud 01#2 Our3) ]LB 3/22/2007 1 Story Box Gymnasium.med Page 6 of 57 Report ER-2078P (12/01102) TABLE 7—DIAPHRAGM FLEXIBILITY LIMITATION 1.2.3.4 MAXIMUM SPAN-DEPTH LIMITATION SPAN FOR FLEXIBILITY F MASONRY OR ROTATION NOT CONSIDERED IN ROTATION CONSIDERED IN CATEGORY CONCRETE DIAPHRAGM DIAPHRAGM WALLS ---------- (in feet) MASONRY OR FLEXIBLE MASONRYOR FLEXIBLE CONCRETE WALLS WALLS' CONCRETE WALLS WALLS' Very flexible >150 Not used Not used 2:1 Not used 1%:1 Flexible 70-150 200 2:1 or as required 3:1 Not used for deflection 2.1 Semi-flexible 10-70 400 2%:1 or as required 4:1 As required 2/:1 for deflection for deflection Semi-rigid 1-10 No limitation 3:1 or as required 5:1 As required 3:1 for deflection for deflection Rigid 41 No Limitation As required No As required 3/:1 for deflection limitation for deflection ' Roof diaphragms are to be investigated regarding their flexibility and recommended span-depot limitations. The limitations shown in Table 7 may be used in lieu of a rational analysis of the anticipated deflections. Refer to diaphragm tables below for determination of value of F. z Roof diaphragms supporting masonry or concrete walls are to have deflections limited to the following amount: Awa1f= HZ f° Where: H = Unsupported height of watt in feet. UlEt t = Thickness of wag in inches. E = Modulus of elasticity of wall material for deflection determination in pounds per square inch. fe = Allowable compressive strength of wall material flexure in pounds per square inch. For concrete, f, = 0.45f,; for masonry, f = = 0.33f'.. ' F When applying these limitations to cantlevered diaphragms, the allowable span-depth ratio will be half that shown. The total deflection of the diaphragm, in inches, maybe computed from the equation: A = Af+ A,,. Where: Af = Flexural deflection of the diaphragm determined in the same manner as the deflection of beams (see equations below). A„ = The web (shear) deflection as defined in the equations below. DIAPHRAGM DEFLECTIONS (inches) TYPE OF DIAPHRAGM LOADING CONDrTION FLEXURAL DEFLECTION Ar WEB DEFLECTION A,,r Simple Beam (at can (er) Uniform Load 5wV(12)3 wL=F 384EI 8x106d Simple Beam (at L } Uniform Load wLt(12)3 — x 3 q, LIF 24EI (L 2L(Lr)+Lt) 6 la Simple Beam (at center) Load P applied at center PL3[12}3 PLF 48EI 4x106d Sim pre Beam (at center) Load P applied at 113 ports of 23PL'(I2)1 PLF span 684EI6 3x10 d Cantilever Beam (at free end) Uniform Load wa'(12)3 wa�F BEI 2x 106d Cantilever Beam (at free end) Load P applied at free end Pa 3(12)3 PaF 3EI 106 d Where: L, = Distance between vertical resisting element (such as E= Modulus of elasticity of steel, 29,5000,000 psi. shear wall) and the point to which the deflection is to be 1= Moment, of inertia of flange perimeter members about the determined (ft). centroidal axis of the diaphragm (in.'), a= Span length of cantilever diaphragm F= Flexibility-factor; the average microinches a diaphragm d= Depth of diaphragm (ft). web will deflect in a span of 1 foot under a shear of 9 ib. P= Concentrated load (lb). L = Span length of simple beam diaphragm (ft) w= Uniform diaphragm load (Ib/ft). q,„ = Average shear in diaphragm over length L, (lb/ft). INNER SMITH BARFUSS & ASSOCIATES PnwEcr iRUCTURAL ENGINEERS PROJECT# PAGE: T S 233 North 1250 West #201 Centerville, Utah 84014 ARct*tecT DATE Phone (801) 298-8795 B Fax (801) 298-1192 Email tsba@aros.net LOCATION ENGINEER OF .................. .............:....... :.......:............ ........................... •...... ;...:.. ..r.. �:I......:.. ..:.......... .. - .ter _ � � .:. ,}1� .. � ..:...:... .. .. . .. .. Y ................... .......... , ..-r ........ ' _.......:.......:............ ...................... NNER SMITH BARFUSS & ASSOCIATES PROJECT RUCTURAt_ ENGINEERS PROJECTN_ ._ _ _ PAr,1 T 233 North 1250 West #201 Centerville, Utah 84014 ARC"rTEoT DATE Phone (801) 298-8795 V A Fax (t 238-1132 sb Email tsbaQaros.net LOCATION ENGINEER OF ..;: ..... ..�:.......... ..;. .....s.. ..... .... . �..5-.:.............`: .... :....; ...... �; ...... �::.,.........:.. .....:.... .. ....._............ ............... ....................... .. ...............:..................,. -..I. ,................... ....`............. ...... . .......... ..... ..................... ..: ..- ... . ... ....... ....... 7..,. ............. ......... :...; ... .,. 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SMITH BARFUSS & ASSOCIATES ,TURAL ENGINEERS 1% 233 North 1250 West, #201 Centerville, Utah 84014 Phone(801) 298-8795 Fax (801) 298-1132 E—mail tsbc*c3ros.net PROJIM PROAff # . 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L..� .....:... ........ . �: -. ...... ..... ............. .......;.. .........,.., :.......:.. :...:...:.. :........ :...:.., :.....,.: ...�........ :... ` ... , ` ..... . ............... .....:..... �... .a:0..:.......:..... :......'...;.. ....,...'.. +...:...... :..... . .� .� ... :........ :... ,.. :...:... .......... ........... ............ ............................. ....:.. ' ............. ....... ................ ! .. .: ...... ............. ..........,.. :.. rSBA Simplified Wind Design Wind Design Loads for the Main Wind Force Resisting System IBC 2003 (section 1609.6) Note: Check 1609.6.1 for limitations Simplified Method OK Project = BYU IDAHO AUDITORIUM Problem = Components and Cladding Only Eave Height = 47.00 ft Mean Roof Height = 47.00 ft Least horizontal Dimension = 208.00 ft Basic Wind Speed = 90 mph: 3 second gust speed Exposure = C Hurricanine Prone Region 7 N Roof Angle = 3.0 degrees Importance Factor (1) = 1.15 (ASCE 7 Table 6.1) Alt. ASD Load Combination = 1.30 (1.3 for Alt., otherwise 1,0) I= 1.56 1.56 Lesser of No Less than Edge Strip (a) = 18.8 20.8 18.8 8.32 3 End Zone (2a) = 37.6 Adjusted Main Wind force -Resisting System Loads (pso Load Directior Horizontal Loads Vertical Loads End Zone Interior Zone End Zone Interior Zone Overhang A B C D E F G H EQH GoH Load Case 1 Load Case 2 29.9 -15.6 0.0 0.0 19.8 -9.3 -35.9 -20.5 0.0 0.0 0.0 0.0 -25.0 -15.9 0.0 0.0 -50.4 -39.4 0.0 0.0 FIGURE 1609.6.2.1 MAIN WINDFORCE LOADING DIAGRAM Longhdinal Em am 2/6/2007 Wind IBC2003 Simplified TS BA Zone Area Pressure 1 10 9.2 -2.2.8 20 8.74 -22.2 50 7.96 -21.4 100 7.33 -20.7 2 10 9.2 -38,1 20 8,74 -34 50 7.96 -28.7 100 7.33 -24,6 3 10 9.2 -57.4 20 8.74 -47.6 50 7.96 -34.5 100 7.33 -24.6 4 10 22.8 -24.6 20 21.7 -23.6 50 20.3 -22.3 100 19.3 -21.2 500 17 -18.9 5 10 22.8 -30.4 20 21.7-28.4 50 20.3 -25.7 100 19.3 -23.6 500 17 -18.9 Simplified Wind Design Flat Roof Gable Raaf (0<_ 70) Interior Zones Hno6. imp 4l W&. Zm. i Hip Roof (70 < 0<_ 27°) Gable Roof (7° < 0<_ 45°) BO In End ,Zones Comer Zones HZ}[MIlWaAr•zo 5 Hoop. Z&V3 LB 2/6/2007 Wind IBC2003 Simplified w VlD w y Y r'It. 0 00 x M (9 V M0 h M M II II ' N N II II 0 r II Fl O O jJJ (D �SO LLL ILL v 2 .N .N din •Vl •V) •N •N .NC 2- Qy rn N y NN Vl H N' �= Y w w Y x Y Y x Y Y Y Y x Y Y X Y is Y Y Y C a D n Z) G G D D C Z) :.. 1i7 tO o0 O M O 0 0) O O O V) 1f) O h O O O C1 r 0 0 r rrO0,Mr NMO7¢OMO D �[IOr00 0 6 0 NO LL) O hr O p1 N 00 V Y M at 0 0 0 O J` Q M O 0 0 M r r M r r M M M M M M Cl) A M M �t O h r M' Cl) O O O O G O i Qv r Y Y 101"o �n T; y� 11 II II II II II II II II I! 11 II II it II II II II II II II II II II II II II 11 IL II II II it II II II �� II II II II II II II II II II II li II II II x �" L L II II II II !I II r L �! r Il LL r LV [+j •- U N Ui U N C', r NC N L+) SC 2acULLLLJJ W WLLLLLLLLLLLL LLLLLLLLLLLL ltlaL LL LL LL. LL i h CD Z m E 0 0 �' U o Ep m o +°� L7 U U N t�G c6 U U U ❑ x 0 o a 0 c E c= E Z_ rL Z_ Z 3 N U e C C 7 7 3 U C G V C Y sNC y i r U W a CL W LL v a rnu]O J J J J J J J U) J J J �,•� F x UZit �J'JJ JLJ a i J. } Z Q Qo w co r a 0 ►►►►► m X Q O c c G' a U m T N X II 0 _O +C'+• Z N rn Z c'Z UUU0UU a.aand-0- .y �' x M m QP=O E U?,U 2E2 222 u x= a o W c w Y 0 0 0 0 0 0 Y s C)m0rn O UUUUUU 0 U v M � C J cr n 07 c (V — Co CL 00 w U a 0 t c n 5 0 . U a 0 s n U __ ___ __ _ U W A O O N c6 N i3 SO t59 i9 N fE /G lV f6 lC i6 td l4 l6 _ N _ •? o Qd Q QQ @ (tl f4 5 i6 .O :' c z`zzzz Q o00 o �' CLO ? .9 to }} Z Z Z U U Q) N d1 U C, C C_ G G 5 C_ -LD U U '2 5 t1 Q co E .1L Y N .0 --ID4?—lD w g W —m 3 l�4 N C f� v'� •.�.. U Z Z Z z .Z y Z Z z 0 0 0 0 0 00000 O 0 00 E O b 0 0 0 0 0 0 0 O 0 0 s LLI O O O MCNS �'rrrr Lo000 O�OD r R 0 r 0 co O LDM O O Ul)r ^A r- o C) C', 11 II 06 7 r Q1 Q1M NyOM N h Nv oN r V V II v 91 V V N V 11 " N J II P• E`• P• II II II II II II II II II II II II !I II I9 II 11 -� •y 3! It II II II li II II II II IyI 91 11 Il II I}I( II 11 11 II II II II II II II IF 11 II II II II 11 II II n a tU a ... LL cC �L �' W Q i� G� L L J J Y' C Q "' N 7 '3 � E I'� U F LL C L Ui V W -i G C U CL) N _ 7 zn W U C .C} a) a' c aj 3 CL a S �'a m .m m p m C'0 n OO �Ohi ce) N m 0 ar M tl W 7 fD M M r h H h N 1 Q N m.rp ? N ? 04 r r TSBA SNOW DRIFT DESIGN SNOW DRI+ ` ASCE 7 2002 c.yk..wo w wiwiu�us ncanis Revised 4/20/04 latBay 2nd Bay 3rd Bay 20 -Mar -07 Project BXU ID Auditorium r 1'f i 4Q.O�.pifi 7-71 !�lhf QP.1..AIpY7::::E ::. Problem Low RoofsouthofGym GatOmh Case 2 0.50 1.00 1.00 7 3 �>at T�noi`S;tt41��.0�41 Based on W= 30 ft L1W 5.50 ratio 7 "7 �e4E1S pE(ia7wgt Rua�a Case 3 0.50 1.00 1.00 Ground Snow Pg 52 psf Ht 20 ft Height between Roofs Ce 1 Table 1606.3.1 pg 90 W #1. p pets) Lupper 337 ft Length of upper roof perpendicular to Step Ct 1 Table 1608.3.2 pg 91 {ii y gr�!,Qpets) Llower 30 ft Up& lower roof perpendiculartoStep is 1.1 Table 1604.5 pg 91 Gp'Bttd GtiD[e _. 12 01' .of ,ti r..::�:t:}:[:j;v}i �:2 ('$:i:.' ::t:•.:::.:.....:.Vi :''}::.,>.j$ Roof Slope 2.39 degrees hb 1.93 ft regular roof snow depth W 30 feet Perp. To Gable he 18,07 R height of wall remaining L 165 feet Parallel to Gable hd upper 6.90 ft Leeward drift height Roof Type M MHG Monoslope-Hip-Gable hd lower 1.69 ft Winward drift height Monoslope minimum Pf M 22 hd 6,90 ft controlling drift height Hip H ZZ S:Pf 4004 pqf' :Ffa€ltoofishbw Gable G 22 Gammx ZD 96 pcf ilensEty 22 controllingminimum wdijjt �} 1$ p;f_ l7i)1tX4�11 ..' Pfi 40.04 psf 3lttds2Jtit3, 97 hc/hb<0.2 Ignore :46.04: if: FlatRbo(naw hcJhh?=0.2 Include with minimums z d �Igfsed $two $riuty l:uuad Cs 1 Figure 7.2 on pg 84 """ Fa ':4004,p'sf: SlopedRodfSiiowi'!::: Miv lien $ Roo�`,tect#tttas ai�:f Ifafapeta 16 iinbala i.. Snow £vr MPA an t38bies .,::. . c.yk..wo w wiwiu�us ncanis �1ff5alt:3,7;C9�tt�4f?f?il!`f}i�`>._R latBay 2nd Bay 3rd Bay 4th Bay r 1'f i 4Q.O�.pifi 7-71 !�lhf QP.1..AIpY7::::E ::. Case 1 1.00 0.50 0.50 0.50 End Full, Others Half GatOmh Case 2 0.50 1.00 1.00 1.00 End half, Others Full Based on W= 30 ft L1W 5.50 ratio Case 3 0.50 1.00 1.00 0.50 Any Two Adjacent Full Beta 0.5 factor h All Others Half 1Nlndward I;crward::: 74S1tdt�gSrso>� V<=20 0.00 psf 60.06 psf Slippery 1/4:12 V>20 12.01 psf 60.06 psf Not Slippery 2:12 Based on W= 30 ft Gp'Bttd GtiD[e _. 12 01' 60.06:g1C Ws= 32.03 psf 7-71Ls-feet RS 3/2012007 SnowlBC2003 4NER SMITH BARFUSS & ASSOCIATES p{�pIECT RUCTURAL ENGINEERS PRG.IECTN PAGE: 233 North 1250 West #201 Centerville, Utah 84014 AlzcHrrECT DATE Phone(801)298-8795 ,l� Fax 801 98-132 �•-� Email tsba@aros,net LOCATION ENGINEER OF ........5...... : f.`'`:!:.. f,....... ......................... ................... ..... ..... T:......:. :.. .. ... .... . .....:....... 3.� ..... • . :...:.. :... ....... .........,. ....•..:............... ......:....................•.......•...... .•................... ....•....... •:... •..... : .. ..... ...... ............:....::............ : .. .. ............................... ................ r- ............... ........... ; ;.•. . :. .... =..... :................... ..........-.. ...............:..... ........................... ..........................• ................... ...... ,�. -- ....... ......... .. ......... . ........ . ... ........... : ...:. ..:.......:.. ........•.... ......:.. ....... •............. �.............:......:....-..... .............. ........ :..:... ^...- .... - :......�..-.....,. ..................... m INNER SMITH BARFUSS & ASSOCIATES o cT -RUCTURAL ENGINEERS PROJECT#-- PAGE_ �` a�tcmECr 233 North 1250 West x/201 J Centerville, Utah 84014 DATE Phone(801)298-8795 Fax 801 298-1132 Email tsba@aros.net EOGAIM ENGINEER of ... ........ :.i .... .................................................. ....................,;.. :...: ... ............... .......... ........ .......... :............. :.'.I .:...:.:............. ..; .+._.:...,.'........... ....... ...:................. ..... ... ....... .......... ............ :...... tk AP :...... g ...... .....: . ........ ..............' �. :�........... ...:... , .. ; ..... . :..... ,........................................ .....................:.............:..........................:..... ................................................................... ........................ ........... ....... ..... ........................ .................. :................... ........................................ :..... :......, ..... ..... .. ..i. . ............ ................................ ........................... ................,......... ........................ ........v............ .............. Vii. .t....... ........... '7a 4; VNER SMITH BARFUSS & ASSOCIATES PROJECT RUCTURAL ENGINEERS PROJECT!! PAGE: 233 North 1250 West 1/201 ARCHITECT Centerville, Utah 84014 DATE Phone (801) 298-8795 3 Fax (801) 298-1132 Email tsba@aros.net LOCATION ENGINEER OF tie toD1 .........:............. ........................... :..............:.,... :........ ...... . t :...:.. :. , :.:.:..... :.... ..... :... ,........ ......E .......:....................:.......:..... :.....,. ........... ..... ........ ...:.. i; ....,. ........ ............. . ..... :.........., p... t �a.:.....:.....c.. ............ ... :...:......:.......... .......... : ...:...:+...........�,....:.....,....,.. :... :...... ...........:............... . � ................................................................... ..............................:...,.,.,,......:..... _.......:........,.,,...............,.............. .. ..:�........ :........... ....... :...:. ; ....., .............:............. :.. ,......... ......:.. ..... ............ .........�....,,..,..r .,........................ ........::,�-.-...:.. :........ :... ..�.1.:... ... .. :,. . ....T ,........ ..,.... - L `: 1 ............. ............ ....... „r , TSBA SNOW DRIFT DESIGN SNOW Dom+ 1' ASCE 7 2002 Revised 4/20104 28 -Mar -07 Project BW ID Auditorium Problem Low Roofsouth of Gym 3k� t]toa..Snowjet 77MNig.9kddw4rltQpS. Ground Snow Pg 52 psf Ht 5 ft Height between Roofs Ce 1 Table 1606.3.1 pg 90' : A:- F. *pets) Lupper 0 ft Length of upper roof perpendicular to Stop Ct 1 Table 1608.3.2 pg 91iga ls. FQx jaapets) Llower 206 Ft Length of lower roof perpendicular to Stop 1.1 Table 1604.5 91 .:"'.:<a;ia:::c:;,r::�>:�:::>:cc:,;r:.:;.::;.rrr Roof Slope 2.39 degrees W hb 1.93 ft regular roof snow depth 30 feet Prep. To Gable L 165 feet Parallel to Gable he 3.07 ft height of wall remaining Roof Type M MUG Monoslope-Hip-Gable ha upper -1.50 ft Leeward drift height hd lower 4.22 ft. Winward drift height minimum Pf Monoslope M 22 hd 4.22 ft controlling drift height Hip H 22 Gable G 22 Pf 4004 psf : FiaE)2oofSrioti6 Gamma 20 7G pcF:: 2)enstty 22 controlling m inim um w drift- Pfi 40.04 psf Ld 23 I9:fee1: .... Drtitlaen�th :[ 1'f...: ::.40:04' if: ::',:FlstRoofSdow 3rfcliidc:T.ill:'.i�:r�%?;�:•'::�E`:``='hc/hb<0.2 I ore ... :•..... with minimums he b,>=0.2Include ."I:. 09W 1 ���$ J;•ia4k.�?E'vl�tt?rtss-arid 1r arapets <,I Cs 1 Figure 7.2 on pg 84 Enter zero for Lupper Enter length of roof upwind for Llower. P's .::::4004 "sf:: Sld'pedRdof:Snow ::.,::.:..•�-�.... Pf ....::8EYD8_'sC. IOverhangs:!1 25 Patt1�41:ABding 6lln}uit�:tl,PoclSnowr:fiStlhpgAhd..... Applies to Continuous Beams 1 St Bay 2nd Bay 3rd Bay 4th Bay Case 1 1.00 0.50 0.50 0.50 End Full, Others half ,,:. Pf U� Al :: filatAl�utsnoiv CyAtarita 207ti Ff::: Ilittialty Case 0.50 1.00 1.00 1.00 End half, Others Full Based on W= 30 R L/W 5.50 ratio Case 3 0.50 1.00 1.00 0.50 Any Two Adjacent Full Beta 0.5 factorAll Others Half FYiudw�rd. I�efvard::_ 7:��hdtng�itcsw " r<=20 0.00 psf 60.06 psf Slippery 1/4:12 r>20Not 12.01 psf 60.06 psf Slippery 2:12 Based on W= 30 ft JZ. 6006 pSF: ws= 32.03 psf ri$alancec{ Load :::: .. :::: Ls= 15 feet He 22 ft Height from Ridge to Eave 7:3 o ltait2.4ii $r1o4V Surcharge 0 psf ilvtooth ::: Ridge: Vallty nbxlanted f,oad -3002 psf ::: 80 08 psf: ; Reduction 0 psf Rale i:o'ad tS 312812007 SnOWIBC2003 FSBA 1 STORY LATERAL BOX Designed by: LWT IBC 2003 INM2 Wall Lal? 1 of 4 PROJECT: ORMC Heliport ID 1 LOCATION: Box B D1aph2 LF Walls Fit Parapet Shared Flt Length I Gable Fit Wt Lip 55.0 ft 5.0 ft 0.0 ft 340.0 ft 0.0 ft 70 psf Chord L Dow n 55.0 ft 5.0 ft 0.0 ft 340.0 ft 0.0 ft 70 psf Divj? = 5 ft Left 55.0 ft 5.0 ft 0.0 ft 210.0 ft 0.0 ft 70 psf 3 Right 55.0 ft 5.0 ft 0.0 ft 210.0 ft 0.0 ft 70 nM Intermediate Walls Direction Fit Length Wt Total Wt LI -D L -R 11.0 ft 11.0 ft 30.0 ft 0.0 ft 0 psf 0 psf Diaphragm Direction Total L Chord L Aspect LI -D L -R 210.0 ft 340.0 ft 209.0 ft 339.0 ft 1.622 max ratio 0.617 min ratio Lateral Factors • ft Diaphragm Wt 50 psf V or EM A 0.0610 Diaphragm (Fp3) 0.0610 Out of Bane (Fp2) 0.1220 Anchorage (Fp2 or Fp1) 0.1220 Wind Pressure 25 psf U R z p k t � � R Down 339.0 ft 340.0 ft 30.Oft int. walls 11 to ULD dir 209.0 ft I210.0 ft IF 0.0 ft int. walls 11 to L -R dir. Usv_ht := WaI121 • ft Uw_ht = 55 ft llw_ p :- WaI121 fl Uw_: = 5 ft Uw_sh_ht := WaI12I ft Uw_shcht = 0 ft I 2• 3• Div hl := WaI122 ft Dw_hi = 55 ft Div_ p:- WaII22 ft Divj? = 5 ft Av_sh_hi := Wa1122 • ft Dvv_sh_ht - 0 ft 1- 2• 3 Lw_ht:= WaI123 fl Liv = 55 ft Lu,_p :- Wa1123 ft Lsv_n = 5 ft Lw_sh_ht := Wa1123 ft Lw_sh_hl - Oft I' -hi 2• 3 Rw_hl := WaI124 ft Rw_hl = 55 ft Rw_p:- Wa1124 ft Rw_x = 5 ft R,v_sh_ht := IV024 • fl Rw_sh_hr - Oft I' 2• 3 Usv_L := WaI121 ft Uw_L = 340 ft Uw_g := WaI121 f1 Usv_g_ht = 0 ft Uw_wt := Wa1121 psf Uw_wt = 70psf 4' _ht 5- ' Dw_L := WaI122,4 - f1 Dsv_L = 340 ft Dsv_g__ht := Wa1122 ft law g_ht = 0 ft Dsv_wl :- WaI122 psf Dw_svl = 701,sf 5• 6• Lw -L:= Wa1123,4-ft Lw_L = 210 ft Lwy hl := Wa1123 ft Lw_g_ht = 0 ft Lw -wt:- Wa1123' psf Lw_wt = 70psf 5• Rw_L := WaI124' ft Rw_L = 210 ft Rw_g_ht := iVa1124 ft Rw_g_hl = 0 ft Rw_wl := Wa1I24 psf Rsv_wt = 70psf 4- 5• 6• )LB 3/22/2007 1 Story Box Gymnasium.mcd 'SBA 2of4 UDiw ht := Wall_In121,1 I ft UDiw_ht = 1 1 ft UDiw_L := Wall Inr21 2• ft UDiw_L = 30ft UDiw_wt := Wall Intl ( 3' psf UDiw_wt = 0 psf LRiw—ht := Wall_Int22 1 • f1 LRiw_ht = 11 ft LRiw_L := Wall_InO2 2• ft LRiw_L = OR LRiw_wt := Wall_Int22, 3 • psf LRiw_wt = 0 psf UD := Diaph211 • ft UD = 210 ft LR := Diaph22 1- ft LR = 340 ft Diap_wt := LF 1 , psf Diap_wt = 50 psf V:- LF2 Y= 0.061 Fp := LF3 Fp — 0.061 Seismic Calculations: Wt Calc: UDM, ht- UDiw L• UDiw wt iwu,tud := — — - z UD diap := Diaph21 , 2 ft UD_drop = 209 ft LR_diap:=Dtaph22 2.ft LR_diap=339ft OutPlane := LF4 OutPlane = 0.122 Anchorage:— LF5 Anchorage = 0.122 Wind Pressure LF6• psf Wind Pressure — 25 psf iwwt rrd = 0.0k newt h•:= LRhv ht•LRi1r — L•LRiw wt iwwt lr = 0Ak — 2 — U Trib_abv := #[ Uw_ht = Uw sh ht, Uw_p, ff [Uw—sh_ht > Uw_ht, (Uw sh_h1— Uw_ht) + 2, UW—PI] U Trib_abv = 5 ft U Trib_blw := if[ Uw_ht = Uw_sh_hl, Uw_hi + 2, A Uw_sh_hi > Uw_ht, Uw_ht + 2,(Uw_ht — Uw—sh_ht) = 2]] U Trib_blw = 27.5 ft Uw_wt2 := if(Uw_ht = Uw_sh_ht, Uw_wi + 2, Uw_wt) Uw wt2 = 70 psf D_Trib_abv := if[Dw_hl = Dw_sh_hl, Dw p, ij f Dw_sh_ht > Dw_hi, (Dw_sh—ht — Dw_ht) 2, Dw_p]] D_Trib_abv = 5 ft D_Trib_blw := if[ Dw_ht = Dw_sh ht,Dw_ht + 2,iADw_sh_ht > Dw_ht,Dw_ht + 2,(Dw_ht — Dw_sh_ht) + 2]] D_Trib_blw = 27.5 ft Du_ wt2 := if{Dw_ht = Dw sh_ht,Dw_wt + 2,Dw_wt) Dw_wt2 = 70psf L_Trib_abv:= if Lw—hl = Lw sh ht, Lw_p,if{Lw_sh_ht > Lw_hl, (Lw sh ht — Lw ht) + 2,LW—PI I L_Trib_abv= 5 f L—Trib_blw:= i(CLw—ht = Lw_sh_hi, Lw ht+ 2,ALw sh_ht > Lw_hl,Lw_ht + 2,(Lw_ht — Lw_sh_ht) + 211 L_Trib_blw = 27.5 ft Lw_w12 := if (Lw_ht = Lw sh_ht , Lw—wt + 2, Lw_wt) Lw_wt2 = 70psf R_Trib_abv := if[Rw_ht = Rw_sh_ht,Rw_p,ifCRw_sh ht> Rw_ht,(Rw sh_ht — Rw_ht) + 2,RW—Pll R Trib_abv = 5 ft R_Trib_blw := if[Rw_ht = Rw_sh_ht,Rw_hl + 2,ifCRw_sh ht > Rw_lit, Rw_ht + 2,(Rw_ht — Rw_sh ht) + 211 R_Trib_blw = 27.5 ft Rw_wt2 := if (Rw—ht = Rw_sh ht, Rw_wt + 2, Rw_wt) Rw_wt2 = 70 psf U wt:— Uw_wt2•Uw_L•(U Trib_abv+ U Trib_blw) D_wt := Dw_wt2•Dw_L-(D_Trib_abv + D_Trib_blw) L_wt:= Lw_wt2•LW_L•(L_Trib_abv+ L_Trib_blw) R_wt := Rw_wt2•Rw_L-(R_Trib_abv + R_Trib_blw) Wi := U wt + D_wt + L_wt + R_wt + Diap_wt• MmLR + iwwt_rid + iwwt lr BaseShear := V. Wt U wi = 773.5k D wt = 773.5k L wt= 477.75k R wt = 477,75k 3 Wt=6.1x10 k Baseshea,• = 370.42k )LB 3122/2007 1 Story Box Gymnasium.mcd FSBA 3 of 4 Diaphragm Forces: Calculate wpx each direction: wp_rrd := Wt - L wl - R wl - iwwt_ud wp_lr:= Wt - U wt - D_wt - iwwt_lr Fp_ud := Fp•wp_ud Fp_Ir:= Fp•wp_lr v_ud := Fp_ud (2UD_diap) v_lr:= Fp Ir + (2LR_diap) perp _ud := Fp_ud + LR_diap perp_lr:= Fp_!r+ UD diap Chord u;= perp_rrd•LR_diap2 = {$•UD -dip) 2. Chord 1:= perp_!r•UL_diap (8•LR_diap) Wall_V u:= V•[(L_wt + R_wt + Diap_wl• UD•LR + iwwt_red) + 2 + U wt' Wall _V ":= V•[(L_wt + R-wl + Diap_wt• UD•LR + iwwt ud) + 2 + D w, Wall V 1:= V•[(U wt + D_wt + Diap_wl• UD -LR + iwwt_lr) + 2 + L_wI1 Wall V ?,:= V [(U wt + D_wt + Diap_wl• ULA LR + iwwt-lr) -: 2 + R-wd wp_ud = 5117.00k wp_lr = 4.53 x 103 k Fp_ud = 312.1.4k Fp_lr - 276.06 k rrcl = 747 pf 407 p perp ud - 921 p!j perp -!r - 1 x 103 P6( Chord u= 63.291 Chord_1= 21.27k Wall v u = 185,21 k ivau r! d = 185,21 k rrau_r_!= 185.21k ivau_c _r = 185,21 k Calculate Out -of -Plane Forces on the Walls: U,,,.t 8.5 Up Dw wt 8.5 Down Down OPF:= Or�tPlane• _ OPF= mf Lw-wt $,5 Riv_ wl 8 $ Right Calculate Out -of -Plane Anchorage Forces: (U Trib_abv+ U Trib_blw).Uw_wt 277•$ up (D_Trib_abv+D_Trib_b!w)•Dw_wt 277.5 Down AF := Anchorage. AF R p!f Left (L_Trib_abv + L_Trih_blw)•Lw_wt 27'] $ (R_Trib abv+R Triblw)•Rw wt - - - - 277.5 Right DLB 3/22/2007 1 Story Box Gymnasium.mcd FSBA 4 of 4 Wind: U wTrib_abv = if [ Uw_ht = Uw_sh_ht, 0• ft,,f[Uw_sh_ht> U._hi,(Uw_sh_ht- U. hi) _ 2 ,max(Uw-p, Uw�_h6)11 U wTrib_abv = 5 ft U wTrib_blw := rf [ Uw_ht = Uw_sh ht, 0 • ft , if [ Uw_sh_ht > Uw_hf, 0• ft, (Uw_ht - Uw sh_ht) + 211 U wTrib_blw = 27.5 ft D_wTrib_ahv:= if [ Dw_ht = Dw_sh_ht, 0• ft, IJ[Av sh ht > Dw_hr, (Lhv_sh_ht - Dw_ht) - 2 , max(Dw-p, Lhv-_hi)11 D_wTrib_abv = 5 ft DwTrib_blw:= if[Dw_ht = Dw_sh_ht,0•ft,if{Dw_sh_hi> Dw_ht,0- t,(Dw_ht - Dw_sh_hr) + 211 D_wTrib_blw= 27.5 ft L_wTrib_abv:=if[Lw-ht =Lw_sh_ hi, 0•ft,rf[Lw_sh_h!>Lw_ht,(Lw_sh_hi-Lw_ht)+2,max(Lw_p,Lw_g_ht)ll L_wTrib-abv=5ft L_wTrib_blw:-ii[Lw_ht=Lw_sh_ht,0•ft,if1Lw-sh_ht>Lw_ht,0•,,ft,(Lw_ht-Lw_sh_ht)+2]1 L wTrib_bhv=27.5ft R_wTrib_abv:= i [Rw ht = Rw_A ht, 0•ft,,f{Rw sh_ht> Rw-ht,(Rw_sh_ht- Rw_ht) + 2,max(Rw_p,Rw_g_ht)ll R_wTrib_abv= 5 f R_wTrib_b1w:=if[Rsv-ht=Rw sh_ht,0-ft,ARw_sh_ht>Rw_hi3O-ft,(Rw_ht-Rw_sh_ht)+21} R_wTrib_blw=27.5ft perp _w_ud_p f :- max(U wTrib_abv + U wTrib_blw, D_wTrib_abv + D_wTrib_blw)•Wlrrd Pressure perp_w ud_ if = 812.5 p f perp _w_lr_plf := max(L_wTrib_abv + L_wTrib_blw,R_wTrib_abv+ R_wTrib_blw)•Wim Pressure perp_w_lr-plf = 812.5 plf Wind ud := perp_w_udplf.LR -' - r6'iud ud = 276.25i Wind lr:= perp _w_lr�f•UD rViud !r= 170.62k l3'itrd_ud Wind d !r ri ind s^ rrd := r6'inr!trd pf r = 661 1 Wuxi v lr:= FVind r Ir = 252 pf - 2. UD diap 2•LR_diap - _ 2 w_ Chord _¢r:=perp_w_url_alf•LR_diap +{8•UD_diap} w_C:hard_u= 55.85k w_Chord 1:= perp _w_lr-plf•UD_diap2+{8•LR_diap) tr_Chord != 13.094 Wall V u:= Wind !r+ 2 Wall V d := Wall V u IVall V d= 8 5.3 1 k Wall_V 1:= Wind -ad + 2 Wall Y r := Wall_V 1 nlatt-r )- = 138.13 k J yJ 7 d J YYALL L DIAPHRAGM I S.W. I Chord oY FORCE FORCE FORCE U LL N 407 pif 185.2 k 63.3 k o co SEISMIC LL FORCES wo (9rcL � �;IL m CL 0 LL S.W. FORCE 85.2 k Dowry WALL (Orrtl Oa12 Out3l P W U O DIAPHRAGM S.W. Chord FORCE FORCE FORCE Y r W `T 252 p!f 85.3 k 55.8 k vi Or LL cd WIND FORCES Lua CL O Q LL v (0ut1 Out2 0ut3 ) DLB 3/22/2007 1 Story Box Gymnasium.mcd Page 6 of 57 Report ER -2078P (12/01102) TABLE 7 --DIAPHRAGM FLEXIBILITY LIMITATION 1.1,1.4 MAXIMUM SPAN -DEPTH LIMITATION SPAN FOR FLEXIBILITY F MASONRYOR ROTATION NOT CONSIDERED IN ROTATION CONSIDERED IN CATEGORY CONCRETE DIAPHRAGM DIAPHRAGM WALLS ( in feet) MASONRY OR FLEXIBLE MASONRY OR FLEXIBLE CONCRETE WALLS WALLS' CONCRETE WALLS WALLS3 Very flexible >150 Not used Not used 2:1 Not used 1 Y2:1 Flexible 70-150 200 2:1 or as required 3:1 Not used 2:1 for deflection Semi -flexible 10-70 400 2%.1 or as required 4:1 As required 211:1 for deflection for deflection Semi-rigid 1-10 No limitation 3:1 or as required 5:1 As required 3:1 for deflection for deflection Rigid t1 No Limitation As required No As required 3'12:1 for deflection limitation for deflection ' Roof diaphragms are to be investigated regarding their flexibility and recommended span -depth limitations. The limitations shown in Table 7 may be used in lieu of a rational analysis of the anticipated deflections. Refer to diaphragm tables below for determination of value of F. 2 Roof diaphragms supporting masonry or concrete walls are to have deflections limited to the following amount: Awatl= f' 2f Where: N = Unsupported height of wall in feet. 0.01H1 t = Thickness of wall in inches. F = Modulus of elasticity of wall material for deflection determination in pounds per square inch. fc = Allowable compressive strength of wall material flexure in pounds per square inch. For concrete, f =0.45/',; for masonry, f=F,=0.33f'.. 3 When applying these limitations to cantilevered diaphragms, the allowable span -depth ratio will be half that shown. e The total deflection of the diaphragm, in inches, may be computed from the equation: A = Af+ A x,. Where: Af = Flexural deflection of the diaphragm determined in the same manner as the deflection of beams (see equations below). Aw = The web (shear) deflection as defined in the equations below. DIAPHRAGM DEFLECTIONS (inches) TYPE OF DIAPHRAGM LOADING CONDITION FLEXURAL DEFLECTION Ar WEB DEFLECTION AN Simple Beam (at center) Uniform Load 5 wL4(12)3 wL2F384EI6 8x10 d Simple Beam (at Li) Uniform Load wL 2,4EI (12)3 (L3-2L(Lt2)+Lt3) a LIF 6 10 Simple Beam (at center) Load P applied at center PL3(l2)3 PLF 48EI 4x106d Simple Beam (at center) Load P applied at 113 points of 23PL3(12)3 PLF span 684EI 3x106d Cantilever Beam (at free end) Uniform Load w a'(12)3 w a 2F 8EI 2x 106d Cantiievar Beam (at free end) Load P applied at free end Pa 3(12)3 PaF 3EI 106d Where: Lr = Distance between vertical resisting element (such as E = Modulus of elasticity of steel, 29,5000,000 psi. shear wall) and the point to which the deflection is to be J= Moment of inertia of flange perimeter members about the determined (ft). centro idal axis of the diaphragm (in.'). a= Span length of cantilever diaphragm (ft). F= Flexibilityfactor: the average microinches a diaphragm d= Depth of diaphragm (ft). web will deflect in a span of 1 foot Under a shear of 1 Ib. P= Concentrated load (lb). L = Span length of simple beam diaphragm (ft) w= Uniform diaphragm load (Ib/ft). q81,® = Average shear in diaphragm over length Lr (lb/ft). NNER SMITH BARFUSS & ASSOCIATES PROJECT PROJECTW PAGE: RUCTURAL ENGINEERS - - — - T Centerville, North 1250 West Centerville, Utah 8400t1 4 4 ARCHITECT DATE Phone (801)298-8795 A Fax (801) 298-1132 — Email tsf3a@aros.net LOCATION ENGINEER of INNER SMITH BARFUSS & ASSOCIATES FRUCTURAL ENGINEERS 233 North 1250 West #201 T Centerville, Utah 84014 Phone 801 298-8795 f� /� Fax 801 298-1132 LKl /L1\ Email isba@aros,net PROJECT PROJECT PAGI': ARCHITECT _ _ DATE LOCATION ENGINEER OF ..................... ......... ......................... .Vl ..:...:...:.. . ............ ........... ....... ........ .......... ........... ....... ....... ....... .......... ....................... ....... ........... ............... ............ ....... ...... ............... . ........................ .......... ...... , . . 