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STRUCTURAL CALCULATIONS VOL 2 - 06-00627 - BYU-Idaho Auditorium/I Center
0600627 BYU-Idaho Auditorium Submitted 5/30/2007 STRUCTURAL CALCULATIONS of BYU IDAHO AUDITORIUM VOLUME2 for FFKR ARCHITECTS AND PLANNERS by D ECCE WE MAY 3 0 2001 D CITY OF REXBURG TANNER SMITH BARFUSS & ASSOCIATES May 2007 J g:. m YRlIM lAI��WOImNRmNWW'WmmV Wfy N �y-NIy N C�{y (Y ry(y N[yNNNryNN NNIYNN NWWWWW ' fill m WryNY�((^JJ�RRRR���eN-���RReN-�N"WN 0^^Npyj (J N 1, �mGR vi �'$n $ m �'a d`uroN Nmuumm.eroN N.riu viud egio ui viW �•� `l �y �y.'!O hY1 N, Y1W Vl u}h Tj vl �ii�xN��Yl Y1hnOY. yOj VlmOmORRO�� NYWIN u^IN YINhpPYYOPPYYYPYPYOYV ri $��CnF'in$n°�na o^`�'FnC.n-"fim^m^m ^m m�^m mC n-e°i n "vio 94 N m O O O W W m W m N m m m Y m m N m m W WNW W W m m m m m m Y m m W W m W m W N ^ N � NNNNN LL LL Q,Q.9 �JS T1 til �j0000000 Z� WO�pOmny^mV]bQN�W �s^�nPn�nOO VVA1l�m�m$O^Im ri ^0000�Nm11� yW�n�IX RN An A nA NR"'n� 6 �m �i ^�^.-mmm�m�mmm^.-gym � 0 �lllon�� nnn WHO 777; N'a. RNRNRNRNRNNNRNRN(mVNRNR y� Wy�W F%:i .. 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N N_ m A n 0 m YIN e e N m n m p W O m m t� m P 6'KKKKKd'd'N wwwww NN 00000 v<8i'n rEZ�85i6�h8m6S .°Len's f.' column loads Gymnasium 1 14Q ROOF psf wkth length psf wklth length roof dl track dl 45 0 19 703 roof II 45 19 703 0 0 track 11 68.07 86.07 206.05 p 0 0 TRACK floor dl wall di 20 19 flow 11 100 6.5 79 19 32 741 12.35 12.16 _ 2 14P ROOF roof dl track di 45 60 27.5 6.5 103 roof 11- 45 27.5 103 33.5 track II 100 6.5 33.5 127.46 127.46 335.97 TRACK 73.07 21.76 floor all wall dl 60 20 6.5 27.5boor 11 100 6.5 27.5 ' 27.5 32 10.73 17.66 17.60 3 14N ROOF roof dl track tll 45 60 30 6.5 103 roof 11 130 - 30 track 6 700 8 139.05 139.05 359.70 TRACK 11.70 19.50 floor dl wall dl 60 20 6.5 30 floor 11 700 6.5 30 30 32 11,70 19.50 19.20 4 14M ROOF roof dl tradc dl 45 60 30 6.5 103 103 - 30 VaGcflll 1 W 6 139.05 139.05 359.70 TRACK 11.70 19.50 floor dl walldl 60 20 6.5 30 floor 11 100 6.5 30 _ - 30 32 7170 19.50 19.20 514L .ROOF - roofdl track tll 45 60 30 6.5 103 roof 11 130 - 30 back II 100 fi 139.05 139.05 359.70 TRACK 71.70 19.50 floor dl floor 11 _ wall dI 20 30 30 32 100 6.5 30 77.70 19.50 19.20 6 14K ROOF roof dl track dl 45 60 30 6.5 103 roof 1130 