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I ........ ............ ....... .......... ........ ... ... ... ... ......... ....... ............... ............ c IER SMITH BARFUSS & ASSOCIATES ICTURAL ENGINEERS PROJECT PROJECT / PACE: n 233 North 1250 West, #201 \ Centerville, Utah 84014 Phone 801 298-8795 Fax 801 298-1132 E—moil tsboOoros.net ARCHITECT LOCATION DATE a aa - :R SMITH BARFUSS & ASSOCIATES :TURAL ENGINEERS 1 233 North 12.50 West, #201 Centerville, Utah 84014 Phone 801298-8795 F' ax 891 3 298— 1 132 E—mail tsbaOaros.net PROJECT ARCHITECT LOCATION PROJECT III PAGE; DATE EWNEFR OF INNER SMITH BARFUSS & ASSOCIATES PROJECT PROJECT# PAGE: rR'UCTURAL ENGINEERS — - Ce North 1250 West Centerville, Utah BA01014 ARCHITECT DATE Phone (801) 298-8795 Bj� Fax (801 298-1132 H Email isba@aros.naros.net LOCATION ENGINEER of :..1....:.. :...:,..:.. .........:.. :...;... :..... .:............. ......... ...................,. :. ............ :...:... r ... ....:..... :... � !. � � .........:...: .... .............,............ ....... :......... ....... ..... :........ :.......:................... ...... ................ :.......:........................................... ....... ....... :....... :.... :..................... . ..:....t.�.. :......:.. ............. ......:... ................. .... :.............,..... :. ; .; .. ��..z.Y ....:... . : ..r �. ............ ........... ... ... ... ............ .......... ,... , . .............. ....................... ................... .......................... ..... :..... .... K—� ....... ... .... ....... ....... ............ ......... ...................... ................................ ....................... ....... ............... :... . ...z. _ ......... ...... ............... ... .. o :.. TSBA Simplified Wind Design Wind Design Loads for the Main Wind Force Resisting System IBC 2003 (section 1609.6) Note: Check 1609.6.1 for limitations Simplified Method OK Project = BYU IDAHO AUDITORIUM Problem = Components and Cladding Only Eave Height = 47.00 ft Mean Roof Height = 47.00 ft Least horizontal Dimension = 208.00 ft Basic Wind Speed = 9D mph : 3 second gust speed Exposure = C Hurricanine Prone Region ? N Roof Angle = 3.0 degrees Importance Factor (1) = 1.15 (ASCE 7 Table 6.1) Alt. ASD Load Combination = 1.30 (1.3 for Alt., otherwise 1.0) l = 1.56 1.56 Lesser of No Less than Edge Strip (a) = 18.8 20.8 18.8 8.32 3 End Zone (2a) = 37.6 Adjusted Main Windforce-Resisting System Loads (psf) Load Directior Horizontal Loads Vertical Loads End Zone Interior Zone End Zone Interior Zone Overhang A B C D E F G H EoH FGOH Load Case 1 Load Case 2 29.9 -15.6 0.0 0.0 19.8 -9.3 -35.9 -20.5 0.0 0.0 0.0 0.0 -25.0 -15.9 0.0 0.0 -50.4 -39.4 0.0 0.0 EW FIGURE 1609.6.2.1 MAIN WINDFORCE LOADING DIAGRAM Longitudinal DLB 2/6/2007 Wind IBC2003 Simplified I TSBA Zone Area Pressure 1 10 9.2 -22.8 20 8.74 -22.2 50 7.96 -21.4 100 7.33 -20.7 2 10 9.2 -38.1 20 8.74 -34 50 7.96 -28.7 100 7.33 -24.6 3 10 9.2 -57.4 20 8.74 -47.6 50 7.96 -34.5 100 7.33 -24.6 4 10 22.8 -24.6 20 21.7 -23.6 50 20.3 -22.3 100 19.3 -21.2 500 17 -18.9 5 10 22.8 -30.4 20 21.7 -28.4 50 20.3 -25.7 100 19.3 -23.6 500 17 -18.9 Simplified Wind Design Flat Roof Gable Roof (0< 70) Interior Zones Rods -Zone SIWa -bm4 r 4{ Hip Roof (70 < 0<_ 270) Gable Roof (7° < 0< 45°) End Zones 0 Corner Zones Rods • Z" I f YhN • Zom 5 Hach . Zane 3 DLB 2/612007 Wind IB02003 Simplified rn0) 0 00 oln rivl� o ar= II it II co II 11 O �i u tai w u u 7i O 21, Y ,F ,a? (Nf'N'yy'Y'Y'J'UY'UY Y Y Y Y Y Y YY z c Z C Z C Z C Z C Z F Z�pY �C] co co OMorn W Oo o%otO r -O 000ro0 000 0 G O a r co roCr cqr sF NC'90 V [YOMO o 5?Or Oo Nol[) r,% O Q! ail LC7 x } 10 CN O N O r- M a O M r M V' 7 M V' r M co 7 N1 7 co 0 M 0 0 O M h0 M co co m O M r O M N M cc O O O O r � o II II II II II II II II II II II 11 II II 11 It II II II II II II II 11 11 II II II II II II II II II II Ijt a IT a II II II II II 11 II II II II x II II II II rN NN ILI M �11 �ila �11 Ct?fh C�rNMr Ch Il II II II M tL U- r N M U W W U 7 N(V CV C`3 C'S Naa }^r ac YY ULL. L.LJJ W W li ti ti li li U. LL LL LL LLLLLL�.� S S S r LO V L1 (.1 V V U O CL C. d Q. d a Z o tipEpEE C t� �it'iE E�iE �y ti U U 0 t` @ a U U OL U ❑ N pE c c 6.0 a.0 E c c E c _ Z E Z 3 N 8 c c c 7 3 3 U c c U G .Y x w oro Wn O� vs O co r d U O o N o [Y [Y J J J J J J J J J -:0) U Q cn cn nnnnnn 0 n v XLaN Q ► 1° ro c a U W c II u II u F q S c y o@ �yd? c ii xa 000 n. irl a w a 3 a s� A 4 Q V Z CD a N m N HHHHF-F Q{ y X Z �Z O UUUU�U aaaa. N M'x QO Q u _ ow U fa cW 0 v9 Y O 000000 UUUUUU Y O p 4 co C _ M W C N C NT7 O. (k) IC r M J cry`=a E E Ua' --~ "' " U g U'—�" c ¢¢QQ 57<U yNa o o ncmm cnm mmmm m m m mmmmmmmm m �i to a r Z Z z Z Q —rn c a o o LO CD a r ti °i M l= r o a ;U 2 L mi C.CM crit L 0 0.0 O� O O Lu r E'9 a C C1 s z! ki e �_v@ .4 m w w U Z Z Z Z C W Z Z Z O O r C. 0 0 0 0 0 0 000 O O O 10 O 0 0 4 0 0 0 0 0 0 0 O O O Z W ,O O a o O M O ID O o q 0 o Co CD N S' I N M M ii'S co Lo [� M r r 0 II y, O 06 r, N V 11 V V 7 y N M O N M1 tD t`7 r- NN �t O N V V �. V N� «�N J mQ �,n�oa� II P- P• P• It 11 II II II II II II II II 11 II II II II II II II 11 II II II It II II II a a v II a$ .5 11 11 u u II II u u u u u u u u n n u u 11 II u u u u u u U`1 U =8� 4 x ^2 LL W ¢-0 U) Z �� Y x 7 c �'3 a J �7 O m=; TSBA SNOW DRIFT ASCE 7 2002 Revised 4120/04 Project BYU m Auditorium Problem Low Roof south of Gyms 7.3 Flat Roof Snow Load SNOW DRIFT DESIGN 20 -Mar -07 7.7 DriN on Lower Roofs Ground Snow Pg 52 psf Gauxma 20.76 prf Ht 20 It Haight between Roofs Cc 1 Table 1608.3.1 pg 90Ctid.M.'i dtitpets) Lupper 337 ft Length of upper roof perpendicular to Step Ct 1 Table 1608.3.2 pg 91jseor parapets) Llower 30 ft Length of lower roof perpendicular to Step is 1.1 Table 1604.5 pg 91 Roof Slope 2.39 degrees hb 1.93 ft regular roof snow depth W 30 feet Perp. To Gable he 18.07 ft height of wall remaining L t65 feet Parallel to Gable hd upper 6.90 ft Leeward drift height Roof Type M MHG Monoslope-Hip-Gable hd lower 1.69 ft Winward drift height minimum Pf hd 6.90 ft controlling drift height Monoslope M 22 Hip H 22 Pf 40.04 psf Flat Roof Snow Cable G 22 Gamma 20.76 pef Density 22 controlling minimum wdrift 143,18 psf Drift Load Ld 27.19 feet Drift Length P& 40.04 psf ......................................................... iicEi3'clJi41':;:z`:6#97:: Ignore I'f 40.04 psf Fiat Roof Snow hclhb>=0.21nclude with minimum s 7.4 Sloped Roof S.now Lead 7:8 Roof Projections and Parapets Enter zero for Lupper Cs 1 Figure 7.2 on pg 84 Enter length 0f rcof upwind for Llower. Ps 15 f gj 40:04: psf. Slopar! Ronf Show,Jg.....)..... Pf 80AS psf Overhangs' 7.5 Partial Loading Applies to Continuous Beams 7.6 Unbalanced Snow for Hips and Gables 1st Bay 2nd Bay 3rd Bay 4th Bay Its:fit Case 1 1.00 0.50 0.50 0.50 End Full, Others Half - Pf 40.04 psf Flat Roof Snots Gauxma 20.76 prf Density Based on W= 30 ft L/W 5.50 ratio Beta 0.5 factor Wiudtvard Leeward. W<=20 0.00 psf 60.06 psf Case 2 0.50 1.00 1.00 1.00 End half, Others Full Case 3 0.50 1.00 1,00 0.50 Any Two Adjacent Full All Others Half ics prthn t6its stns . 7.9 Sliding Snow Slippery 114:12 Not Slippery 2:12 W>20 12.01 psf 60.06 psf Based on W= 30 It ws= 32.03 psf Hip and Fable 12.01 psf 60.06 psf Ls= 15 feet Unbalanced Load He 22 It Height from Ridge to Eave 7.10 Rain on Snow Surcharge 0 psf Sawteeth Ridge Valley Reduction 0 Psf Unbalanced Load 20.02 psf 80.08 psf Ruin Load 0 psf nng DRS 3120/2007 SnowIBC2003 wvmsnSMITH oAnFUosaASSOCIATES r�U�rVn��smwmssno pnmcc p"wc�._______ PAGE: 233 North 1250 West #201 Centerville,T1 S Phone (801) 298-8795 Utah 84014 ^ncmrECT uvTE�_________ Fax (801) 298-1132 |�� emu ��@am��, mommw ENGINEER OF ��.~ ^ xmwsnSMITH BanFuoemxaoocIATsn TRU�TVR��cmo|mssna PROJECTpmos�#ppns 233 T S Phone (801) 298-8795 North Centervi//10 e, Utah 84014 ARCHITECT oxTE_________ Fax (801) 298-1132 ��|��� Emailtsua@ums.n� '�mmw ��wan______ '�_ ��., ^ NNNER SMITH BARFUSS $ ASSOCIATES PROJECT PROJECT PACE: TRUCTURAL ENGINEERS T 233 North 1250 West 4 ARCHITECT _ DATE Centerville, Utah 8401014 Phone (801298-8795 I"'f A Fax (isba 298-1132 FL'�J Email lsba@aros.nei LOCATION ENGINEER of _ .:..................... ........................... ........................... ........................... ........................... ................. 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TSBA SNOW DRIFT DESIGN SNOW DRE"i ASCE 7 2002 Revised 4120104 28 -Mar -07 Project BYUIDAuditorium Problem Low Roof south of Gym 7,3 Flat Roof Snow Load 7.7 Drifts on Lower Roofs Ground Snow Pg 52 psfHt ............... . 5 ft Height between Roofs Ce 1 Table 1608.3.1 pg 900sl:itit:p=. pets) Lupper 0 ft Length ofupper roofperpendicular to Step Ct 1 Table 1608.3.2 pg 91 ............. . . (us_elor }iaiapets) Llower 206 it Length of lower roof perpendicular to Step is 1.1 Table 1604.5 pg 91 Roof Slope 2.39 degrees hb 1.93 ft regular roof snow depth W 30 feet Perp. To Gable he 3.07 ft height of wall remaining L 165 feet Parallel to Gable hd upper -1.50 ft Leeward drift height Roof Type M MHG Monoslope-Hip-Gable hd lower 4.22 ft Winward drift height minimumPf hd 4.22 ft controlling drift height Monoslope M 22 Hip H 22 Pf 40.04 psf FlatRnofSnow Gable G 22 Gamma 20.76 pef Density 22 controlling minimum w'drift 63.76 psf Drift Load W 23,19 feet. Drift Length PC, 40.04 psf ......................................................... hc/hh<4.2 Ignore Pf 40.04 psf Flat Rdof:Snow ..' :: hclhb-0.2 Include with minimums 7.4 Sloped Roof Snow Load 7.8 Roof Projections and Parapets' Enter zero for Upper Cs 1 Figure 7.2 on pg 84 Enter length of roof upwind for Llower. Ps 40.04 psf;., SlopedRuafSnow �01�tjt{tti�lf��3tg3�tfgy�l}�ttt$ , Pf 80.08, psf`; Overhaiigs 7,5 Partial "ding. Applies to Continuous Beams 7.6 Unbalanced Snow for Hips and Gables 1st Bay 2nd Bay 3rd Bay 4th Bay Case 1 1.00 0,50 0.50 0.50 End Full, Others Half Pf -t0.0.t psi Flat RMFSK Gamma 20.76 pcf Denslly Case 2 0,50 1.00 1.00 1.00 End half, Others Full Based on W= 30 ft Case 3 0.50 1.00 1.00 0.50 Any Two Adjacent Full UW 5,50 ratio All Others Half Beta 0.5 tactor Windward Leeward 7.9 Siding Snow W<=20 0.00 psf 60.06 psf Slippery 114:12 Not Slippery 2:12 W>20 12.01 psf 60.06 psf Based on W= 30 ft ws= 32.03 psf HIp arid Gable 12.01 psf 60.06 psf Is= 15 feet Unbalanced Load He 22 ft Height from Ridge to Eave 7.10 Rain on Snow Surcharge 0 psf Sawtooth Ridge Valley Reduction 0 psf Unbalanced Load 20.02 psf 80.08 psf 0 psf' yRaln-Load DRS 3/2812007 SnoWISC2003 J , TSBA SNOW DRIFT ASCE 7 2002 Revised 4/20/04 Project UYU 10D Auditarlum Problem Low Roursouth of Gym Ground Snow Pg 52 psf Ce I Table 1609.3.1 pg 90 Ct I Table 1608.3.2 pg 91 IS 1.1 Table 1604.5 pg 91 Roof Slope 2.39 degrees W 30 feet Perp. To Gable L 165 feet Parallel to Gable Roof Type M MHG Monoslope-Hip-Gable 338 ft minimum Pf Monoslope M 22 Hip H 22 Cable a 22 height of wall remaining hd upper 22 controlling minimum SNOW DRIFT DESIGN 28 -Mar -07 1,1 bf ih3L.0 Ht 5 ft Height between Roofs ... pets) Lupper 0 R Length of upper roof perpendicular to Step P "*.pets) Mower 338 ft Len pth of lower roofperpendicular to Step Beta 0.5 factor Yihdward hb 1.93 It regular roof snow depth he 3.07 ft height of wall remaining hd upper -1.50 It Leeward drift height hd lower 5.18 It Winward drift height hd 5,18 R controlling drift height Pf :4.0t04 psF Flat Roof Show Gamma P-16. pcf: W drl ft Ld ph 40,04 psf "hclhb <0,2 Ignore hc/hb>=0.2 Include with mimmums Cs 1 Figure 7.2 an pg 84 Ps 40:04ipaf "S16pid Raof.sfiow :; 1,;-K :M'd aw�� ........... N .... K.. 24.76 pd Density Based on W= 30 ft LAV 5.50 ratio Beta 0.5 factor Yihdward Leeward W<-20 0.00 psf 60.06 psf . 7 8,.Ro9f Case 2 050 Loo 1.00 4th Bay 0.50 End Full, Others Half 1.00 End ha]( Others Full Case 3 0.50 1,00 1.00 0.50 Any Two Adjacent Full All Others Half Slippery 1/4:12 Not Q1 — WI—rY : W>20 12.01 psf 60.06 psf Based on W= 30 ft ps 01 psf.: 60.06. Ws= 32.03 psf Lsa 15 feet )RS 3/28/2007 StIOWIBC2003 I TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2725102 03128107 Project: 5YU ID Auditorium Shear I D: Roof beam with snowy drift Maxpos Size: 0.00 ft Right 8,30 kips Beam Length 25,00, ft Uniform w :0.56;klft Triangle watLeft End 0 k1ft 47.07 kip -ft w at Right End . 0, kIft Max neg w 0.06 kips Pt Load 0.00 kips at 1400A, from left At x= x,0:00� kips at "� 13.50' ft. Tram left 0.0000 inch o.110` kips at ;;13.60ft from left Max neg 0.00; kips at 60' ft. from left 0:00--. kips at 0-0: ft. from left Partial Uniform k!ft from 10 w1 ':0--11.00"19.00: Steel F ksi v2 0 115D . " 30.00' 9 (awd6+d) w3.: , ".°'. 0 .38,001 „34.01). Partial Triangular k1RonRtside from to ksf �k , a a+b wtex2e w150. 25.Oq. 301 W2 � .; :16.00 300` fb 14.71 22.00 E 29000 , ksl 9�inA4 x. UNIFORM TRIANGLE 1 1 POINT PARTIAL UNIFORM fPARTIAL TRIANGLE Reactions Shear At x= Left 7.26 kips Maxpos 7.26 kips 0.00 ft Right 8,30 kips Max neg -8.30 kips 25.00 ft 599.3 Moment At x= Max pos 47.07 kip -ft 13.00 ft Max neg 0.00 kip -ft 0.00 ft Deflection At x= L/== 79 Max pos 0.0000 inch 0.00 ft I== 220.029613 Max neg •3.9200 inch 12.50 ft tl 79 Stresses E"r 29060 [ksl ry fb A Oj$ ,,;inA2 599.3 9996 �, 133 5 W3 I InA4 Steel F ksi Steel True s 9 (awd6+d) I Fb ksf �k , 1 wtex2e 38.4 30.40 301 u. -T, fb 14.71 Fb L1# 33.00 VnbracedLenglh _ , .--;gft 2 Wiwi 35.3 35.30 245 006.1, 16,00 451 3300 Steel Regcl 3 w12%a6 38.6 38.60 238 s.wr, 114.63 401 33.00 5 17.11 inA3(F,=.sac,) 4 MUM 42 42.00 291 M.Fr 13,45 Sas 33.00 1 220.03 inA4 5 wtexal 47.2 47.20 375 a.eeo Fr 476 11.97 33.00 614 Doug Fir E1$062 ` ksi DF A True S S' I fv Fb 1035 ';psi ':95 1 MA #WA #NFA #WA 11 N/A #N/A Fv 95 fb #N/A Fb L/# #N/A Fv ,psi ''.1.... 2 MA #WA #N/A #N/A #WA #WA 95 #NIA ewA #NIA Cf on(ljoff(2), R$4'd. 3 MA #WA #NIA #N/A #N/A #WA 95 #WA ewA #WA 4 SIVA #N/A #WA #N/A #WA #WA 95 #N/A ewA #N/A 1 3988.04 inA4 5 OVA #N/A #WA #N/A #WA #WA 95 #NIA ewA #N/A S 545,68 W3 S• includes Cf ewA A 131.09 inA2 Glu Lam E�, 11800 ksi GL13 A S I Fb' 2'400 `psi 1 51nx2/ 1026 376.7 3955 fv 116 Fv 165 fb 1499 Fb' L/# Fv 165 ; psi Width Desired' `?in 2 a vwm 115.3 432.4 4865 108 165 1306 2400 402 2400 4s4 .,5.925 Rao d 3 6111x24 123.0 492.0 5904 101 165 1148 2400 ex I 3544.92 inA4 4 5 s vwi.5 130.7 555.4 7682 95 165 1017 2400 7k9 S 235.33 in A3 6111X27 138.4 622.7 8406 90 165 907 2400 es4 A 75.47 W2 ' Cy not inducted LVL E, -:1900 ,. ksi LVL A S I Fb ,285 .;Psi Fv <<:285.. 1 AWA #N/A #WA #NIA fv #NIA Fv 285 tb #NIA Fb • LMf 2600 ewA .'.Psi Raq'd 2 SWA NWA #WA #NFA #WA 2135 #NIA 2600 ewA I 3358.35 inA4 3 4 NHIA *ITA #WA #WA #N/A 285 #N/A 2000 SVA S 217.221nA3 5 MA #N/A #WA #N!A #N/A 285 #WA 2600 ewA A 43.70 in -2 NWA #NIA #N/A #NIA #N/A 285 #N/A 2600 ewA ' Cf not included DELTA UNIFORM wX/24EI(L"3-2LXA2+X03) PT LOAD X<a PbX/8EIL(LA2-bA2-XA2) 3/28/2007 AnyBeam Best Don 5.28-99 TSBA REAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT. AND DEFLECTION Revised 2125fb2 03/28/07 Project: OYU ID Auditorium Shear I D: Roof beam with snoutdrift 5.61 kips Size: Right 6,35 kips Max nag -6A5 lops Beam Length -1J.OD,fL Uniform 458.3 w ' 6.61--kth Triangle 3,373 watLelEnd 0 kift 0.00 ft w et Right End .. 0-2S'k1ft At x= U== 361 w 1,63'kips Pt Load 0,00: kips at '.1 4.06 ft. from left 6-50 ft 6.60 kips at " 13.50ift from left I D 00 kips at i,113.00 ft. from left 40.0 kips at : 0.00:; R from left "0.00 kips at 0.00; R from left Partial Uniform Steel E kilt from to Steel w1,.0 s (.Da d) 14,00 18:06' Fb rol!111.50 : . 30.005 W3 4 `,'1800 ;30.00. Partial Triangular M72xro kilt on Rt side from to 81.6 o.eoar, a a+b Po 23.02 W1 0 ;:12.50 --. 25.00 ,. Re4d W2 - '0., 'is .6b' _34.00 9.91 w3 0`.' 0.00.'.` 22,00 E ��' - ,281100': ,'. s; ksi in -4 U==': , 3is UNIFORM TRIANGLE POINT PARTIAL UNIFORM fPARTIAL TRIANGLE Reactions , . 29000 ' ksl Shear At x= Left 5.61 kips Max pos 5.61 kips 0-00 ft Right 6,35 kips Max nag -6A5 lops 13.00 ft A . Moment Al x= 458.3 Max pos 19.76 kip -ft 6.63 ft 3,373 Max neg 0.00 kip-" 0.00 ft Deflection At x= U== 361 Max pos 0.0000 inch 0.00 ft 1== 1. 47.813154 Max nag .0.4316 inch 6-50 ft U 361 I Stresses En , . 29000 ' ksl fv Po A . 20.711 •. ,, in"2 458.3 4197 3,373 S- s_ 56.30 ': AnA3 I "- ;48.0. ` W4 Steel E -:. 29006 = iksi Steel True S s (.Da d) I Fb Fy Unbraced Length_: 50 ksi ,> 2 q 1 M72xro 10.3 9,36 81.6 o.eoar, Po 23.02 Fb 30.00 L!# 481 Sleet ,. Re4d 2 3 Mtxxio.r 10;8 9.91 65 o.maF, 21.76 30,00 4ae 5 7.19173"3(Fb 4 Mr2x11s 12 10.91 71.9 e.a r, 19,76 30,00 s41 1 ...esF,) 47.81 in14 5 w1ox12 10.9 9.91 53.8 oem•F, 21.76 30.00 Ons Nn2x14 14.9 14.90 88.6 o.w-rr, 15,92 33.00 687 Doug Fir E 1800 :;'.ksi DF A True S. I fv Fb :195, ,psi -. 1 rWA #N/A #N/A #NIA #NIA #NIA Fv 95 fb #NIA Fb #NIA L7# Fv- Cf on(1)o0(2)' 83 ;psi 1 2 NWA #N/A #N/A NWA #NIA #WA 95 #N/A #NIA rwA rwA Req'd 3 4 swA #WA #NIA #NIA #N/A #NIA 95 #WA #N/A rwA I 886.61 in"4 5 awe #WA #WA #WA #WA #N/A 95 #WA #NIA rwA S 229.12 InA3 aNrA NWA #NIA #NIA #N1A #NIA 95 #WA NWA rwA S' includes A 100-24 inA2 Glu Lam E: ,- 1800 -. ksi GLB A S I Fb '. 2400 !. Psi 1 s vaxms 69.2 155.7 1051 fv 138 Fv 165 fb Fb • L/# Fv1651 .Psi 2 slnaa 78:9 192.2 1447 124 185 1523 2400 491 Widen Desired ; 5125 ...-. <in 3 4 vaxls.s 84.6 232.5 1919 1234 2490 s74 Req'd 4 a 1n:1s 92.3 276.8 2491 113 103 165 1020 2400 m? 1 770.32 inA4 5 s 11441f.6 99,9 324.8 3167 165 857 2400 i.1s4 S 98.81 in -3 95 165 730 2400 r,4eo A 57.71 inA2 ' Cv not included LVL E< '1900 aksi LVL A S I Fb: 21504': Psi 1 12114 49.0 114,3 800 iv 194 Fv fo F6 ' b' L!# Fv _ 285: ? Psi 2 Ix) a 56.0 149.3 1195 285 2974 ass Req'd 3 (3) 11 ws 62.3 123.4 733 170 153 285 1588 2600 ses 1 729.78inA4 4 [x11a 83.0 189,0 1791 151 285 1922 26W a S 91.21 in -3 5 (3)14 73.5 171.5 1201 285 1255 2600 am A 33.41 inA2 130 285 1383 2600 sae " Cf not included DELTA UNIFORM wX124E1(LA3-2LX"2+XA3) PT LOAD X<a PbX 6=IL(LA2-bA2-XA2) IR$ 3128/2007 AnyBeam Best Don 5.28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2/25172 03128/07 Project: BYUIDAudit8r14m fv I D: Rgof beam yrflir avow dri7i,' Left Size: Max pos 8.72 kips Beam Length .,t4.Oq'ft. Uniform w ' 6.46, ktft Triangle watLeft End 0 klft Moment w at Nght End -. O;sj kilt W 6.00 kips Pt Load O'GO, kips at 3 14.00fl. from left Max nag 0.06' kips at "?13.50ift. from left k+ps at .�13 00`.ft, from left Deflection D 0.00 kips at ^:0 OOtft. from left 0,00; kips at 000; R. from left Partial Uniform k/ft from to Malt nag W1 0 12.24 ft w2..;;30.00" U 359 ,ws 30:67 Partial Triangular klft on RI side from to True S s (,.d" a a+b Fb W11 '.- 0 1]2.50 .-25.00 lb wz 6 70.66 a0:1ia Unbraced Lan th 9 W3 .:- fl -: �Q00 22.06: BIN""i f inA4 E UNIFORM 1 1 TRIANGLE 1 1 POINT PARTIAL UNIFORM PARTIAL TRIANGLE Stresses E` kat Reactions fv Shear At x = Left 8.72 kips Max pos 8.72 kips 0.00 g Right 10.72 kips Max nag -10.72 kips 24.00 ft 773,8 ro 12418 Moment At x= Max pas 58.47 ko-ft 12.72 ft S ' in A Max nag 0.00 kip -ft 0.00 ft 619 Deflection D At x = L"== 359 Max pos 0.0000 inch 0.00 ft 1=- 260.65505; Malt nag -0.8020 inch 12.24 ft U 359 Stresses E` kat fv 773,8 ro 12418 L/# S ' in A 619 I • _ s¢ ;inA4 Steel E w X000 kat Steel True S s (,.d" I Fb lb Fb U#Fy Unbraced Lan th 9 50 ksl 2 `,=`R 1 wrsx2e 38.4 38.40 301 0. � -F. 18.27 33.00 ne Steel Req"d 2 3 w14x3s 42 42.00 291 a.ssas7 18.77 33.40 402 S 21.26 inA31Fy=,eeF,1 4 wismi 47.2 47.20 375 a.ssM•Fy 14.86 33.00 Ste 1 260.66 in -4 wt4x34 48.0 48.60 340 a.sso-Fr 14.44 33.00 470 5 wuxls 57.6 57..60 510 sseaFr 12.18 33.00 704 Doug Fir E ,'1600 2=ksi OF A True S S, I Fb 1035 --psi 1 rtr1A #N/A #WA #NIA #NIA rV #N/A Fy 95 fb #WA Fb L/# Of on (1) off {2} '. :.psi - t 2 rrwA #NIA #NIA #N/A #NIA #NIA 95 #WA #N/A #N1A rwA rwA ; Raq'd 3 4 WA #NIA #NIA #N/A #N/A #N/A 95 #WA #N/A rwA I 4724.37 in -4 5 AWA #NIA #NIA #NIA #NIA #N/A 95 #WA #WA rwA S 677.90 in -3 awA NWA #WA #NIA #N/A #NIA 95 #NIA #NIA rwA S' includes Cf A 169,26 inA2 Glu Lam E ", '.1809 ,ksi GL9 A S 1 Fb' 2400 • �psl 1 5Inn12,/ 115.3 432.4 4865 fv 139 Fw 165 Po 1623 Fb • L1# Fv . Width Desired5175 , .165, . , :psi ',in 2 s 11SX11 123.0 492.0 5904 131 165 1426 2400 2400 417 sca .. ...:........... Reqd 3 a Inns.s 130.7 555.4 7082 123 165 1283 2400 687 1 4199.44 inA4 4 5 srns27 138.4 622.7 8405 116 165 1127 2400 721 S 292.34 inA2 $118.28.3 146,1 693.8 9687 110 165 1011 2400 esa A 97.45 in12 ' Cy not included LVL E. •:1900. ;ksi LVL A S I N Fb '.psi 1 aarA #NIA #NIA #NIA #NIA Fy 285 fb Fb' LIN Fv .+285. -!psi 285' 2 NWA NWA #WA #WA #NIA 285 #WA 2600 swA C Req'd 3978.42 inA4 3 NWA #N/A #N/A #WA NWA 285 #NIA #NIA 2600 26M rwA S 26 4 5 rwA #N/A #NIA #NIA #WA 285 #NIA 2600 rwA awA A 58.4422 WinA2 . 8 #wA #N1A #WA #NIA #NIA 285 NWA 2600 swA ` Of not included DELTA UNIFORM wX/24EI(L13-2LXA2+XA3) PT LOAD X<a PbX/6EIL(LA2-bA2-XA2) RS 3/28/2007 AnyBeam Best Don 5-2849 4NNER SMITH BARFUSS 8 ASSOCIATES TRUCTURAL ENGINEERS PROJECT PROJECT# PACE; 233 North 1250 West #201 Centerville, Utah 84014 ARCHITECT DATE Phone(B01)298-8795 Fax 801 298-1132 Email tsba@aros.net LOCATION ENGINEER OF ...: . ' i°h'.�-..:.... F c ' ....:.... .. nc ................:............ :..... + ..... ..... . 414, :....,..:...................................... ..... ..................... ......... ..... ...... ............... ............ .............. ".............. 1 ....... .............:....... . . . . . . . . . . . . . . . ..46.........�z ...:. . l ............ kv ................................ ....... .``,................,............ ..,......,....:..... ................................. .......... ................ ............... .......... ... ... ... ... ............ ......... :..4 ;.....�..... ........... ..f�................. �.�:: ;.. ....:....... "...........:..... ....r.... ..... :..... :.......... :...:......... = .. ................ .��'''t'c,....... ........... :f .............1.,.........:... '.....o:..a.... �.... ....... . , ..... , ..�� �'� ..... :....... '... ... ..:.. :. . ANNER SMITH BARFUSS & ASSOCIATES TRUCTURAL ENGINEERS PROJECT PROJECT# PAGE: T 233 North 1250 West #201 Centerville, Utah B4014 ARChTrECT DATE Phone(801) 298-8795 — Fax 801 298-1132 BIA Email tsba@aros.net LOCATION ENG14EER OF . . .................... ........ ............ ....... ....................... - .... ......¢ ........ ..�: C. .................... .....:.... ........ . .;..... ...... ....,.... ...:...... .:...:...:.. .:.. :..:...:.. :1....... .. ...... ....:...... .. ................... .......... .........: ........ ...:s. '. :...:..�...,...'...... .'.. .....V............ ............, ............. ......... :.. .... z , ':...:.......:............._.. ........... ......... .... .....:..... :.....:.......:..... .....:.............:...:..... ....... ........ :....... ...::..................:.:..... ... i :.:..:.:.:..:.:. :.:..:.:.:. .: :.:.........:.:.:..:.:. :.:. :..... .. .+ . � ._...... ....: .............. ...... :. :.:.:.:.:.::.:.:.........:.::.:.:.:.:..:.:.:.:..:.:. ..:.:. , :.......:......;.......:.........................:..... :.......:..... : :: ... ............. ANNER SMITH BARFUSS & ASSOCIATES PROJECT TRUCTURAL ENGINEERS PROJECT#_ PACE_ 233 North 1250 West #201 Centerville, Utah 84014 ARCHITECT DATE Phone (801) 298-8795 Fax (801) 298-1132 BA Email lsba@aros.net LOCATION ENGINEER of ... :..... ......:... ;.�.:.. ,1.... .ELI :...: , F..... :..............:.` ....:..... � S � :..:. ...........:...... ......0 ................... ................... ........... .......,. ,................. ..............{..... ; ... ` . . .'........="................... .......................... ........................ ................... ... ` . . ...G ........ .....,.. -.................. ........................ ... ; ...:.. .............. ........... .........•.... ..... .......... . �..:............. .......................... ........................ .............,..... .......,.... ...... FANNER SMITH BARFUSS & ASSOCIATES 'TRUCTURAL ENGINEERS T 233 North 1250 West #201 Centerville, Utah 84014 Phone (801)298-8795 Fax (801)298-1132 BIA Email tsba@aros.net PROJECT PROJECT#,___ PAGE: ARCHITECT DATE LOCATION ENGINEER of J TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125!02 03/21107 Project: 8YUIDAa01toriur6. J 14.00 I D: Upper Roof`,Bearn with Track Hanger Lord, Size: Beam Length :.25.'00 ft. Uniform w 0.563'klfi Triangle watLeREnd 0 klft Reactions w at Riot End .0:':klft Shear W OOp kips P1 Load 8:50 kips at : 'R. from left ' 6,00' kips at IUD ft. from left Max pos 4.00: kips at ;t3,00 -ft. from left 0.00.' kips at 0"W ft. fromleft qXR'. kips at .,.0:00'ft- from left Partial Uniform V" from to 25.00 it W1 0. '.r' 15.00 , `.. 34.00: w2 -,-,-Q_ X1.50 ' 30.'t10' 4 " 6o4 3o:ao Partial Triangular Vft on Rt side from to a a+b 41L.6LL"L� UNIFORM TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE DELTA UNIFORM wX/24E1(L^3-2LXA2+XA3) PT LOAD Xaa PbXl6EIL(L^2-b'2-XA2) RS 312112007 AnyBearn Best Don 3-28-99 W1 0 14.00 150o. '^G Reactions Shear At x = .. '.',0 _.:O.Od _;72.10 Left 14.63 kips Max pos 14.63 kips 0.00 11 Right 7.95 kips Max neg -7.95 kips 25.00 it Moment At x= Max Pas $6.11 kip -ft 11.00 ft Max neg 0.00 kip -ft 0.00 ft E 29000: :ksi m -4V== 405 Deflection At x= LI-- 360. 1== 267.72 Max pos 0.0000 inch O.DO ft Max neg -0.7412 inch 12.00 ft u 405 Stresses E 'X29004 "^ ksi M fb A °24 J6 : 'i inA2 1055.8 11917 602 I . _448,0:.'' ? inA4 Steel ':29000 :ksi Steel True s(-afi.d) I Fb FY ' Unbraced Length 50 ,ksi 2 ft 1 2 wlax2a 38.4 38.40 301 --'Fl Ib 17.53 Fb 33.00 405 Sleet Req'd 3 wi4x3o 42 4200, 291 0,660•FT 18.03 33.00 ass S 20.40 m^31Fe= MF,)4 wisxsi wisxu 47.2 48.6 47.20 48.60 375 340 0.es0•rr 14.26 33,00 son I 287.72 inA4 5 w1exss 57.6 57.60 510 0s00•FF 13.85 33.00 457 0.sa0-FT 11.69 33.00 sas Doug Fir E ::1600 - ksi '1035 ",psi DF A True 5 S' I Fr Fv Fb Fv ° q5 1 rwA #NIA #NIA #NIA #NIA #NIA Po 95 #WA Fb LIR #N!A rwA Cf on (1) 08 (2J .i Psi i 2 MA #WA #NIA #N!A NWA #N1A 95 #WA #N!A swA , Roq'd 3 rwA #NIA #NIA #NIA #NfA #NIA 95 #N1A #NIA 0wA I 4852,431n^4 4 5 SIVA NWA #WA #NIA #WA #WA #NIA #WA 95 #WA 4N1A ewA S 650,53 inA3 #NIA #NIA #N1A #NIA 95 #N!A #N1A rwA S' includes CF A 230.94 in^2 Glu Lam E ' . 1800 :ksi GLD A S I Flo 2400 ..psi " 1 3114x2T 138.4 622.7 8406 fv 159 Fv to 185 Fb' LI# Fv Wdth Desired : 165 ; Ps; In 2 a tnsn.s 146.1 693.8 9887 150 1081 155 970 2400 roz 2400 .,5.125 - Req'd 3 a i14.30 153.8 768.8 11531 143 165 876 025 2400 ssz I 4313.27 in -4 4 5 sits^30.s 181.4 847.5 13349 136 165 794 2400 mi4 S 280.54 in -3 a 114.02 169.1 9382 15348 130 165 724 2400 x zar A 132.97 in^2 ' Cy not included LVLE :1900 .'::ksi LVL A S I Fb Fv 2860 - 'r Psi 285 1 NWA #WA #N/A #NIA N #N!A Fv Ib 285 #NIA F4' U## 2600 rwA -:?, ps-r Regd 2 3 #NIA #N1A #WA #WA #NIA 285 #NIA 2600 swA 1 4086.25 inA4 4 EWA wfrA #NIA #NIA #NIA #WA #WA #N1A #NIA 285 #WA 2600 rwA 5 256.98 inA3 5 MA #N!A #NIA #NIA #NfA 285 #N!A 2800 0wa A 78.98 in^2 #N1A 285 #NIA 2600 MA ' Cl not included DELTA UNIFORM wX/24E1(L^3-2LXA2+XA3) PT LOAD Xaa PbXl6EIL(L^2-b'2-XA2) RS 312112007 AnyBearn Best Don 3-28-99 ANNER SMITH BARFUSS & ASSOCIATES oreeT 'TRUCTURAI_ ENGINEERS PRaueCTs PAGE; T 233 North 1250 West #201 Centerville, Utah 84014 ARCHITECT DATE Phone (801) 298-8795 Fax (801) 298-1132 BA Email Isba@aros.net LOCATION ENGINEER OF .. ::::f...: ......I..�..............................,..................... .................. .....:......... ;......... , :J ::: :. �U.1 . ........... j _...... ..... . : ,......... �` Q ............:..... ........................... .................. .......... ......... .., .. ........:. . :..Irk': I ............. t.. 1.:,.....,...,.. ►�... ..:.t..