45 30 103 ' 30 track 11 700 139.05 139.05 359.70 TRACK 11.70 19.50 flow dl 60 65- iloa 11 - wall all 20 30 32 100 6.5 30 11.70 19.50 19.20 _ 7 14J ROOF roof dl track dl 45 60 30 6,5 103 roof 11 130 ' 30 track 11 100 fi 739.0.5 13905 359.70 TRACK 11.70 19.50 (laordl 60 6.5 11 Wall di 2030 OZ flow 700 6.5 30 17'70 19.50 19.20 814H ROOF ' roof dl track dl 45 60 30 6.5 103 roof 45 130 30 track II 100 fi 139.05 139.05 359.70 TRACK 11.70 19.50 floor dl 60 6.5- 30Ibor 11 wall all 20 30 32 i W 6 .5 30 11,70 _- 1950 19.20 - 914G ROOF ' roofdl track 45 60 30 103 roof 11 6.5 30 track 11 700 6.5 130 13905 13905 _ 359.70 TRACKK 1170 79.50 flow dl wall dl 60 20 6.5 30 floor 11 700 6.5 _ 30 32 30 1170 19.50 19.20 10 14F ROOF rwfdi track dl 45 60 27.5 6.5 103 roof 45 27.5 103 127.46 12746 335.97 33.5 track II 100 6.5 33.5 13.07 21.78 TRACK - - f1wdl dl 60 6.5 27.5 floor 11 100 6.5 - 27.5 1073 17.88 wall 20 27.5 32 1780 1114E ROOF - - roDf track track dl 45 0 18 103 roof 11 45 19 103 88.07 88.07 208.05 0 0 track II 0 0 0 - - TRACK ibor dl 60 8.5 19 Moor 11 100 6S 19 7.41 wall dl 20 19 32 12.35 12.16 - 1214D ROOF - - roof dl track dl 45 0 18.5 0 81.5 roof If 45 18.5 81.5 67.65 67.85 166.78 0 tratic 11 0 TRACK ibor tll 60 6.5 18.5floor 11 100 6.5 18.5 722 wall dl 20 18S 32 12.03 11.84 13 C14 ROOF - - track track dl 45 0 8.5 12.5 rod 11 45 6.5 12.5 366 3.66 43.58 0 0 track B 0. 0 0 - TRACK Boor dl wall dl 60 20 6.5 12.5 Boor 1 100 6.5 12.5 488 813 19 32 12.16 - WALL wall dl 45 6.5 38 11.12 - 14 C75 ROOF - - roof dl 45 21.5 12.5 roof II 45 21.5 12.5 - track dl 0 0 0 track If 0 12.09 12.09 117.71 0 0 - - TRACK floor dl 60 21.5 12.5 flm1 100 21.5 12.5 wall dl 20 21.5 32 16.13 26.88 13.76 - WALL - wall dl 45 . 21.5 38 36.77 - 15 C16 ROOF - roof di 45 30 720 40 12U - track di 0 0 track 11 0 16.88 16.88 164.25 TRACK f1cowall dl wall dl 20 20 132 floor 11 100 30 12.5 2250 3750 3200 7920 WALL - wall dl 45 30 38 - - 51.30 16 C17 ROOF - roof di black dl 45 0 30 0 12.5 roof 11 45 W 12.5- 18.66 18.08 184:25 0 track 11 0 0 0 - - TRACK poor dl 60 W 1215 Moor II 100 30 12.5 wall tl1 20 30 32 22.50 37.50 19.20 WALL - wall dl 45 30 38 - - 51.30 17 C18 ROOF roof dl 45 30 12.5 roof II 45 30 12.5 16.88 16_88 164.25 track dl 0 0 0 track II 0 0 0 TRACK floor dl 60 30 12.5 fl" 11 100 30 12.5 2250 37.60 wall dl 20 30 32 1920 WALL wall dl 45 30 38 51.30 - 18 C19 ROOF - roof dl 45 30 12.5 roof II 45 30 12.5 16.68 16.153 164.25 trarh dl 0 0 0 track 11 0 0 0 TRACK floor dl 80 30 12.5 floor 11 100 30 12.5 2250 37.50 wall dl 20 30 32 19.20 WALL wall dl 45 30 38 5130 - 19 C20 ROOF roof tll 45 15.5 12.5 roof Y 45 15.5 12.5 8.72 8.72 114.24 track dl 0 0 0 track II 0 0 0 TRACK floor dl 60 15.5 12.5 Proof II 100 15.5 12.5 11.63 19.38 wall dl 20 28 32 17.92 WALL wall tll 45 28 38 47.88 - 20 D20 ROOF tool dl dl 4518.5 81.5 roof 11 45 18.5 81.5 67.85 67.196 29048 - roof 45 6.5 15 track II 45 6.5 15 4.39 4.39 Vada dl 0_ 0 0 0 0 0 TRACK - flWdl 60 27 15.5 floor 11 100 27 15.5. 25.11 41.85 Roof dl 50 8.5 15 100 6.5 15 5.85 9.75 wall dl 20 27 32 17.28 - WALL wall di 45 27 38 - 46.17 21 D21 ROOF roof dl 45 6.521.5 roof 45 6.5 21.5 629 6.29 track dl 0 0 0 track 11 0 0 0 98.46 TRACK Odor tll 60 6.5 15 floor 11 100 6.5 15 5.85 9.75 flom dl 60 19 6.5 100 19- 6.5 7.41 12.35 wall dl 20 21.5 32 13.76 - WALL - - wall dl 45 21.5 38 38.77 - 22 22D ROOF - roof dl track dl 45 0 6.5 6.5 - roof 11 45 6.5 6.5 1.90 1.90 28.63 1 0 0 tack 11 0 0 0 - TRACK floor tll 80 6.5 6.5 fbWN 100 65 6.5 2.54 4.23 wall dl 20 6.5 32 4.16 - WALL wall dl 45 6.5 38 - wall dl 45 6.5 6 11.12 5 8.5 32 1.76 104 - 23 22E ROOF roof all track at TRACK floor dl wall at WALL wall all 24 22E.5 ROOF roof dl Vatic dl TRACK fkwrdl wall dl WALL wall dl 25 22F ROOF roof all track dl TRACK Odor dl wall all WALL wall dl 26 221'.5 ROOF roof at track at TRACK floor dl wail dl WALL wall dl 27 22G ROOF roof dl prof dl track dl TRACK floor at floor dl wall di WALL wall dl 28 22H ROOF roof dl roof dl tack dl TRACK floor dl Boor dl wall at WALL wall dl 45 19 103 60 6.5 30 60 6.5 13 0 0 0 45 13 6 5 13 32 45 3 12.5 0 0 0 60 6.5 12.5 0 0 0 45 12.5 6 5 12.5 32 45 27.5 103 60 6.5 33.5 60 6.5 14 0 0 0 45 14 6 5 14 32 45 3 15 0 0 0 60 6.5 is 0 0 0 45 15 6 5 15 32 45 - 30 to 45 5 15.5 60 6.5 30 W 6.5 22.5 60 5 15.5 20 15 32 45 5 W 45 7.5 6 5 7.5 32 45 30 103 45 5 15.5 60 6.5 30 60 6.5 22.5 60 5 15.5 20 15 32 45 5 38 45 7.5 6 5 7.5 32 roof 11 45 19 103 track 11 100 6.5 30 floor 11 100 6.5 13 roof II 45 3 12.5 track 11 100 6.5 33.5 floor 11 100 6.5 12.5 roof 11 45 27.5 103 tack 11 100 6.5 33.5 