�7. ......... .:.................... v:...... �. . . TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03/24107 Project: BY010A44if6rium,- _ ID: 7rackstGrfd�2 Left Size: Max pos 9.80 kips 0.00 ft Beam 9.80 kips Length -15:00: ft, Uniform w *:0,6,k kilt Triangle At x= wat Left End 0 kRl Maxpos 55.50 kp4t w at Right End 4:':.k/ft S. Max neg w 0,00 kips fN Load 10.410;. kips at �- 7.54 ft. from left Al x= U== 608 kbps at :i13,56s ft- from left 0,0000 inch OAO! kips at :113,00 ft. from left Max neg 049.; kips at : 0.00.f . from left 040` kips at . ` 0.W ft. from left Partial Uniform kilt from to w1.: s. D .00' , ,.30,00 I K/1 O . , :1 J 50 -X 30.00 w3 .. `; 0 . , .?18 30.00 Partial Triangular 1 Wit on Rt side from to 25.40 156 a a+b W1 - ,O `.74.49.. -..'15.00.: Unbraced Length.; x2 0116.00 ` _'.'30,(10 29 w3 '. °4 _ - 0.00. , -� 22.00" E_=' ,29000+: ;,.'ksi 1=R'. '301 :.: inA4 Lf- �* UNIFORM TRIANGLE t.YPOINT PARTIAL UNIFORM 1 PARTIAL TRIANGLE Stresses E Reactions Shear At x= Left 9.80 kips Max pos 9.80 kips 0.00 ft Right 9.80 kips Max reg -9.80 kips 15.00 fl 707.4 Moment At x= LA# 1,21)3 Maxpos 55.50 kp4t 7,50 ft S. Max neg O.00 kip -ft 0.00 ft Deflection Al x= U== 608 Max pus 0,0000 inch 0.00 ft 1== 134.06897 Max neg -0.2227 Inch 7.50 ft L! 809 Stresses E 29000 If ksi fv Po A `- O 78 • - ;. inA2 707.4 11788 LA# 1,21)3 S. c<_$6.50-.-..:.-inA3 1 . 448.0' ': inA4 Steel E ; 29004 , : ksi Steel True s a (�F d) I Fb Fy 50 '(ksi 1 w2x22 25.4 25.40 156 Po Fb, L!# Unbraced Length.; .: ' . ? ' "f ft 2 wi4x2.2 29 29.DO 198 o.cw-Fy 2fb 3Fb ne Steel Req'd 3 w1ax24 27.9 27.90 144 oaao-rr 22,97 33.00 s34 S 20.18 inA3(F3=.66v,) 4 ws2ma 33.4 33,40 204 n.6C-0'FY 23.87 33,00 387 1 134.07 inA4 5 wttx26 38.4 38.40 301 o.m-F, 19.94 33.00 w 0aWF1 17.34 33.00 1308 Doug Fir E 'i 1600 .', j. ksi DF A Tore S S. I Fb `.1035 ..'.psi 1 AMA #N/A #WA #N/A #N!A fv #N/A Fv 95 Po #NIA Fb #NIA l!# Fv Cf on (1) oft (2)' 95 ,.pai 1 2 *WA #NIA #WA #N/A #NIA #WA 95 #N!A #WA rwA , rruA Req'd 3 4 9WA #N/A #N/A #NIA #N/A #N/A 95 #NIA #NIA Own 1 2430.00 inA4 5 NruA #NIA #N/A #NIA #1UA #NIA 95 #N/A #N/A s. S 843.48 inA3 NWA #NIA #NIA #N!A #N/A #N/A 95 #N/A #N/A NwA S' includes G A 154.74 in -2 Glu Lam E --.1800 ksi GLI?A S I Fb ° 2400: : psi 1 a usxls.a 99.9 324.8 3157 fv 147 Fv 185 Po Fb , L!# F v; Width dth Desired. 165 ': , :.Psi "'5'!25 in 2 svia�l 107.13 376.7 3955 137 165 2051 1788 2400 2406 sze _. - Req'd 3 51)3x22.1 1115.3 432.4 4865 127 165 1540 2400 � en I 2160.00 inA4 4 5 a vaxm 123.0 492.0 5904 120 165 1354 2400 9a4 S 277.50 in -3 a 1alx2s.1 130.7 555.4 7082 112 165 1199 2400 1.rao A 89.09 in12 ' Cv not included LVL E .1960 . ksi Fb. 3600' -'.Psi 1 1131 s 94.5 283.5 2552 156 Fv 285 Po Fb• LI# Fv ...; 285 _ : `.Psi 2 fs) a 94.5 283.5 2552 158 285 2349 26DO 44o Req'd 3 Ryta 94.5 283.5 2552 156 285 2349 26W 449 I 2048.32 inA4 4 (3tu 94.5 283.5 2552 2349 2600 4413 S 256.15 inA3 5 13)113 94.5 283.5 2552 156 `� 285 2349 2600 13135 A 51.58 in -2 1 285 2349 2500 449 ' Cf not included DELTA UNIFORM wX724EItL13-2LXA2+XA3) PT LOAD Xaa PbX/6EIL(LA2-bA2-XA2) IRS 312412007 AnyBeam Best Don 5-28-99 TANNER SMITH BARFUSS & ASSOCIATES STRUCTURAL ENGINEERS PROJECT PROJECT# PAGE: [� 233 North 1250 West #201 J Centerville, Utah 84014 ARCH ECT DATE Phone {801 298-8795 B A Fax (801) 298-1132 Email tsba@aros.net LOCAMN ENGINEER of ........... ... ........... ��....-f5.........:..'... 2�0 :1 �......L...}..... 1 �. .............e...,. ............:..........� ........ :.....:.:...,,..:..... :.......:..... ......... :.. :L.` ! r- •° : = .. � ( i s �, tl :.......... ..:.�...�. :...`. �.. .._..... ............................................................ :.:...... j - TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2725102 03120!07 Project: �'" ,W.M-[V� Shear I D: Left Size: Max pos 7.64 kips 0,00 it Beam 10.51 kips Length 21+FOOft Uniform 758.9 w k1fl Triangle At x= wet Lea End 0 kM Max pos 59.35 kip -ft wet Right End ': - 0.684, klg Max nag N! 8.63 kips Pt Load 00 kips at15 OR R from left At x= k= 285.66572 kips at 13 50�ft. from left 0000 inch E09: kips at it. from left Max nag -0.6602 inch kips at W,'-600, fl. from lot( U kips at ,O.OP`ft. from left Partial Uniform Steel k/t from to I W1.3U.00. W2,0 Fy Length, '.,. 11.50 30,110= 1 •=_ 0 30,00 - Partial Triangular a, Fy k(ft on Rt side from to Po 18.55 Fb U9Unbraced Steel a a+b 2 3 w7 D :,i4.0u �. 150p. 291 e.eaar y .0 . iB4O0 30.00 16.96 33.D0 379 33.00 S 0.00 22.00, E _" = 29000 :ksi I== 375 - inW4 U== 360 , 11�+�.ulla UNIFORM TRIANGLE t i t IV I PCIINT PARTIAL UNIFORM PARTIAL TRIANGLE Stresses E` Reactions Shear At x= Left 7.64 kips Max pos 7.64 kips 0,00 it Right 10.51 kips Max nag -10.51 kips 26.00 ft 758.9 Po 12605 Moment At x= Max pos 59.35 kip -ft 14.04 ft 55,Sa ' _ inA3 Max nag 0.00 kip -ft 0.00 a U== 473 sss Deflection At x= k= 285.66572 Max pos01 0000 inch 0.00 ft Max nag -0.6602 inch 13.26 ft U 473 29000-; ksi '50 Stresses E` ; 29000, ksi fv A `< ` 20 78:.- inA2 758.9 Po 12605 LN S , �_ 55,Sa ' _ inA3 sss inA4 Steel 29000-; ksi '50 Steel True sf�Aedl I Fb Fy Length, '.,. ,.':ksi s. :rft 1 wlsxta 38.4 38.40 301 a, Fy Po 18.55 Fb U9Unbraced Steel .,,2, Req"d 2 3 wux3o 42 4200, 291 e.eaar y 16.96 33.D0 379 33.00 S 21.58 in"31F aGIF o' 1 4 wlexm wlex34 47.2 48.6 47.20 375 e'�F, 15.09 367 33.00 era I 285.67 inA4 5 wux34 57.6 46.60 57.60 340 510 osavr, 14.65 33.00 42a o.eaa•ry 12.36 33.00 643 Doug Flr E -; 1600 - ksi DF A Fb " - 1035 `;psi 1 NWA #NIA True S #N1A S' #N!A I #N!A N Fv fib Fb L!# Fv 95 `,psi 2 EWA #WA #N1A #WA #WA #N!A 95 #WA #WA NwA Cf on (1) oft (2);.:.'. 1 , .Regd 3 EWA #WA NWA #NIA #NfA #N!A 95 #WA mm Nwa 4 NWA #WA #NIA#NIA #NIA NWA 95 #N7A #NIA NWA 1 5177.69 inA4 5 EWA 4141A #N!A #N!A #NIA #NIA 95 #WA #WA NwA S 688.08 In -3 #NIA 95 #WA #WA rwa A 165.99 inA2 S' includes Cr Glu Lam E.. 1800 -ksi GLB A S I Fb 2400 :psi 1 5113,22.s115.3 432.4 4865 N Fv Po Fh' U# Fv W�dYh Desired 165 ''.psi 5 2 a tyeAz4 123.0 492.0 5904 137 128 165 165 1647 2400 361 , .,125, ,. jin Req'd 3 s I+sua.e 130.7 555.4 7082 121 165 1447 1282 2400 wz I 4802.39 inA4 4 5 a1na7 138.4 622.7 8406 114 165 1144 2400 5m 2400 5 296,73 W3 a 113 4.5 146,1 693.8 9887 108 165 1026 me 2400 A 95.57 inA2 r73 ' Cv not included LVL r= - 1900 :ksi LVL A S I Fb 2600 :psi t Wok#NlA #NIA #N1A N Fv Po Fb' L!# Fv - - 285 ;psi 2 EwA #NIA VIA #WA #NIA 285 #N1A 2600 rwA Req'd 3 PPA #N!A #NIA #NIA #NFA 285 #N1A 2600 ewA I 4360.16 W4 4 EWA #WA NWA #NIA #N/A 285 #N!A 2600 NWA S 273.91 W3 5 WA #NFA #NIA #WA #NIA 285 #NIA 2600 ewA A 55.33 in A2 #NIA 285 #NIA 2600 NWA ' Cf not included DRS 312012007 AnyBeam Best Don 5-28.99 TANNER SMITH BARFUSS & ASSOCIATES STRUCTURAL ENGINEERS PROJECT — 'PROJECT# PAGE: T233 North 1250 West #201 Centerville, Utah 84014 ARCH"CT DATE (801) 298-8795 /� Fax (801) 298-1132 �F-� Email tsbaGaros.net LOCATION ENE of ........... ........... ......... :...:... .:... .•:.'... '...:. , ...,;...:.:.....,. ........... ........... ................... ..:,..;.. ............. ;...:... ............... ............................... . . . . . . . :.......:..... ..... ........ .......•. ........................... ........................... :......,:....... ... ............... .......... ............. ..e.;.;..... '. :.. , ........................... ..................... 1 ....................... :.. ....:... .. ..:... ; , .:...:.. , :.. ............. .................. ........................... -r "3..............•'. . ,.....,...: ..:.;...: •...,.... l'.... .....:..................... .....:...............:..... .............. ..... ;.....,.... :...:.. ............... ............. '...;.. .. i. !�. "!' ... ... .. • :.......... ............ ,. f.'...-.7 '................ ..... cwtl:,7%..: ................. .... ............. ... , ' .. , �y . . ` . . . , . .. �r . . ' . . .... ... ~ . . , . .. . . "...,:.. 1.:..,....:.. :..,o Sz.. :.,.'.................... ..... ........ ... ........ , .. ; ...; ...... ............... ANNER SMITH BARFUSS 8, ASSOCIATES oCT 4RUCTURAf_ ENGINEERS PROJECT# PACk: T233 �` 233 North 1250 West #201 J Centerville, Utah 84014 ARCHITECT DATE Phone(801)298-8795 B Fax 80198-132 Email Isba@aros.net LOCATION ENGINEER OF • ............ �.. L ........... �.. ............. ............ y n� ?,'.s......i........ ......................... ;...;...;.. :...;...p.. ..... `:'... ::'......:.....:.:... ....:.....:.;...:. �. ........................................ :.,.....:.......:..... :.., :......� ....: : �- :............... .., ..... ... ..... . Vii;::..... �� ::::.':' : ::>::..:° .......a.., ..... ... ,. ............. .... .1 rz.� .... , .. zel :::: ::: :Ttl:: ................ :......,,.,........... .. ..:............ . ANNER SMITH BARFUSS & ASSOCIATES STRUCTURAL ENGINEERS PRAT PROJECTa PAGE: T 233 North 1250 West X201 — Centerville, Utah 84014 '°��� DATE Phone (801 298-8795 Fax (801) 298-1132 BA Email tsba@aros.net LOCAIM EraWEER of :.. ... ........................... .................... .,.'�,..�........, ............ ........... ........ .. .......................... ............ 77 � ...:... ,, .. P...:. G.:.. :... ; ...:.. : ;..... ....7:Co. p......... ............ ............ ....... ................ .....:.............Z.. _....... .....'. .... . ...............:............ ................,,, 01 ..�.,........... .......... ...,....v.,.... :4 .............. ............... ....... ............... ......... ............. :.. C:9' ....?..:. .,.......:.. ........... .... ... .. ... ... .. r,.,:... :...:......:...:...:............... .C�r ... F ........................... ..,....g............ ............................... ............:....... ........ 1 �- C' 1 ...................................... lulu- � .......:.......:..... .....'............,..:..... ...........,'.,....:. - ... ......... ....,,.......:..... ......... ......... ............. ...................... .. :.. ......... ............. ............. :,.... .......... : _:...,...-.......�. �.. P;: ...:.-..... .... .. , : .... . .r.. ;.:.......... .;. .i. . . ..... ... ....:. ...,..�:... ......:.... ....... ....:...:...... c:...: ...ra, -..: ........... ► � ..... `............................ .r -:..... ,..,.............. .... .............. ....................... .. ':...:......._.. .... :...:...:.. :...:...... ........ ...... .. ....... ......... :....... I-ANNER SMITH BARFUSS & ASSOCIATES PROJECT STRUCTURAL ENGINEERS PROJECT#- PAGE: T 293 North 1250 West 14 , ARc�cT T Centerville, Utah 840014 onTe Phone (801) 298-8755 Fax (801) 298-1132 BA Email tsba@aros.net LOCATION ENGINEER OIF ...:.......:... G . 'l.lf `... .......:.......:.,........... . ..................... ....................... a.. r. ............ ....... ,...... ...... ... .. :...:... :::..:.:,:.l.f..V..:::.....,................................. ...,...... ....... .......` ::::::::::::: :::::::: - PIP .. Vit: ............. .............,.. .. :..:... :...:,,:.....: ..,............,,....... ............ ........... . , .. . ............. ..........:., ..... .,..,..1. '.�........, .............. .......................... ...•.................. ......:..... ,,...1 ....,.. 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INER SMITH BARFUSS & ASSOCIATES IUCTURAL ENGINEERS 233 North 1250 West, #201 S Centerville, 84014 Phone 501)1) 298-8795 Fax 801 ) 298-1132 E—mail tsba0aros.net PROJECT ARCHITECT LOCATION PROJECT % PAGE: DATE ENGINEER OF NER SMITH BARFUSS do ASSOCIATES UCTURAL ENGINEERS 233 North 1250 West, #201 Centerville,Utah 84014 Phone (8O1) 298-8795 Fox 801 298-1132 E—mail tsba®aros.net PROJECT _ 0, 1 r) � � PROJECT if ARCHITECT LOCATION UP ENGINEER PAGE: OF 2UCTUM ENGINEERS /1 233 North 1250 West, #201 Centerville, Utah 84014 Phone (8Q1) 298-8795 Fax (801) 298-1132 E—mail tsbaOoros.net PROJECT # DATE LOCATKA ENGINEER PAGE: OF IN€R SMITH BARFUSS do ASSOCIATES UCTUR& ENGINEERS per ppwwr / PACE: S 233 North 1250 West, #261 Centerville, Utah 84014 ARCHITECT — Phone (801) 298-8785 �� Fax 8O1) 298-1132 E—mail tsboOoras.net LOCAT*N ENGINEER OF— INER SMITH BARFUSS & ASSOCIATES UCTURAL ENGINEERS S2.33 North 1250 West, #201 Centerville, Utah 84014 Phone =1) 298-8795 Fax (801) 298-1132 E—mail tsba®oros.net PRMU PAGE-: ARIOMECT OA's LOCARON ENGINEER OF `YWN..... ..... INER SMITH BARFUSS do ASSOCIATES UCTURAL ENGINEERS 233 North 1250 West, /201 Centerville,. Utah 84014 AR(.,MECT Phone (801 } 298--8795 Fox 807 2 98 —1132 E—mail tsbcOaros.net LOCATION_ PROJECT f RATE E! MNEER PAGE OF TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 12/29106 Project. - UNIFORM � z) # J 11% POINT M- PARTIAL UNIFORM Right 12.28 kips Size: -12.28 kips 39.00 ft 086.7 Beam At x= Length '- 39OR. Uniform Max neg -w :. 0.0, Wft Triangle Deflection watLeff End 0 k/ft Max pos 0.0000 inch 0.00 ft w at Right End Q'. Wft -1.0658 inch 19.89 ft W 060 kips Pt Load 4.Q0'. kips al $.83 iL from left Steel E ,.: 2944¢ ksi - O.UOi kips at :. , 6.00`h. from left I Fb o.a0' kips at " 13.00tt. from left Fy $4 =ksi Unbraced Length, 2 0.00 kips at 040ft from lett 68.40 612 u.00 kips at I 0 00`ft. from left Partial Uniform Fb # 33.00 259 ; ,,ft Steel Reqd Wft from to 81.6 wi 843 ", 4;319:00- w2 3300 370 6, 30.0Q- wtax4a 72.7 72.70 . '.- 0'.- ;.1800,.,..: �xog Partial Triangular 18.87 kM on Rt side from to Wtex46 78.8 78.80 a a+b a,aeo-cy wi :. .. - .' 0.3 ',- 7,00- I 546.56 inA4 v!2 wstxss 0 ' 16:00 ' 30.00'. 984 W3 .0" 0.00. 22,40 E_=. =29000 ,.d`ksi I== 1000' 'in -4 240 Reactions UNIFORM Shear TRIANGLE 1 1 POINT 9.86 kips PARTIAL UNIFORM Right 12.28 kips PARTIAL TRIANGLE Reactions Shear At x= Left 9.86 kips Max pos 9.86 kips 0.00 ft Right 12.28 kips Max neg -12.28 kips 39.00 ft 086.7 Moment At x= Max pos 114.31 kip -ft 20.28 ft Max neg 0.00 kip -ft 0.00 ft Deflection At x= U== 439 Max pos 0.0000 inch 0.00 ft I== 546.562$1 Max neg -1.0658 inch 19.89 ft U 439 Stresses E.': 29000 :`ksi fV fb A in -2 086.7 24279 U# 55650,?inA3 is? 44'80" ..4inA4 Steel E ,.: 2944¢ ksi Steel True S a (-draw) I Fb Pb Fy $4 =ksi Unbraced Length, 2 1 w13x40 68.4 68.40 612 o:wary 2!1.08 Fb # 33.00 259 ; ,,ft Steel Reqd 2 3 w2ix4a 81.6 81,60 843 o.rerr:y 1681 3300 370 S 41.37 inA3(F.