floorll 100 6.5 14 roof 11 45 3 15 crack II 0 0 0 foo, 11 100 6.5 15 roof 11 45 30 103 flack 11 45 5 15.5 100 6.5 30 floor II 100 6.5 22.5 100 5 15.5 roof 11 45 30 103 track fl 45 5 15.5 100 6.5 30 floor II 100 6.5 22.5 100 5 15.5 88.07 88.07 226.44 11.70 19.50 5.07 8.45 3.51 - 2.W - 1.69 1.69 21.75 4.88 8.13 3.38 - 2.00 - 127.46 127.46 310.35 13.07 21.78 5.46 9.10 3.78 2.24 2.03 2.03 26.10 5.85 9.75 4.05 2.40 139.05 139.05 373.45 3.49 3.49 11.70 19.50 8.78 14.63 4.65 7]5 9.60 8.55 2.03 1.20 139.05 139.05 373.45 3.49 3.49 11.70 19.50 8.78 14.63 4.65 7.75 9.60 8.55 2.03 110 29 22H.5 ROOF roof dl 45 3 15 roof 11 45 3 15 2.03 2.03 26,10 tack dl 0 0 0 tack II 0 0 0 _ TRACK fkwr dl 60 6.5 15 floor 11 100 6.5 15 585 9.75 wall dl 0 0 0 WALL 45 15 6 wall dl 5 15 32 4.05 240 _ 30 22J ROOF - " rod dl 45 30 103 roof 11 45 30 103 139.05 139.05 331.35 tack dl 60 6.5 30 tack 11 100 6.5 30 11.70 19.50 TRACK - floordl 80 6.5 15 flm 11 100 6.5 15 5.85 875 wall dl 0 0 0 0 0 0 - WALL 45 15 g wall dl 5 15 32 4.05" 245 - 3122J.5 ROOF roof di tack dl 45 0 315 roof 11 45 3 15. 2.03 2.03 2815 0 0 tact II 0 0 0 - TRACK dl 60 6.5 15 floor 11 1006.5 15 5.85 9.75 wall wall dl 0 0 0 WALL 45 15 6 _ wall dl 5 15 32 4.05 245 - 32 22K ROOF - roof di tack dl 45 60 30 103 roof 11 45 30 103 139.05 139.05 331.35 6.5 30 tack 11 100 6.5 30 11.70 19.50 TRACK ikror dl 50 8.5 15 floor 11 100 6.5 15 5.85 /9.76 wall d1 0 0 0 0 0 0 - WALL 45 15 6 wall dl 5 15 32 4.0.5 245 - 33 22K.5 ROOF - roo/tll tack dl 45 0 3 15 roof 11 45 3 15 2.03 2.03 26.10 0 0 tack 11 0 0 0_ _ TRACK Moor dl 60 8.5 15 floor 11 100 6.5 15 5.85 @75 wall dl 0 0 0 .WALL 45 15 6 wall dl 5 15 32 4.05 245 - 34 22L ROOF - roof dl Irac k dl 45 60 30 6.5 103 roof 11 45 30 103 139.05 139.05 331.35 30 tack 11 100 6.5 30 11.70 18.50 TRACK - ikwrdl 60 6.5 15fbor 11 100 6.5 15 5.85 875 wall dl 0 0 0 0 0 0 WALL 45 15 6 " wall dl 5 15 32 4.0.5 245 - 35 22L5 ROOFmf - - dl track track tlcl 45 0 3 15 roof II 45 3 15 2.03 2.03 2610 0 0 tack 11 0 0 0 TRACK fbor dl 60 6.5 15 floor 11 100 6.5 15 585 9.75 wall dl 0 0 0 WALL 45 15 6 wall dl 5 15 32 4.05 245 _ 36 22M ROOF roof dl 45 30 103 roof II 45 30 103 139.05 13905 373.45 roof of 45 5 15.5 track 11 45 5 15.5 3.49 3.49 track dl 60 6.5 30 100 6.5 30 11.70 19.50 TRACK - - ibortll 60 6.5 22.5 fkwr 11 100 6.5 22.5 8.78 1463 flott dl 60 5 15.5 100 5 15.5 4.65 7.75 wall of 20 15 32 960 WALL - - wall tll 45 5 38 45 7.5 6 8.55 5 7.5 32 2.03 _ 120 37 22N ROOF ' roof dl roof dl 45 45 30 103 roof II 45 30 103 13905 139.05 373.45 Vackdl 60 5 6.5 15.5 track II 45 5 15.5 3.49 3.49 30 100 6.5 W 11.70 19.50 TRACK - 11Wfim dl 60 8.5 22.5 floor II 100 6.5 22.5 8.78 14.63 floor dl 60 5 15.5 100 5 15.5 4.65 7.75 wall dl 20 15 32 9.60 - WALL - - wall dl 45 5 38 - 45 7.5 6 9.55 5 7.5 32 2.03 _ 120 38 22N.5 ROOF roof of track of 45 0 3 0 Is roof 11 45 3 15 - 2.03 2.03 26.10 0 tack 11 0 0 0 TRACK ikwr of 60 8.5 15 floor 11 100 6.5 15 5.85 9.75 wall of 0 0 0 WALL 45 15 6 wall of 5 15 32 4.05 240 39 22P ROOF - roof dl track dl 45 60 27.5 103 roof 8 45 27.5 103 127.46 127.48 310.35 6.5 33.5 track It 100 6.5 33.5 13.07 21.78 TRACK - fkwrdl 80 6.5 14 floor 11 100 6.5 14 5.46 9.10 wall dl 0 0 0 WALL wall of 45 14 6 5 14 32 3.78 2.24 - 40 22P.5 ROOF - - roof dl 45 3 12.5 roof 11 45 3 12.5 1.69 1.69 track dl 0 0 0 tack 11 0 0 21.75 0 - TRACK floo60 tll 6.5 12.5 floor 11 100 6.5 12.5 4.88 8.13 wall wall 0 0 0 WALL 45 12.5 6 wall dl 5 12.5 32 3.38 _ 200 41220 ROOF - rwfdl- trackcktll 45 60 19 6.5 103 roof 11 45 19 103 8807 88,07 226.44 30 track 11 100 6.5 30 11.70 19.60 TRACK floor of dl 60 6.5 13 floor 11 100 6.5 13 507 8,45 wall 0 0 0 WALL wall dl 45 13 6 5 13 32 3.51 208 42 22R ROOF - roof dl 45 6.5 6.5 roof II 45 6.5 6.5 track dl 0 0 0 track II 190 190 28.63 0 0 0 _ TRACK floor of 60 6.5 floor II 100 6.5 well dl 20 8.5 32 6.5 2,54 4.23 4.16 _ WALL wall dl 45 6.5 38 - wall dl 45 6.5 6 11.12 - 5 6.5 32 '116 - 1.04 43 R21 ROOF - - roof dl 45 6.5 21.5 roof II 45 6.5 21.5 - track tll 0 0 6.29 8.29 98.46 TRACK floor dl 60 6.5 is- floor 11 100 6.5 15 - floor dl 60 19 6.5 5.85 9.75 wall dl 20 21.5 32 100 19 6.5 7.41 12.35 13.76 - WALL wall dl 45 21.5 38 - - wall dl 36.77 - 44 R20 ROOF - - roof dl 45 6.5 22.5 .of It 45 6.5 22.5 roof l 45 13 8 .of 11 45 658 658 121.20 track dl 0 0 0 13 8 408 468 track 11 0 0 0 TRACK floor dl floor dl 60 60 6.5 15 Door 11 100 6.5 15 5.85 - 9.75 wall dl 20 28 15 8 32 100 26 8 13.44 22.40 9.60 - WALL wall di 45 15 38 - - wall dl 45 7.5 6 25.65 - 5 7.5 16 2.03 - 45 13 16 0.60 - 9.36 45 R19.5 ROOF - roof dl 45 6.5 15- roof 11 45 6.5 15 roof dl 45 13 15 track1II 4 4.39 4.39 98.78 track dl 0 0 0 10 105 6.78 8.78 0 TRACK floor dl 60 28 15 flow 11 100 28 15- wall dl 0 0 0 25.20 gz.OD 0 0 0 WALL .11 dl 45 15 6 - - wall of 5 15 16 4.05 - 1.20 46 R19 ROOF - - roof dl 45 6.5 15 roof 11 45 6. 