-.66r,l 4 wtax4a 72.7 72.70 586 asewry 18.87 33.00 257 Wtex46 78.8 78.80 712 a,aeo-cy 17,41 33.00 313 I 546.56 inA4 5 wstxss 94.5 94.50 984 0.swFy 14.52 33.00 432 Doug Fir E ._ 1600 Iksi DF A Two S' I fv Fv fb Fb -: 1035 „psi 1 /WA #N/A #N/A #NIA #NIA #NFA 95 #N/A Fb Ll# #WA MA FVpsi Cf on (1) off (2), t 2 NWA #WA #WA #NIA #NIA #WA 95 #WA #N!p 4wA ,": Reqd 3 MA NWA #NIA #NIA #NIA #NIA 95 #N/A #N!A swA I 9906.44 inA4 4 5 IWA #N!A #WA #N/A *N/A #NIA 95 #N/A #NFA rwA S 1325.38 W3 MA #NIA #N/A #N!A #NIA #WA 95 NWA #NfA aN1A S' includes Cf A 193.96 inA2 Glu Lam 1800 ";ksi GLB A S I Fb ', ;440 , -Psi 1 a111y74.5 146.1 693.8 9687 fv 126 FV 165 fb Fb' LI# Fv ` ;I' 185 p psi 2 ! Fn.w 153.8 768.6 11531 120 168 1977 1784 2400 269 Width Desired -,5825 ': in 3 slnst.s 161,4 847.5 13349 1114 2400 318 Reqd 4 stnxas 169.1 930.2 15348 109 165 185 1619 1476 2400 364 I 8605.73 W4 S s ttaxl4s 176,8 1016.7 17538 104 165 2400 419 5 571.57 W3 1349 2400 478 A 111.67 inA2 ' Cv not included LVL E '. 1900 ;" ksi LVL A S f Fb 2804 ..';Psi 1 1'N1A #NIA #NIA #N/A fV #NfA Fv 285 fb Fb* L/# Fv , �. 28$ :. - „Psi 2 VIVA #NfA #NIA #NIA #NIA 285 #NIA #NIA 2604 swA Reqd 3 aWA #WA #NFA #NIA #N/A 285 #N/A 2600 rwA I 8342.21 in14 S 527.60 in A3 4 aWA #NIA #NIA #NIA #N/A 285 #NIA 2600 rwA 2800 rwA A 84.65 in -2 5 MA #NIA #WA #N/A #N/A 285 #N/A 2600 rwA ' Ct not induded DELTA UNIFORM wX/24E1(LA3-2LXA2+XA3) PT LOAD Xaa PbMEIL(LA2-V2-X'2) DRS 12/29/2006 AnyBeam Best Don 5-28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 21251102 12/29M Project: I D:TraaK 9Yt/1�' Bbam a Size: At x= Left 16.43 kips Beam Length 39 G6`R. Uniform w 0,6: k/ft Triangle wat Let End 0 klfl Moment w al Right End 0: k1t1 Max pos W 0.00 kips Pt Load G;ODI kips all ! € 5.63: ft. from left 0.00 R kips at r ; 8.09. ft. from left Deflection 0:0' kips at :13.00; R. from left Max pos 00; kips at 0 OOfl. from left I== 910.93716 0.00: kips at from left Partial Uniform k/ft from to 263 W1 ;..0.5 E1T.00 =`: aFuti, w2 .0 `; 11,50 30,00 w3 ',0 1600. ' 30.00. Partial Triangular k/ft on Rt side from to Steel a a+b s (-Mal) W1 0.5 :7.00 47.00' w2 .� --..15,00- 300 Fb U# W3 0 ;?. -0.00 ... 22.00'. E==. - 29006 -:;ksi *_ ":14DID, - "- inA4 L1==......... UNIFORM TRIANGLE POINT FFT PARTIAL UNIFORM PARTIAL TRIANGLE Reactions 29000 ' 't:.ksi Shear At x= Left 16.43 kips Max pos 16.43 kips 0.00 ft Right 20.47 kips Max neg -20.47 kips 39.00 ft A 2D 78 =iinA2 Moment At x= Max pos 190,52 kip -ft 20.28 ft Max neg 0.00 kip -ft 0.00 R 96 50 -:' inA3 Deflection At x = U== 263 Max pos 0.0000 inch 0.00 ft I== 910.93716 Max neg -1.7763 inch 19.89 ft I . L/ 263 Stresses E :'• 29000 ' 't:.ksi fv fb U# A 2D 78 =iinA2 1477.9 40465 118S 96 50 -:' inA3 I . . '4411.0.=. -::; mA4 Steel E 29090 ; ' ksi Steel Tare S s (-Mal) I Fb fb Fb U# Fy s0. C4 ksi 1 w21x56 94.5 94,50 964 oeao'F, 24.19 33.00 259 �. 2 f 2 w:#xes 114 114 114.00 1350 e.660'FY 20.06 33.00 sss Steel Req'd 3 wxlxet 111 111.00 1170 o.aw•rr 2060. 33.00 3w S 69.26 W3,r,=sera 4 wswo 108 108.00 984 osso•Fr 21.17 33.00 2M 1 910.94 inA4 5 wux62 131 131.00 1550 e660'Fy 17.45 33.60 4ee . Doug Fir E .......... ... ... . '' 1600 ;ksi DF A True S S. I fv Fv fb Fb U# Fb;:' 1039 ','psi 1 #xrA #NIA #N/A #N/A #NIA #NIA 95 #NIA #N/A #wA Fv,- 95 'Psi 2 "A #WA #WA #N/A #NIA #NIA 95 #NIA #N/A #WA Gfon(1)off (2),"�, 1,,,,,_,; 3 n0A #NIA #NIA #N/A #N/A #NIA 95 #N' /A #N/A #wA Req'd 4 VWA #N1A #N/A #N/A #NIA #NIA 95 *N/A #N/A otuA I 16510.74 in14 5 9WA #NIA #N/A #NIA #NIA #N/A 96 #N/A #NIA #wA S 2208.96 inA3 S' includes CF A 323.27ln-2 Glu Lam E. =_ 1960; , ;. ksi GLB A S I fv Fv fb Fb' L1# Fb'., 2900•,';F?psi 1 WA #NIA #N/A #N/A #NIA 165 #NIA 2400 #wA Fv. ' 165 - .�-`psi 2 WA #N/A #N/A #NIA #NIA 165 #WA 2400 IWA Width Desired = 9125 =. in 3 #WA #N/A #N/A #N/A' #NIA 165 #NIA 2400 twA Req'd 4 MIA #NIA #N/A #NIA WA 165 #NIA 2400 #wA 1 14676.21 inA4 5 XNA #NIA #NIA #N/A #NIA 165 #NIA 2400 #WA S A 952.61 MM3 186.12 MM2 ' Gv not included LVL E 1800 , ksi LVL A S I fv Fv fb Fb ' V# Fb, 1 XNIA #NIA #N/A #NIA #N/A 285 #NIA 2600 #WA PSI 2 SNIA WA #N/A #NIA #NIA 285 #NIA 26W #WA Req'd 3 NWA WA #N/A #NIA #NIA 265 #WA 2600 #WA 1 13903.78 inA4 4 xtt1A #NIA #N/A #WA #WA 285 #NIA 2600 ANA S 879.34 in -3 5 MA #N/A #WA #NiA #NIA 285 #NIA 2600 6wA A 107.76 inA2 ' Cf not included DELTA UNIFORM wX/24EI(LA3-2LXA2+XA3) PT LOAD X's PbX/6EtL(LA2-bA2-XA2) DRS 1 2/2 912 00 6 AnyBeam Best Don 5.28-99 INER SMITH BARFUSS & ASSOCIATES UCTURAL ENGINEERS S233 North 1250 West, #201 Centerville, Utah 84014 Phone 401� 298-8795 Fax 801 l 298— 132 E—mail il tsbaOoros.net PROJECT ARCHITECT LOCATION PROJECT I PACE: DATE ENGINEER OF— . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ........... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .......... . . . . . . . . . . . . . . . . . . . . . . . . . . ................. ............................ .. ....... ....... .............. ............. .......... . . . . . . . . . . . . ........ .............. ............. ........... . . . . . . . . . . . . . . . . ............... .......... . . . . . . ................ ........ ........... ...... ....... . ... ... ... ................. .................. ............... ......... ............. ...... . . . . . . ............... m .......... ....... ....... ............ ...... - ...... ................ . . . . . . . . . . . . . ....... ....... ............... ............... ............ ....... ....... ....................... ....... ....................... .............. ............... . . . . . . . . . . . . . . . .................. .......... ........................ . . . . . . . . . . . . . . ........... .......... .. ......... . ........:...............i. ............... ............... ........ ............... ....... ...... ........... ................ ...................... ....... -... : ............... ........... ............. .. .......... . ....... . ...... ........... ....... ........... ................ ............ .... ............ .......... .................... ........... .............. ...................... ........... .......... ........ ..................... ............... .......... .......... .... ... ....... ............... .......... ......... .. . ..... ............... ...... ............ . ............ ......... ....... .................. ......... .............. ....... ......... ................ .............. ....... ....... ........... ........... . .... .............. ... ... ............... ........... .. ........ ......... . ... a .... ...... ................. ............ .. ............. ....... ........ ... ...... I .......... ............... ........................ ...... ............... ..... ......... ... ..... ..... ......... ............... m ... ................. ......... .......... ....... ....... ....... . ... ............................ . . . .................... ........................ ...... ..................... . . ........... ............. ............... ................. .................. ............................... ....... ....... ....... ............ ............... ........... ......... ............ .............. ...... ............ ............ ............... ............... ........... ................ .......... — ............ ............ ............... ............... ............ ........... ........ INER SMITH BARFUSS do ASSOCIATES tUCTURAL ENGINEERS ^ 233 North 1250 West. #201 \+1 Centerville, Utah 84014 Phone 801298-8795 Fox 801 298--1132 E—ma il tsba®aros.net PROJECT ARCM= PRW= I PAGE: DATE LOCATION ENGINEER OF JNER SMITH QARFUSS & ASSOCIATES WCTURAL ENGINEERS 233 North 1250 West, 8201 Centerville, Utoh 84014 Phone 801 298-8795 Fax 801 298-1132 Email tsba®aros.net PROJECT ARCHITECT PROJECT / PAM DATE LOCATION ENGINEER OF :...k.......e.......I... .......... ...... ....... I,..... ........ .._ ... ..t...:..._..e...I............ ... 3 ........... ... I.......... 1\....I.......... \ ...I...:.. :... VNER SMITH BARFUSS & ASSOCIATES RUCTUM ENGINEERS 233 North 1250 West, #201 S Centerville, Utah 8401 4 Phone (SOij 2g8-8795 Fax S01 258-1132 E—mail tsbcaaros.net PROJECT PROJECT % I PAG DATE LIMN ENGINEER OF NNER SMITH BARFUSS do ASSOCIATES RUCTURAL ENGINEERS 233 North 12.50 West, #201 Centerville, Utah 84014 C Phone (801) 298-8795 Fax (801) 298-1132 E --mail tsba0aros.net PROJWr / PAGE:- ARCHITECT ACE: ARCHITECT DATE LOCATION MNEER OF JNER SMITH BARFUSS do ASSOCIATES ?UCTUM ENGINEERS S 233 North 1250 West, #201 S Centerville, Utah 84714 Phone(801) 29$-8795 Fox$01 298-1132 E—mail tsbaOoros.ret PROJECT ARCHITECT PRWECT f PAGE DATE LOCATION SNEER CF NNER SMITH BARFUSS do ASSOCUITES RUCTURAL ENGINEERS 233North 1250 West, #201 Centerville, Utah 87 Phone (801) 298-8879595 Fax (801) 298-1132 —mail tsbaOpros.net PROJECT PROJECT f - - - -_ . FACE: ARCHITECT DTE LOCATION ENGINEER OF 7• NNER SMITH BARFUSS & ASSOCIATES RUCTURAL ENGINEERS 233 North 1250 West, #'201 Centerville, o2 84014 Phone (80111 ) 298-8795 Fax 801 298-1132 E—mail tsba®aros.net PROJECT PROJECT / ARCHITECT RATE. LOCATION ENGINEER I� OF INER SMITH BARFUSS & ASSOCIATES UCTURAL ENGINEERS 2.33 North 1250 West. #201 S Phone vibe, Utah 84714 Phone(801) 298-8795 Fax 801) 298-1132 E—mail tsba Ouros.net PROJECT ARCHITECT PROJECT f DATE LOCATION ENGINEER I; OF TSBA BEAM DESIGN SIMPLE SPAN REAM - SHEAR, MOMENT, AND DEFLECTION Revised 2/25102 1212.9!06 Project: Reactions Shear At x= ID:_ 5.71 kips Max pas 5.71 kips Size: Right 5,89 kips Max neg -5.89 kips seam 424.8 Lenges -000'R Uniform U# w 42.85 kip -ft Triangle S watUltEnd 0 kit( 0.00 ft V== 1,503 w at Rlght Erd . U klft At x= 1== 159.8.503 W 0.00 kips Pt Load a c z - kips at ft. from left -0.2395 inch r kips at -.=8.40:tt from left 1,503 kips at 43.44`ft. from left ,. 29000 , : ksi Steel kips at 0 W11. from left I Fb .. kips at 0 -cd ft. from left Partial Uniform Fy Length klit Prom to wuxu 29 29.00 -0 ;. '0,00, ,840' Ib 0 -.. - 11 6D . `- 30 04,. Steel w3 2 0 30.44, Partial Triangular 204 uacary Wit on Rt side from to 17.73 15.40 33.40 Zee S a a+b 3 4 W1 38.4 -:'x_0.12 -:26:80; aaeo-Fy +✓2 4 I 1 1x,18.00,. 30'011' 3177 452 1 159.58 in"4 0 . !- '0.00 -.�. 22.04 E _ 290011. ''ksi 101)0,", 'in -4 UNIFORM TRIANGLE PAINT PARTIAL UNIFORM PARTIAL TRIANGLE Stressesi--:: Reactions Shear At x= Left 5.71 kips Max pas 5.71 kips 0.00 ft Right 5,89 kips Max neg -5.89 kips 30.00 ft 424.8 Moment At x= U# Max pus 42.85 kip -ft 15.00 ft S Max reg 0.00 kip -ft 0.00 ft V== 1,503 Deflection At x= 1== 159.8.503 Max pos 0.0000 inch 30.00 ft ;; 44810 -`.in"4 Max neg -0.2395 inch 15.00 ft U 1,503 Stressesi--:: 29000"1 ksi A., 2076 ,+in"2 424.8 9101 U# S .". 56-50 in"3 an 1 ;; 44810 -`.in"4 Steel E ,. 29000 , : ksi Steel True S spar"ni I Fb Fy Length 5o : ksi 2 1 wuxu 29 29.00 199 o.asa^ry Ib Fb U#UnbraCed Steel '(t Req'd 2 W12x1e 33.4 33.40 204 uacary 17.73 15.40 33.40 Zee S 15.58 in"3 tFa= MF,1 3 4 wlaxza 38.4 38.44 301 aaeo-Fy 13.39 33.00 33.00 3177 452 1 159.58 in"4 5 Wux1a 35.3 35.30 245 n.M.F, 14.57 33.00 358 wux30 36.8 38.60 238 ese3^Fy 13.32 33.00 Doug Fir E; 1606 ksi ase Fb" .; -: 9035 .'. psi 1 OF #RSA A #NIA True 5 #NIA S• #NIA I' #NIA fv Fv Po Fb U# Fv ;" CF on 1 off 2 O (j:-L�_.'. : 95 €psi 1 2 aN1fA #NIA #N!A #N1A #N!A #WA #NlA 95 95 #NIA #NIA swA .. Req'd 3 EWA #N1A *N/A #N!A #N1A #NIA 95 #NlA #NIA #NIA awa I 2893.88 in"4 4 5 MWA #WA #NIA #NVA #NIA #N!A 95 #NIA #NIA #NIA awA S 496.84 in"3 #WA #N!A # WA #WA #NIA WA 95 #N1A #NIA ewa includes CF awA A 92.92 W2S' Glu Lam E '. 1800 - rksi GLB A S I Fb,. :.2400 "'psi 1 au9xu.a 99.9 324.8 3167 fv 16 F83 Ll# Fv; Width Desired " 165 , ,,psi 5125. `in 2 alneet 107.8 378.7 3955 89 82 165 15 5 2 4400 as 3 51/88x.5 115.3 432.4 4865 165 1385 2400 3m Req d 4 a alaxtl 123.0 492.0 5904 77 165 1189 2400 454 I 2572.34 in -4 5 a tn.as.a 130.7 555.4 7082 72 165 2400 551 661 S 214.26 mA3 68 165 926 828 2404 eat A 53.50 W2 'CV not included LVLE '1900 `'.ksi LVL A S I Fb - Fv '2800 :psit 3 i 119 94.5 283.5 2552 N Fv tb Fb' LI# :. 285 .psi 1.Req'd 2 15118 94.5 283.5 2552 93 285 1814 26()0 251 3 13119 94.5 283.5 2552 93 285 1814 2600 25•1 I 2438.95 in"4 (3)13 94.5 283.5 2552 93 285 1814 2600 251 5 197.76 iO34 5 (31 11 94.5 283.5 2552 93 285 1814 2600 251 A 30.97 in"2 93 285 1814 2800 251 ' Cf not included DELTA UNIFORM wXr24E1(L"3-2LX"2+X"3) PT LOAD X<a PbMEIL(L"2-b"2-X"2) RS 12/29/2006 Any8eam Best Don 5.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2'25102 12129!06 Project: 0tI to EVENTS CENTER I D; B DRIFT LOAD Size: Beam Length 3000; ft. Uniform 30.00 w 03k/It Triangle at Lea End 0kin At w at Right End 0.Witt 22.08 W 0.00 kips Pt Load Max pos kips at ) - 5.$2'-11 from left 0.00; kips at 6,OD ft. from left ,0ao0 kips at :�. 13:041:.ft. from left Max neg 0,00` kips at - 0 66ft. from left _ 00 kips al 0.09, ft. from left Partial Uniform k/ft from to W1 0 '-. b.w 6 D w2 0 ' :: 1i 59 . 30;00.. vv3"" 0>', :- 18.00 _' 30.00; Partial Triangular Wit on Rt side from to a 8+b UNIFORM TRIANGLE POINT PARTIAL UNIFORM tPARTIAL TRIANGLE DELTA UN{FORM wXI24El(LA3-2LXA2+X43) PTLOAD X" PbMFIL(LA2-V2-XA2) DRS 12129/2006 AnyBeam Best Don 5.28-99 30140 W2 0 ., 76.00 30.00 Reactions Shear At 22.08 Left 3,27 kips Max pos 3.27 kips 0.00 ft Right 4.96 kips Max neg -4.96 kips 30,00 ft Moment At x= Max pos 26.74 kip -ft 16,50 It Max neg 0.00 kip -ft 0.00 It E _= 29400 '.'.' ksi 1 s= 1000 , in A4 Lt== 2,376 Deflection At x = __ U==' _ 240"�. 1== 101.03049 Max os 30.00 ft Max neg 0.15105 inch 15.30 ft U 2,376 Stresses E, 191kib ; `ksi fv to A i- 20,78,:.,," inA2 358.3 5679 V# I948 0'�' S"' inA4 Steel E 29000, . - ksi Steel True S s Imnan,al I Fb FY.