5 15 roof dl 45 13 15 track II 45 .5 4.39 4.39 98.78 Iack dl 0 0 0 15 B.78 8.78 0 0 0 TRACK floor dl 60 28 15 ikror 11 100 28 15- wall dl 0 0 0 25.20 42.00 0 0 0 WALL wall dl 45 15 6 - - wall dl 5 15 16 4.05 - 1.20 47 R18.5 ROOF - - rooWl roof dl 45 45 6.5- 13 roof 11 45 6.5 75 4.39 4.39 track dl 0 0 15 track II 45 13 15 8.78 8.78 98.78 0 0 0 o TRACK floor dl 60 28 15 floor 11 1 00 20 wall dl 0 0 0 150 25.20 42.00 0 WALL wall dl 45 15 6 - wall dl 5 15 16 4.05 - 1.20 48 R18 ROOF - - roof dl 45 6.5 15 roof 11 45 65 is 4.39 4.39 98.76 roof dl 45 13 1s track 11 45 13 15 8.78 8.78 track dl 0 0 0 0 0 0 - - TRACK floor dl 60 28 15 Odor It 100 28 15 25.20 42.00 wall dl 0 0 0 0 0 0 - - WALL wall dl 45 15 6 4.05 - wall dl 5 15 16 110 - 49 R17.5 ROOF - - roof dl 45 6.5 15 roof It 45 6.5 15 4.39 4.39 98,78 roof dl 45 13 15 track 11 45 13 15 8,78 8.78 VackIdl 0 0 0 0 0. 0 - - TRACK - floor dl 60 28 15 floor 11 100 28 15 25.20 42.00 wall dl 0 0 0 0 0 0 - - WALL - wall dl 45 15 6 4.05 - walldl 5 15 16 110 - 50 R17 ROOF ' roof dl 45 6.5 15 roof 11 45 6.5 15 4.39 4.39 98.78 roof dl 45 13 15 track 11 45 13 15 8.78 8.78 track dl 0 0 0 0 0 0 - - TRACK Boor dl 60 28 15 floor 11 100 28 15 25.20 42.00 wan dl 0 0 0 0 0 0 - - WALL - wall dl 45 is 6 4.05 - wall dl 5 15 16 110 - 61 R16.5 ROOF - - roof dl 45 6.5 15 roof It 45 6.5 15 4.39 4.39 98.78 roof dl 45 13 15 Back 11 45 13 15 8.78 8.78 Batt dl 0 0 0 0 0 0 - - TRACK - fb dl 60 28 15 floor 11 100 28 15 25.20 42.00 wall dl 0 0 0 0 0 0 - - WALL - wall dl 45 15 6 4.05 wall dl 5 15 16 1.20 - - I 52 R16 ROOF - - roof dl 45 6.5 15 roof 11 45 6.5 15 4.39 4.39 98.78 roof dl 45 13 15 back 11 45 13 15 8.78 8.78 track dl 0 0 0 0 0 0 - - TRACK floor dl 60 28 15 floor 11 100 28 15 25.20 42.00 wail dl 0 0 0 0 0 0 - - WALL wall dl 45 15 6 4.05 wait dl 5 15 16 110 53 R15.5 ROOF - - roof dl 45 6.5 15 roof II 45 6.5 15 4.39 4.39 98.78 roof dl 45 13 15 Back 11 45 13 15 8.78 8.78 track dl 0 0 0 0 0 0 - - TRACK - - ilocrdl W 28 15 floor 11 100 28 15 25.20 42.00 