` Unbraced Length` ' 51.0 ;`ksi 2 - ft 1 wtzxu 17.1 17.10 103 ossa rr Po 18.77 Fb LJ# 33.00 Steel - Req'd 2 3 wt2xla 21.3 21.30 130 15.06 2+5 33.00 ace S 9.72 in13 (Fs= seF,) 4 wtxx22 wiwz 25,4 29 2540 29.00 156 199 ossaq 12.63 33.00 371 I 101.03 inA4 5 wtox2.z23.2 23.20 118 o.aw'Fr 11-06 33-00 473 eico•rs 13.83 33.00 180 DougFirE ;: ,- 1500 ;ksi DF A True S- I Fb 1035 '-'. psi 1 AWA #N1A #NIA #NIA #N1A tv FV fb Fb LJ# Fv C1 on {Doff (2) 95 - "psi 1 2 *WA#NIA #NIA #NIA. #NIA #NIA #N1A 95 #WA 95 #NIA #NIA i. Req'd - 3 4 shm #NIA #NIA #N1A #WA #N1A 95 #NIA WA ewA #NIA iwA I 1831.18 W4 5 NWA WWA #NIA #N1A #N1A #NIA #NIA #NIA #WA #NIA 95 #N1A #NIA iwA S 310.03 in -3 #NIA #NlA 95 #NIA #WA iwA A S' includes G 78.36 in12 Glu Lam E A840,1' ksi GLB A S I Fb 2400 !j psi 1 slnxta.a 84.6 232.5 1919 fv Fv ftr Fb- U#Fv 165' "psi -.5125.: 2 3173x!1 92.3 276.8 2491 66 165 1380 2400 2e3 Width Desired ,'in 3 sua.v.s 99.9 324.8 3167 81 165 1159 2400 367 Req'd 4 a vax21 107.6 376.7 3955 75 165 988 2400 Ae7 I 1627.71 inA4 5 5113.22.5 115.3 432.4 4885 69 165 852 2400 S 133.70 W3 65 165 742 2400 17 7 717 A 45.13 inA2 ' Cy net included LVL E. 1 "+ 1900 `;ksi LVL A S I Fb 2400 " 'psi 1 (2)18 63.0 189.0 1701 IV Fv Po Fh - li# Fv ._=_: 2'45:.'". Psi 2 ts)u 84.0 224.0 1792 118 285 1698 2600 les Req'd 3 f3)1t 94.5 283.5 2552 89 79 285 1433 2600 279 I 1542.04 inA4 4 (3) 18 94.5 283.5 2552 285 1132 2800 397 S 123.4? inA3 5 13119 94.5 283.5 2552 79 285 1132 2600 3s7 A 26.13 in A2 79 285 1132 2600 397 Cf not included DELTA UN{FORM wXI24El(LA3-2LXA2+X43) PTLOAD X" PbMFIL(LA2-V2-XA2) DRS 12129/2006 AnyBeam Best Don 5.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125/02 12129106 Project: 29000 "''=ksl A' I D: Right 4.01 kips 448.o Size: s Fy 50 ksi Urbraced Length.. -_. 2e.,_. � R Steel Req'd-- Beam 5.84 lnA3(Fe=.ssr,) Length _:..R. Uniform '.,. 16GD .'". r ksi Fb 103' ' Triangle 'psi wat Lefl End 0 Wit 0.00 kip -ft ReV wat Right End y , k1ft S 188.06 inA3 w 000 kips Pt Load -: r: ksi Q00= kips at aft. from left Fv psi 6.00' kips at 1. 'ft from left 16.50 h Req'd 006 kips at04; R. from tett S - 0.00` kips at 0 60`:R. from OR LVLE 'x1900 ,sksi 0:09; kips at 0 OO;ft. from left Partial Uniform :785 ...':psi Kitt from to 1 796.99 inA4 0 .., 14.00: 30.00; A W2 0 11-59 ,30.00` 402 w3 f '_0 8.0 :10. 36;00' Partial Triangular ) Wit on Rt side from to w1 0.61.' a a+b `,: � 1,4.00 30.00 #NIA #N/A _ 0-''-,16.06 '. 30,00. Fr W3 0 22.00 E __ = 29008 ksi I== in -4 Stresses E--= 29000 "''=ksl A' �. 20 78 inA2 S-inA3 Right 4.01 kips 448.o SteelE-_< 29000;-r:ksi Fy 50 ksi Urbraced Length.. -_. 2e.,_. � R Steel Req'd-- S 5.84 lnA3(Fe=.ssr,) 1 52.22 inA4 Doug Fir E '.,. 16GD .'". r ksi Fb 103' ' 20.70 fl 'psi Cf on (1) oft (2)::..`-y Max neg 0.00 kip -ft ReV 1 946.42 W4 S 188.06 inA3 A 63.35 inA2 Glu Lam E1800 -: r: ksi Fb"'24106..?psi 30.00 ft Fv psi Width Dosred„ in 16.50 h Req'd 1 841.26 inA4 S 80.24 in13 A 36.48 inA2 LVLE 'x1900 ,sksi Fb?2600 .; psi- si Fv Fv, :785 ...':psi 247 Raq'd 1 796.99 inA4 5 74.06 in -3 A 21.12 in12 N 289.6 UNIFORMTRIANGLE P©INT FLU PARTIAL UNIFORM PARTIAL TRIANGLE Left Reactions 0.87 kips I Shear At X= Right 4.01 kips Max pos Max neg 0.67 kips 4.01 0.00 ft 10.3 kips 30„00 fl lb Moment At x = 10.9 9.38 9.91 Max pos 16.05 ki" 20.70 fl Max neg 0.00 kip -ft 30.00 ft L/==4 SBO . 1091 Deflection At x= 1== 52.216398 17.67 Max pos 0.0000 inch 30.00 ft 10.9 8.91 Max neg -0.0783 inch 16.50 h 16.05 LI 4,596 5 w12x14 fb vu 3408 2059 Steel True S s (m m d) I 1 M12x16 10.3 Fb lb 2 M12xlo.a 10.9 9.38 9.91 61.6 6518.70 o.warr Fb 30.00 L/# M3 MUx11.6 12 . 1091 0Wp rr 17.67 30.00 299 4 wloxtz 10.9 8.91 53.8 0�' , 16.05 30.00 330 5 w12x14 14,9 14.90 88.6 eao rr 17.67 30.00 247 o.65aFr 12.92 33.00 402 OF A True 5 S• ) 1 NWA #NIA #N/A #NIA #NIA Fr Fv LI# 2 IVA #NFA #NIA #NIA #WA #WA 85 #N/A N #IA rwA 3 NWA #WA #N/A #N/A #NIA #N/A 95 #WA #NFA rwx 4 JFWA #WA#WA #WA #NIA #NIA 95 #NIA #NIA a. 5 NWA #NIA #NIA #NIA #Nip #N/A 95 #N!A #N/A rwA S• includes Cr #NIA 95 #N!A #N!A rwx GL8 A S I 1 s vextx.6 69.2 155.7 1051 h Fv In Fb - U#2 s int.is 76„9 1922 . 1441 87 165 1237 2400 300 3 s 13.16. 84.6 232.5 1919 78 165 1002 2400 411 4 s uwa 92.3 276.8 2491 71 165 828 2400 s11 5 s 11S.19.6 99.9 324.8 3167 65 165 696 2400 60 185 593 2400 sw wa ' Cv not included LVL A S I 1 12114 49.0 114.3 800 fV Fv fb Fb' U# 2 (2)1456.0 149.3 1195 123 285 1684 2600 241 3 t27 a 63.0 109.0 1701 107 285 1290 2600 350 4 (3) r1 73.5 171.5 1201 96 285 1019 2600 512 5 12116 84.0 224.0 1792 B2 285 2600 act 72 285 860 860 2600 540 ' Gr not included DELTA UNIFORM wXI24El(LA3-2LXA2+XA3) PT LOAD X<a PbX/6EIL(LA2-bA2•XA2) 25 12129!2006 ArlyBeam Best Don 5.26.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAF, MOMENT, AND DEFLECTION Revised 2/25/02 12729106 Project: 29000;'- ksi a ; iv r,... 20 78 := inA2 9.36 Size: ; -, _ ;•�, Beam I "448 length 309G'ft. Uniform Steel E; 29000' ksi ' 4 wtoxt: FX .; '` Unbraced Length , :'; w .... ._.., kin Triangle Steel wat Leh EM 0 k/ft 88.6 S w al Right End Os kfft Fv 95 95 95 95 95 fb #WA #NIA #NIA #NIA #WA w 0.00 kips Pt Load, G,'Gfi kips at 5 83`41. from left 1 MA#NIA Doug Fir E ,. kips at '00: ft from lett #NIA 0 kips at 1301kft from left #N/A #NIA kips a( 0 OOJI from left #NIA Cf on (1 } o1f (2) ;a kips at000jft. from left Partial Uniform #N/A km from to 5 IarrA w1 C325, IOWA #NIA S 165.23 inA3 S' includes ff A 47.97 in -2 1800`: ' '30.00.' Partial Triangular Glu Lam E. ; kFft on RI side from to w1 04,25 a a+p Fv `- 0 �� 76.00." ,."'30.00 Width Desired.. - S.t25., '; in 22.00- E 2$000 ....ksi ==` -1000'. -.-'inA4 LI== 24d. Stresses -.: 29000;'- ksi I iv A . 20 78 := inA2 9.36 219.3 S -..''.._56.56,.::'➢nA3 2 Mt2xt0.e 10.9 9.91 I "448 0 inA4 3 Mltxtt.F 12 Steel E; 29000' ksi e. -F, 4 wtoxt: FX .; '` Unbraced Length , :'; 50 : ksi 2 .� it 53.8 a,e Fy Steel Req'd 14.90 88.6 S 458 fv #NIA #NIA #NIP, #NIA Fv 95 95 95 95 95 fb #WA #NIA #NIA #NIA #WA 5.18 inA3{F,=.UF,} DF A 1 46.39 inA4 I 1 MA#NIA Doug Fir E ,. 1600: . -; ksi #WA #NIA Fb...1035'e. ,.,:psi #N/A #N/A #NIA psi #NIA #NIA Cf on (1 } o1f (2) ;a 1 4 own #NIA #N/A Req'd_..'.,. #NIA 5 IarrA } 840.77 inA4 IOWA #NIA S 165.23 inA3 S' includes ff A 47.97 in -2 Glu Lam E. ; -, 1800 ksi Fb 2400 .' � psi Fv `- 165 -' psi Width Desired.. - S.t25., '; in Req'd } 747.35 in -4 S 71.25 inA3 A 27.62 inA2 LVE L =1900. t: ksi Fb ;=2600 Fw.' .. psi -281i.','. ='psi Req'd I 708.02 In -4 S 65.77 In -3 A 15.99 inA2 UNIFORM TRIANGLE � -, POINT PARTIAL UNIFORM PARTIAL TRIANGLE Reactions Left 0.78 kips Right 3.04 kips U== 5,174 1== 46.387264 fb L1#3027 2.318 Steel True S 8(�sr d) I Max pos 1 Mtsxro 10.3 9.36 61.6 Fb 2 Mt2xt0.e 10.9 9.91 65 a.5 .FF 3 Mltxtt.F 12 10.91 71.9 e. -F, 4 wtoxt: 10.9 9.91 53.8 a,e Fy 5 Wttxu 14.9 14.90 88.6 aexrry 458 fv #NIA #NIA #NIP, #NIA Fv 95 95 95 95 95 fb #WA #NIA #NIA #NIA #WA aasa•ry DF A True S S. I 1 MA#NIA 46 #NIA #WA #NIA 2 :rwA #N/A #N/A #N/A #NIA 3 NWA #NIA #NIA #NIA #WA 4 own #NIA #N/A #N/A #NIA 5 IarrA #NIA #NIA IOWA #NIA S' includes ff GLB Shear At x = Max pos 0.78 kips 0,00 it Max ne9 -3.04 kips 30.00 it 319 Moment At x= Max pos ]4.25 kip -f1 20,40 It Max neo 0.06 kip -ft 0.00 fl 30.00 Deflection Al x= Max pos 0-0000 inch 0.00 ft Max reg •0.0696 inch 16.50 ft U 5,174 458 GLB A fb Fb L/# 1 s ua,us 16.60 30.00 319 fv Fv 15.69 30.00 336 1441 66 14.25 30.00 372 232.5 1919 15.69 30.00 279 92.3 276.8 11.48 33.00 458 fv #NIA #NIA #NIP, #NIA Fv 95 95 95 95 95 fb #WA #NIA #NIA #NIA #WA Fb #MIA #WA #N/A #WA #WA U##NIA ewA ewA FwA MA j. GLB A S I 1 s ua,us 69.2 155.7 1051 fv Fv 2 sm,ts 76.9 1922 1441 66 165 a 3 tastes 84.6 232.5 1919 59 165 4 stnxta 92.3 276.8 2491 54 165 5 sve.us 99.9 324,6 3167 49 165 46 165 LVL A S l 1 Ill a 49.0 114.3 800 tv Fv 2 f2) 11 56.0 149.3 1195 93 285 3 NI Ft rn 62.3 123.4 733 a1 285 4 i21 to 63.0 189.0 1701 73 285 5 13} a 73.5 171.5 1201 72 285 62 285 fb Fb' L7# 1099 2400 337 890 2400 463 735 2400 618 618 2400 eon 527 2400 t.e17 Cv not included fb Fb' LI# 1496 2600 271 1145 26W 4M 1386 2600 248 905 26W 522 997 2600 407 ' Cf not included DELTA UNIFORM WXI24EI(LA3-2LYA2+.XA3) PT LOAD X -a PbX76EIL(LA2-0A2-XA2) RS 12129/2006 AnyBeam Best Don 5-28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 12/29/06 Project: BYU oD EVENTS CENTER ID: > DRrPTL"tiara Right kips 0.46 kips Size: 0.16 kips 0.00 ft Beam Max nag Length 30.00 ft Uniform fb w Moment Triangle wa1LeftEnd 0k/ft 2.64 kip -1118.6D ft w at Right End a`k/ft Marr nag 0.00 kip -h W 0.00 kips Pt Load . ,O;UO'. kips at„83ft. from left 1== 6.8890157 Q,PA, kips at ¢,00: ft. from left 0.00 ft D,pO kips at13.t14`R from left -0.0133 inch A'00> kips at 0 00;@. from Left U x.00? kips at 0 D'A from left Partial Uniform sp�,war»al , k!N from to w1"11004,. - Unbraced Length, .. �. ft 0 11:$0 30.04 . 462 W3]600 18 30,06 Partial Triangular k/ft on Rt side from 10 V# W1 -`0.174 a a+b 14.00 15.o0 6.57 5.97 0 - :. 16.00 .= 30,00' ws D 0.00 22,00 E _- 2900: ':;ksi t =_ 1000;?.: .; le4 UNIFORM TRIANGLE tt POINT FPARTIAL UNIFORM PARTIAL TRIANGLE Left Reactions Reactions Shear At x = Right kips 0.46 kips Max pos 0.16 kips 0.00 ft Max nag -0.46 kips 30.00 ft fb Moment Atx = Max pos 2.64 kip -1118.6D ft Marr nag 0.00 kip -h 0.00 ft Lf=t 27,000 Deflection At x= 1== 6.8890157 =in -4 Max pos 0.0000 inch 0.00 ft Max nag -0.0133 inch 16.20 ft U 27,000 Stresses E 29000 ksi A -,-: 2078 'W233.2 N fb Up inA3 551 Lose =in -4 Steel E .: 2400q ksi Fy SU ` 'ksi Steel True S sp�,war»al I Fb - Unbraced Length, .. �. ft 1 M1x1,5 . 462 . 420 18 -F7 Fb V# .,. ,2 ..:.5 -. .. Steel Req'd 2 Mtax7.5 6.57 5.97 32.8 04 F, 6.86 30.00 4w 0.96 inA3 ( r 3 `'may) 3 4 Mraxa 6.94 6.31 34.5 aearrr 4.63 4.57 30.00 wS 1 8.891nA4 Miaxa 7.76 7.05 36.6 0.5W'Fy 30,00 931 5 wexl 5.56 5.55 16.44-� o ceo-Fy 30.00 oae Doug Fir E -. 1600 i ksi 5.70 33.60 443 Fb ^. '}035 ,psi 1 DF A True S S� I Fv Ib .. Fv 45 ?psi 2 2.12 16.9 31.6 31.6 178,0 40.9 95 1002 Fb 1035 L7N Cf on (1}off (2} - 1 3 2x14 9 1.9 19.6 43.9 39.5 290.8 34.7 95 803 2ss -Regd 4 127 2414 42.8 47.1 197.9 24.4 95 674 932 455 I 161.11 in -4 5 1272x12 33.8 63.3 63,3 356.0 20'4 35 501 1139 255 S 30.63 mA3 (2) 2x1.4 39.8 87.8 79.0 581.6 17.4 95 401 A 7,28 in12 S' includes Cf 9530 32 832 we ass Glu Lam E 1800 -. ksi GL9 Fb F=2460..,€Psi '�°. 1 5111«7.5 A 38.4 g 48.0 I 180 R' Fv fb Fb' lift v 165 ;.,psi Width Dashed .''"$ 125. 2 siiw 48.1 69.2 311 18 15 165 660 2400 .`In Req'd 3 611wo.5 53.8 94.2 494 13 165 458 2400 5302 522 22 I 143.21 inA4 4 5 M12 61.5 123.0 738 11 165 165 337 2400 Bey S 13.21 W3 5 511603.5 69.2 155.7 1051 10 165 258 24D t,zs7 A 4.18 MA2 204 2400 test " Cv not included LVLE :1900 .`.ksi LVL A 5 Fb 4`2600 psi Fv. f 28$: 1 11114 19.7 38.9 1 208 fv Fv ib Fb • Lr# :.`psi Req -<f- 2 11715 20.8 41.1 244 35 33 285 859 2600 357 I 135.67 in 3 u 24.5 57.2 400 28 285 285 771 2600 b32 S 12.20 in A3 4 5 1:114 32.4 49,9 231 21 285 555 635 2600 Toa A 2.42 W221'0 121 a 1n 33.3 52.6 21 2600 405 285 602 2600 124 Cf not included RS 12129/2006 AnyBeam Best Don 5.28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2/25102 12/28106 Project {( MEMO ID: Size: Beam Length x'" �3o Otl' R Uniform w �;.0325.k1ft Triangle watLeft End 0 kilt w at Right End 0; kIft w 900 kips Pt Load 000 kips at = 5 83�ft. from left lips at QCt'ft. from loll kips at �p�i It. from left Id ps at € !}0ift. from left kips at ..aia 0 00`f . from left Partial Uniform ka from to vw22 Partial Triangular kill on Rt side from to a w1 a+b 0 :1400-_ �i't3AG'. 30.00 W3 ` 0 0.00` 1':' 22.00`. E.a . 2900q..» ksi 10001 "iW4 U 240 Stresses E ",490W . ksi 1 Fv A ; 20 78 in"2 25.40 3519 30.00 ft 2 wuuz 29 29,00 199 448 0 . in A4 3 wtaxza 27.9 Steel E 29000 " As!Fy" : 50=€ksi 9.WT, 4 wtaxta Unbraced Length' 2 1lt 204 -,m,7 r Steel Req d . 38.00 301 S 531 ry #NIA #NIA *NIA #WA #N/A Fv 95 95 95 95 95 fb #WA #NIA #NIA WA #NIA 13.30 in-3fF,=.W,l DF A f 136.16 In -4 f 1 r'wA Doug Fir E. !'1600' ;;,ksi #WA #NFA Fb X1035 ',='psi #NIA #NIA Fv psi #NIA #NIA Cfon(1)off(2) E. 1 4 srru #NIA #NIA Req'd #N/A 5 s:mA I 2467.97 in14 #NIA #NIA 5 423.91 in -3 S' includes Cf A 78.97 inA2 Glu Lam Fb >240D ,zpsi Fv psi Width Desrrod in Req'd 1 2193.75 inA4 S 182.81 W3 A 44.32 inA2 LVL E '1900 : ;; ksi Fb" Fv " 2800 ''.psi - 5 =28 psi "' Req'd I 2078.29 1ftA4 S 168.75 inA3 A 25.66 inA2 UNIFORM TRIANGLE r-� POINT PARTIAL UNIFORM f I PARTIAL TRIANGLE Reactions Left 4.88 kips Right 4,88 kips Lt== 1,763 I== 136.16379 fb L!# 7765 790 Steel Cf True S s (.Ansi 1 Fb 9 wtzx:z 25.4 25.40 158 30.00 ft 2 wuuz 29 29,00 199 0M-Fy 3 wtaxza 27.9 27.90 144 9.WT, 4 wtaxta 33.4 33.40 204 -,m,7 r 5 wtezza 38.4 38.00 301 o_asarr 531 ry #NIA #NIA *NIA #WA #N/A Fv 95 95 95 95 95 fb #WA #NIA #NIA WA #NIA 06W*Fr DF A True S S. f 1 r'wA #NIA #NIA #WA #NFA 2 WA #NIA #NIA #N1A 3 Rtup. #NIA #NIA #WA *N/A 4 srru #NIA #NIA #Nip #N/A 5 s:mA #NIA #NIA #NIA #NIA S' includes Cf GLB Shear At x= Max pos 4.88 kips 0,00 ft Max nag -4,88 kips 30.00 ft 276 Moment At x= Max pos 36.56 kip-" 15.00 ft Max nag 0.00 kip -ft 0,00 ft 33.00 Deflection At x= Max pos 0.0000 inch 0.00 ft Max reg -0.2042 inch 15,00 ft LI 1,763 531 GLB A Bi Fb Lf# 1 arnxta 17,27 33.00 276 tv Fv 15.13 33.00 351 3167 79 15"73 33.00 2" 376.7 3955 13.14 33,00 Sep 115.3 432.4 11.43 33.00 531 ry #NIA #NIA *NIA #WA #N/A Fv 95 95 95 95 95 fb #WA #NIA #NIA WA #NIA Fb #NIA #NIA #WA #NIA #NtA LI# :wA rwA rwA rwA s.A GLB A S I 1 arnxta 92.3 276.8 2491 tv Fv 2 atn.v.a 99.9 324.8 3167 79 165 3 s ua,dt 107.6 376.7 3955 73 165 4 a gaxz2.s 115.3 432.4 4865 88 165 5 &113.14123.0 492,0 59 04 83 165 59 165 LVL . A 5 1 fv Fv 1 Isl re 94.5 283.5 2552 77 285 2 Pt t+ 94.5 283.5 2552 77 285 3 is1 ra 94.5 283.5 2552 77 285 4 f3ttr 94.5 283.5 2552 5 131 is 94.5 283.5 2552 77 285 77 285 fb Fb' LI# 1585 2400 272 1351 2400 U6 1185 2400 433. 1015 2400 sn 892 2490 eae 'Cy not included fb Fb' LIN 1548 26W 295 1548 2600 295 1548 2600 les 1548 2690 295 1548 2600 296 Cf not included DELTA UNIFORM wX/24EI(LA3-2LXA2+XA3) PT LOAD X'a PbX16EIL(LA2-bA2-X2) 12/29/2006 AnyBeam Best Don 5.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2/25102 12128106 Projecl: OYU ID EVENTS CENTEq t D: G DRIFT I.0A6 20T8inA2 Size: 43.3 5,�� Beam Length 1. 1. 30,00`11. Uniform yr 0-04_klft Triangle vial Left End 0 klft 0.600.1 w at Right Endx,0ft FY ;:: 50 ':.`ksi w 0,00 kips Pt Load kips at S 83ft. from left 61,6 0. kips at ,6.00==R from left fv 26,7 22.6 17,6 15.1 15.1 6"00 kips at « 13.60`lt from left 1.64 inA3(F, =.6sF,1 A•na kips at 0 O6;R. from left I kips at 0 OOft. from left Partial Uniform klft from to 63.3 w1 _ ]035 ";psi 87.8 11.50 :- '30,00, Fvr--'; Cion (1) off (2Y."- :." 0 ]8;06- '30, Partial Triangular KM on Rt side from to 4 (312.1459.6 wla 0 a+b 14 00-., A5.00' 303.75 inA4 0 16 00 $0.000` S 52.17 in A3 22.0, E_= *000 -k ,1009:'._-.L'�inA4 Stresses E-;, 29000 %ksi t fr A'- 20T8inA2 4.20 43.3 5,�� 59.50,..,-,, in^3 6,57 5.97 1 ,.' 446A, " =inA4 3 nt0xa 6.94 Sleet E 29000 ''ksi 0.600.1 4 Mims FY ;:: 50 ':.`ksi 38.8 0.: F, Unbraced Length '; , 2 ? ft 9.36 61,6 Steel Req'd ..... fv 26,7 22.6 17,6 15.1 15.1 FV 95 95 95 95 95 S 1.64 inA3(F, =.6sF,1 DF A I 16.76 1nA4 1 1 tzt a4tz Doug Fir E.- 1600 .;:,ksi 63.3 356,0 Fb ]035 ";psi 87.8 79.0 Fvr--'; Cion (1) off (2Y."- 1 50.6 94.9 94.9 .: - . 4 (312.1459.6 I 303.75 inA4 872.3 5 S31 W459.6 S 52.17 in A3 118.5 872.3 A 9.47 W2Glu S'indudes G Lam E I.: 1800- .. ksi Fb =`:2400 -:psi Fv ," 965 "psi Width Desired ". '1 21 in . Req'd 1 270.00 inA4 3 22.50 in -3 A 5.45 fn -2 LVL E . " :,1900 ". ksi Fb ":2696 - ::j psl Fv'_ 285 ':'`psi 2 (it 11114 Req'd 1 S 255.79 inA4 20.77 inA3 A 3.16 inA2 Reactions Left 0.60 kips Right 0,60 kips U== 14,321 I 16.758621 Po Lf# 906 6,416 Steel True S s j..M d1 t Fb 1 a6xPs 4.62 4.20 18.5 0,w0 -q 2 PttOxrs 6,57 5.97 32.8 4-50 kip -ft 3 nt0xa 6.94 6.31 34.5 0.600.1 4 Mims At x= 7.05 38.8 0.: F, 6 MISX70 10.3 9.36 61,6 0.MT, eat fv 26,7 22.6 17,6 15.1 15.1 FV 95 95 95 95 95 m 853 684 569 456 456 os0n." DF A True S S. 1 1 tzt a4tz 33.8 63.3 63.3 356,0 2 plz4u 39.8 87.8 79.0 581,6 3 Izlzaz 50.6 94.9 94.9 533.9 4 (312.1459.6 131,7 118.5 872.3 5 S31 W459.6 131.7 118.5 872.3 S'indudes G UNIFORM TRTATRIANGLETRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE GLB Shear At x= Max pos 0,60 kips 0.00 0 Max neg -0.60 kips 30-00 ft 266 Moment AI x= Maxpos 4-50 kip -ft 15.00 ft Max neg 0.00 kip -ft 0.00 ft 30.00 Deflection At x= Max pas 0-0000 inch 0.00 ft Max neg -0.0251 inch 15,00 ft IJ 14,32.1 eat GLB A fb Fb L4# / S IlPxa 11,89 30.00 266 tv Fv 8.22 30.00 470 494 20 7.78 30.00 494 123.0 738 6.96 30,00 556 69.2 155.7 5.24 30.00 eat fv 26,7 22.6 17,6 15.1 15.1 FV 95 95 95 95 95 m 853 684 569 456 456 Fb 1035 932 1035 932 932 LI# est 489 422 hes seg GLB A S t / S IlPxa 46.1 69.2 311 tv Fv 2 s tn4m.P 53.8 94.2 494 20 185 3 s to=u 61.5 123.0 738 17 165 d stn,+z.a 69.2 155.7 1051 15 165 5 stn,u 76.9 192,2 1441 13 165 12 165 LVL A S I 1 t4 24.5 57.2 400 fv Fv 39.4 73.8 415 37 285 1!/27/2 3 11!/27/211!/27/2255.79 41,6 82.3 488 23 285 4 (]y P 114 48.8 74.9 346 22 285 5 fa) t+ 49.0 114.3 800 19 285 18 285 fb Fb' L1# 780 2400 277 573 2400 459 439 2400 M 347 2400 934 281 2400 t tat Cy not induded fb Fb' Li# 945 2600 37s 731 2600 390 656 2600 459 721 2600 325 472 2600 151 ' Cf not ircluded DELTA UNIFORM wXQ4EI(LA3-2LXA2+XA3) PT LOAD X<a PbMEIL(LA2-bA2-XA2) RS 12/29/2006 AnyBeam Best Don 5-28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2/25102 12Q91W Project: iwri-I&SWO I Fb D: 20 `in^2 29.00 ry 433.1 Size: ' 33.4 Beam 204 Length 30,00�ft. Uniform Steel E _ w .'O.AkiR Triangle Fy.ksi Unbraced Length' w-11-0End 0 wry o.e F, Steel wet Right End 0. k/ft 236 S W 0.60 kips Pt Load r -Oast.. kips at 5.63'. R. from left A 0.00' kips at 6.06, R. Rom left 1 *WA Doug Fir E., kips at ;.. "13.OQ tt. from left #NIA Fb kips at i QAO`ft from left #WA d-,60 kips at R. from teff Partial Uniform Ct on(1)off (2)-, kM from to w1 Req'tl 15.00: . 3D,oD 5 N#0. w` 0. 30.00' #NIA W3 -'-. 0. 18:00 30:00,:- Partial Triangular A k/ft on Rt side from to w1 D a a+b 1"2 ;2400 `.`?psi W3 : 0 ; ,0.00 22.06' E _= 2960$..; ksi 4n-4 U==U=.- 240., Stresses r=. s 29=�€ksi 00780. I Fb A 20 `in^2 29.00 ry 433.1 S' 56 50 ;� MA3 33.4 33.40 204 inA4 3 wlaxza 38.4 Steel E _ , --s - 29000 1' ksi "W" 4 wuxzs Fy.ksi Unbraced Length' ?' 245 o.e F, Steel Req'rj:.... 38.60 236 S 16.36 inA3 (F.=.esr,Y fv #NIA #WA #NIA #NIA #NIA Fv 95 95 95 95 95 1 167.59 in -4 DF A True S S. I 1 *WA Doug Fir E., ! '. 1600 ksi #NIA #NIA Fb ,;`:. 103@ .,:'psi #WA #WA Fv 3 AWA #WA #NfA Ct on(1)off (2)-, -'`. 1 <: 4 MIA#NIA #NIA Req'tl #NIA 5 N#0. 1 3037.50 W4 #NIA #NIA S 521.74 inA3 S' includes Cr A 94.74 in -2 Glu Lam E; =:'1800 ., ksi Fb ." ;2400 `.`?psi Fv 165 :;poi Width Desired .-.. ,: -: -:... <in ri.'f25 Req'd _....... I 2700.00 inA4 S 225.00 in -3 A 54.55 inA2 LVL E ".:1900 ..: ksi Fb "0,2600 "psi Fv. .... Psi Req'd I 2557.89 W4S 207.69 inA3 A 31.58 W2 Reactions Leff 6.00 kips Right 6.00 kips U== 1,432 1== 167.56621 fb L/# 9558 842 Steel True S s (moas.a) I Fb 1 W14xzz 29 29.00 199 30.00 ft 2 wlzxxa 33.4 33.40 204 OF Fy 3 wlaxza 38.4 3840 301 "W" 4 wuxzs 35.3 35.30 245 o.e F, 5 wlxxs0 38.6 38.60 236 o,M.F, 340 fv #NIA #WA #NIA #NIA #NIA Fv 95 95 95 95 95 fb #WA #NIA #NIA #WA #NIA aM.F, DF A True S S. I 1 *WA #N/A #NIA #NIA #NIA 2 >fWA #NIA #WA #WA #NIA 3 AWA #WA #NfA #WA #NIA 4 MIA#NIA #NIA #NFA #NIA 5 N#0. #WA #NIA #NIA #NIA S' includes Cr UNIFORM TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE GL8 Shear At x= Max PCs 6.00 kips 0.00 ft Max neo -6.00 kips 30.00 ft 295 Moment At x= Max pos 45.00 kip-tt 15.00 ft Maxneg 0,00 kip -ft 0.00 ft 33.00 Deflection At x= Max pos 0.0400 inch 0.00 ft Max neg -0.2514 inch 15.00 R U 1,432 340 GL8 A fb Fb L/# 1 stn:us 18.62 33.00 295 fv Fv 16,17 33.00 2g2 3955 90 14.06 33.00 431 432.4 4855 15.30 33.00 350 123.0 492.0 13.99 33.00 340 fv #NIA #WA #NIA #NIA #NIA Fv 95 95 95 95 95 fb #WA #NIA #NIA #WA #NIA Fb #NIA #N/A #WA #NIA #NIA L/# ewA ewA eWA swA swA GL8 A S I 1 stn:us 99.9 324.6 3167 fv Fv 2 s rnxzl 107.6 376.7 3955 90 165 3 s9n.zz.s 115.3 432.4 4855 84 165 4 s tn.z4 123.0 492.0 $904 78 165 5 slnxzss 130.7 555.4 7082 73 165 69 165 CVL A S r tv Fv 1 srru #NIA #NIA #WA #NIA 285 2 AWA #N/A #WA #NIA #WA 285 3 aWA #NIA #NIA #NIA 4 ewA #NIA #WA #NIA #NPA 285 5 NWA #NIA #NIA #NIA NWA 285 #N/A 265 fb Fb' LI# 1663 2400 201 1434 2400 352 1249 2400 432 1098 2400 525 972 2400 cls Cv not included fb Fb- lJ# #NIA 2600 swA #N/A 2600 #WA #NIA 2800 rwA # WA 2600 rwA #NIA 2600 swA Cf not included DELTA UNIFORM wX/24EI(LA3-2LXA2+XA3) PT LOAD X" PbX/6£IL(LA2-bA2-XA2) RS 12129/2OD6 AnyBeam Best Don 5-28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125!02 12129!08 Project: BYU ID EVENTS CENTER I D: J DRIFj` tOA4 Right - Size:...... 3.00 kips 0.00 ft Beam Length '` 30.Qtift. Uniform 216.8 w - 0.2 M Triangle Litt wat Left End 0 k!ry 22.50 kip -ft 15.90 ft w at Riehl End _ OWft Max neg 9.00 kip -ft W 000 kips Pt Load q00 kips at: � -.83,,ft. from left 1== 83,793103 ;b,OR kips at �6s00'fl.from ten 0.00 ft 6;170; kips at 13.00 ft. from left -0.1257 inch ;oo 00 kips at O.OQ ft_ from left L! b kips at 0, ft. from left Partial Uniform Steel E kIft from to W1 30:01):' Jg W3¢ a . oq n: Partial Triangular k/ft on Rt side from to s lmoar.a) W1 0 a a+b ..- 14,00. 15.0a 0 C 16.00 S '30.00 L Unbraced ength, - 2 :tft 1 22 E __ , . 2900'--:>:ksi I'= 1.Oiq. .`'in -4 L1==: z4a; UNIFORM �l1 TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE Left Reactions 3.00 kips Shear At x= Right 3.00 kips Maxpos Maxneg 3.00 kips 0.00 ft -3.00 kips 30.00 ft 216.8 Moment At x= Litt Max pos 22.50 kip -ft 15.90 ft S Max neg 9.00 kip -ft 0.00 ft V== 2,864 4779 Deflection At x= 1== 83,793103 Max pas 0.0000 inch 0.00 ft fnA4 Max neg -0.1257 inch 15.00 ft L! 2,864 Stresses E ;� 290gp . ;.ksiPo A �' 20 ]6 --:. • inA2 216.8 Litt S 56 50 ,:;p 1 A3 4779 ),m fnA4 Steel E .- 29000 -;ksi FY :'� 54 :;ksi Steel True S s lmoar.a) ) Fb L Unbraced ength, - 2 :tft 1 w12x1e 14.9 14.90 88.6 . aua-ry Po Fb L1#Steel Re 'q 2 W12x14 17.1 17.10 103 O�Py 18.12 33.00 254 S 8.18 inA3{Fy= ser,) 3 wnxa 2i.3 21.30 130 a.MT, 15.79 33.00 las 83.79 in A4 4 Wt9xta 18.8 18.80 96.3 9.W-Fy 12.68 33.00 372 5 W12x22 25.4 25.40 1556 14.36 33.00 r9 Doug Fir E_ 1600 :ksi ues3.ry 10-63 33.00 u7 Fb 1035 'psi 1 DF rruA A True 5 S. I f„ Fv fb Fv :, 96 'psi #N!A #N!A #N/A #N/A #WA 95 Fb Lr# Cf on (1) off (2) 1 WA #WA #N/A #N!A #WA #N/A NWA #NJA AWA „'. Regd 3 AIWA #NIA #N!A #N/A #NIA #NIA 45 #NIA #NIA IwA ! 1518.75 inA4 4 5 a91A #WA #NIA #WA #WA #NIA 95 95 #N/A #N!A cr.A S 260.87 V03 rwA #N!A #NFA #NIA #WA #NIA 95 #WA #N!A #NA A 47.37 in A2 S' includes CF #WA #WA IwA Glu Lam E- 1800 ; iW Fb .. 2400 .'psi 1fv GI -8 stnet3 A S I Fv Po Fv 165 ;psi 2 76.9 192.2 1441 59 165 Fb' LRD Width Desired Y 5 125 ` in stlexle.s 64.6 232.5 7979 53 1405 2400 x,c Req'd 3 a vane 92-3 276.6 2491 165 1161 2400 341 I 1350.00 in14 4 s rnxea.a 99.9 324.8 3167 49 45 165 976 2400 u3 S 112.50inA3 5 s 1nx21 107.6 376.7 3955 42 1 5 831 2400 703 A 27.27 lo -2 1665 717 2400 03 ' Cy not included LVLE 1900 ... ksi LVL q Fb Fv:,.`� fi $600 psi 285_psi 1 12Y to 83.0 189.0 1701 tv Fv Po Fb' L1# Req'd 2 (31 16 84.0 224.0 1792 71 285 1429 2600 319 I 1278.95 inA4 3 tel to 94.5 283.5 2552 54 48 285 2600 339 S 103.85 in -3 4 (3) a 94.5 283.5 2552 d8 285 952 952 2800 479 A 15.79 inA2 5 p)is 94.5 283.5 2552 48 285 882 2600 n9 285 952 2600 478 ' Cf not included DELTA UNIFORM wX/24EI(LA3-2LYA2+XA3) PT LOAD X<a PbYJOEIL(LA2-b-2-)(A2) IRS 12129!2006 AnyBeam Best Don 5.28-99 00 rd oW Nm•' m m r H ❑ O w o N j s W M</y/��CV W Ly N H ❑ 0 Q o Ce) Cl) Ch a r• O t g"' r (fl r C) W 0 F— NOD 2 a� N CL U y ❑ F Q CO r, N a 0 cu N N (0+- U p O N a+ i._. 00 o N [L UH U) C1' k= w T{ V F Q. d M EX M � r o CON Cy Y Q �LL Q r N _ w d U y (D F2. b io r o Y j Uw Q °'o m N r $� E- ❑ 0 Nodes Ni N2 None Sg 89 16.375 0 of-_TC1 W12X152 Beam Wide Flanl A992 Typical N3 74 1575 TC2 8C1 W12X252 Beam Wide FlargA992 Typical N4 74 D Ll -BC BC2 W12X120 Beam Wide FlanA992 Typical N5 59 15.125 None V1 W12X230 Beam Wide FlaryA992 Typical N6b9 .oad Combinations D 0 1 LL6X4X6X Column Double ArtA36 Gr.36 Typical N7 0+8 44 14,5 1 V2 LLSX6XBX Column Double Ary A36 Gr.36 Typical NO 44 0 1 V3 LL8X8X8X Column Double An,, A36 Gr.36 Typical N9 1 1 i4 13.25 3 1 V4 V5 LL8XBX10: Column Double An A36 Gr.36 Typical M10 1 2 14 0 D+S+L1+L LL8X8X10; Column Double An A36 Gr.36 Typical N11 1 104 0 __i 111- V6 V7 LL8X8X12 Column Double ArtA36 Gr.38 Typical N12 3 1 ' 114 16 375 LLBX8X16: Column Double An A36 Gr.36 Typical N12 11g 0 V8 LL8X8X16.Column Double AnA36Gr, 36Typical N13 134 15.75 D1 D2 LL6X4X8X VBrace Double An A36 Gr.36 Typical N15 134 0 LL6X4X6X V6race Double ArrA36 Gr.36 Typical N16 149 15.125 D3 D4 LL6X6X8X VBrace Double AR A36 Gr.36 Typical N17 149 0 LL8X8%10; VBrace Double AnM g36 Gr.36 Typical N17 184 f4 5 D5 LL8X8X12: VBrace Double An -A36 Gr.35 Typical N18 164 a D6 LL8X8X14. VBrace Double An A36 Gr.36 Typical N20 194 13.25 D7 LL8X8X18:VBrace Double An! A36Gr. 36 Typical N21 194 0 N22 0 0 r N23 29 0 N24 208 0 N25 179 0 N26y N27 ' 12.66 t} N28 29 13.875 G N29 N30 206 12.667 LLii N31 179 4 13.875 0 �) N32 16 a i 1� N33 N34 204 0 192 0 f Boundary Condition X Y N27 Reaction Reaction N29 Reaction N24 Reaction N22 Reaction Members MI M2 N25 Nil N23 N26 BC2 Beam WideFlarryA992 Typical M3 N2 N1 V1 Column Double ArwA36Gr.36Typical M4 N4 N3 V2 Column Double MA36 Gr.36 Typical M5 N6 N5 V3 Column Double M A36 Gr. 36 Typical M6 N8 N7 V4 Column Double An A36 Gr.36 Typical M7 N11 N1 VS Column Double ArkA36 Gr.36 Typical M8 N2 N3 Di VBrace Double An M9 N4 N5 D2 VBrace Double An A36 Gr.36 Typical M9 N6 M7 D3 VBrace Double An- A36Gr36Typical M11 N23 N28 D4 VBrace Double Av.A36 Gr.36 Typical yp� M12 N8 N28 V6 Column Double An M13 N10 Ng 05 VBrace Double AD Typical Typical M14 N23 N9 yn Column Double An A36 Gr.36 Typical M15 N23 N27 D6 VBrace Double AnA36Gr.36 Typical M15 N28 N26 D7 VBrace Double Ary A36 Gr, 36 Typical M17 N28 N16 TC2 V2 Beam WideFelanlA992 Typical M19 N15 N12 Column Double AnA36Gr.36 Typical M19 N15 Nib V3 Column Double AnA36Gr.36Typical M21 N17 N16 V4 Column Double An A36 Gr.36 Typical M22 N11 N18 V5 Column Double AnA36Gr.36 Typical M23 N13 N12 D1 VBrace Double Are A36 Gr.36 Typical M23 N13 N14 D2 VBrace Double MA36 Gr.36 Typical M24 N15 Nib 63 VBrace Double AnA36Gr.36 Typical M25 N25 N30 D4 VBrace Double AO A36 Gr.36 Typical M26 Nig Nap V6 Column Double An, A36 Gr.36 Typical M27 N21 N20 DS VBrace Double ArNA36 Gr.36 Typical M28 N25 020 V7 Column Double An A36 Gr.36 Typical M29 N21 N20 D6 VBrace Double An, A36 Gr.36 Typical M32 N22 N29 D7 VBrace Double MA36 Gr.36 Typical M33 N24 N25 BCi BG1 Beam WideFlaniA992 Typical M34N30 N26 TC2 Beam Wide Rant A992 Typical M35 N27 N28 TCI Beam Wide Ran A992 Typical M36 N29 N30 TC1 Beam Wide FlanlA992 Typical Beam Wide Flar, A992 Typical Basic Load D None I 1 S None L -TC None Ll -BC None L2 -BC None .oad Combinations D 1 0+8 1 1 1 D+S+L1 1 1 1 2 1 D+S+L1+L 1 1 1 2 3 1 D+S+L1+L t 1 1 2 1 3 1 4 1 D+S+L1+L 1 2 1 3 1 4 1 5 1 3 1 ' 5 1 TANNER SMITH BARFUSS & ASSOCIATES STRUCTURAL_ ENGINEERS PROJECT T 233 North 1250 West X201 Centerville, Utah 84014 Phone PROJECTa Pace: ARCHfTECT {801 } 298-8795 B Fax (801 ) 298.1132~'— Email tsba@aros.net DATE LOCATION ENGNEER OF ......... ........ 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'i . r. .....:................... ,..... .................... ................. � Z3 i, . ..., ................. . :::� :..,,:::2:: ::::::::::::::::a::..... ..:::::: ::::: FANNER SMITH BARFUSS S ASSOCIATES STRUCTURAL ENGINEERS PROJECT PROJECTp PAGE: T 233 North 1250 West #201 Centerville, Utah 84814 ARCHITECT DATE Phone (801) 298-8795 [] Fax (801) 298-1132 D Email Isba@aros.net LOCATION ENGNEER OF ....................... :tl...:.: •..;...:.. :...:.. ............. :...:...: ..�... ...: ..........: 3.:.. :....... ,....... ....... ... . . .. :........., .....:.... ............... .......... :.:.:.:..::.:. a... :..:... ;........:�......:.:..:: , E sfs.........:.:.:.: ....................... .........j............. ......... ................................:.....................,...:..:... . . .. ::....... :.. :. ............. .... ............... .............. ............ ..... 2 K N _C a to E 0 a) m 0 U M m x cv 0 U a LO E w 0 m 0 c 0 V TANNER SMITH BARFUSS & ASSOCIATES STRUCTURAL ENGINEERS PROJECT PROJECTS PAGE; C 233 North 1250 West #201 J Centerville, Utah 84014 ^RC�CT DATE Phone (801)298-8795 Fax 801 298-1132 BA Email tsba@aros.net LOCATION ENMEER oF :.:.:.:.:.....,..r: .: :... .......... ............... ......:...,, .Y. , .. �. .......... ... .. ::::::: -. ....._...... ..... .................. 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