wall dl 0 0 0 0 0 0 - - WALL - wall dl 45 15 6 4.05 - wall dl 5 15 16 1.20 - 54 R15 ROOF 45 6.5 14 roof 11 45 6.5 14 4.10 4.10 97.59 roof dl roofdl 45 13 14 track 11 45 13 14 8.19 8.19 track dl 0 0 0 0 0 0 - - - - I TRACK float dl 60 28 6.5 Noor 11 100 28 6.5 10.92 18.20 Noor of 60 31.5 6.5 100 31.5 6.5 12.29 20.48 1 wall on 20 6.5 16 0 0 0 2.08 - - - I WALL wall on 45 .5 22 8.44 well dl 45 7.5 6 2.03 - 5 7.5 16 QED - f If 55 R14 ROOF - roof dl 45 6.5 6.5 roof It 45 6.5 6.5 1.90 1.90 44.36 j roof on 45 13 6.5 track N 45 13 6.5 3.80 3.80 trackdl 0 0 0 TRACK f floor dl 60 19.5 6.5 flom1 100 19.5 6.5 7.61 12.68 wall dl 20 6.5 32 0 0 0 4.16 - - 20 6.5 16 2.08WALL - ! wall of 45 6.5 22 6.44 - - i f 56 S14 ROOF - _ j roof dl 45 6.5 13.5 roof N 45 6.5 13.5 3.95 3.95 30.62 beck of 0 0 0 back II - TRACK floor dl 60 13.5 6.5 floor 11 100 135 6.5 5.27 8.78 i wall of 20 20 10 4.00 ' WALL wall of 45 6.5 16 4.09 - 57 615 ROOF " roof on 45 21.5 13.5 roof It 45 21.5 13.5 13.06 13.06 82.14 back of 0 0 0 track 11 - TRACK Noor dl 60 21.5 13.5 Noor 11 100 21.5 13.5 17.42 29.03 wan on 20 6.5 10 1.30- ' WALL wall of 45 6.5 16 4.68 45 15 4 2.70 - 5 15 12 0.90 58 $16 ROOF " roof dl 45 30 13.5 roof 11 45 30 13.5 18.23 18.23 108.45 track of 0 0 0 track II 0 0 0 - - TRACK - eoordl 60 13.5 30 floor 11 100 13.5 30 24.30 40.50 wall dl 0 0 0 - - WALL - wall of 45 30 4 5.40 - 5 30 12 1.80 - 59 617 ROOF roof dl 45 30 13.5 roof 11 45 30 13.5 18.23 18.23 108.45 back of 0 0 0 bads II 0 0 0 - - TRACK - Nom dl 60 13.5 30 floor 11 100 13.5 30 24.30 40.50 wall dl 0 0 0 - - WALL wall of 45 30 4 5.40 - 5 30 12 1.60 - 60 SIB ROOF roof dl track dl 45 0 30 13.5 roof 11 45 30 13.5 1823 18.23 WBA5 0 0 track 11 0 0 0 TRACK floor of wall tll 60 0 13.5 30 floor 11 100 13.5 30 2430 40.50 0 0 WALL wall dl 45 30 4 5 30 12 540 1.80 - 61 S19 ROOF - - raof dl 45 22.5 13.5 roof A 45 22.5 13.5 track dl 0 0 0 track 1367 13.67 81.34 TRACK floor dl 80 13.5 225 mord 100 13.5 22.5 wall dl 1823 30.38 _ WALL 45 22.5 4 - - wall di 5 22.5 12 4"� 135 62S19.5 ROOF - - roof dl Dark dl 45 0 15 13.5 roof 11145 15 13.5 9.11 9.11 59.33 0 0 track It TRACK - Boor dl 60 13.5 15 floor 11 100 13.5 wall cl 20 7.5 10 15 12.15 2025 1.50 WALL _ 45 7.5 16 - wap dl 45 7.5 4 5.40 - 5 7.5 12 1'3 ' 0.45 63 820 ROOF - - roofdl 45 8 13.5 roof 8 45 8 13.5 track dl track 0 0 0 tack 11 _ 4.86 486 44.08 TRACK floor dl 60 13.5 8 floor 100 13.5B - wall dl 20 8 10 6.48 10.60 1.60 - WALL 45 8 16 wall dl 45 13.5 16 5.76 - 9.72 64 23G ROOFroof - 45 5.5 15.5 roof II 45 5.5 15.5 tracktll Dark dl track 11 3.84 384 70.66 TRACK walldl 60 55 16.5 flo r11 100 5.5 15.5 wall dl 20 21 32 32 5.12 8.53 3.44 WALL - - wall dl 45 21 38 - 35.91 65 23H ROOF - roof di 45 5.5 16.5- 45 5.5 15.5 - " track track dl vack II 3.84 3.84 70.66 TRACK floor dl 60 5.5 15.5 Boor 11 100 5.5 15.5 - wall di 20 21 32 5.12 8.53 13.44 - WALL wall dl 45 21 38 - - 3&91 66 23M ROOF - - rooftll tract dl track 45 5.5 16.5- 45 5.5 15.5 3.84 3.84 back 11 70.66 TRACK floor dl 60 5.5 15.5 floor 11- 100 5.5 15.5 wall dl 20 21 32 5.12 853 3.44 WALL - _ wall dl 45 21 38 - 35.91 - 67 23N ROOF roof di (rack dl 45 5.5 15.5 raof 11 track 11 45 5.5 15.5 3.84 3.84 70.66 TRACK na wall ll dt dl 60 20 21 27 1 3 32 2 floor 11 100 5.5 15.5 5.12 8.53 13.44 WALL - wall dl 45 21 38 - 35.91 68 D15 TRACK - - flow d1 60 60 30.5 27 6.5 15 floor 11 100 100 30.5 27 6.5 15 11.90 24.30 19.83 40.50 96.52 69 D16 TRACK - - 70 D17 floor all TRACK 60 27 30floor 11 100 27 30 - 48.60 - . 81.00 129.60 71 D18 Bowd1 TRACK 60 27 30 fbor 11 100 27- 30 48.60 - 81.00 _ 129.60 72 D19 floor dl TRACK 60 27 30 flow 11 100 27 30- 48.60 - - 81.00 129.60 Boor dl 60 27 30 flow II 100 27 3048,60 81.00 129.60 11,683.99 11,683.99 column loads Gymnaskxn psf w length 1 140 ROOF roof of 45 track dl 0 A TRACK floor dl 60 well dl 2 14P ROOF roof of 45 -. 27.9 103'` tack all V& <65 43.5 TRACK floor off 60 -6.5 27.5` wall dl 314N ROOF roordl 45 30 103' tack dl 60 6.5' 30 TRACK Am of 60 6.5 30 wall of WAV, 4 ,0VM- 4 14M ROOF roofdl 45/ 30 103 tack of -60 '6.5 '... 30 TRACK floor of '60 6.5 30 wall of WA, AWL 402,. 514L ROOF roofdl 45 30 103'"' tack dl 60 65 30 TRACK floor of 60 6.5 30 wall dl qms 400 614K ROOF roof dl' 45 30 103 tack of "-60 6.5 30 TRACK floor of 60 6.5 30 wall of y 6,... 0., ewz 714J ROOF roofdl 45. 30e 103 tack of fib 6.5' 30' TRACK fkwr dl 60 6.5 30 wall dl0 814H ROOF roordl 45 30' 103 tack dl60 6.5 30 TRACK floor of 60 6.5 30 wall of 40 9 14G ROOF roof d1 45 30 1031: tack of 60 65 30 TRACK floor dl 60 6.5 30 wall of 4T0` 42. roof 11 tack 11 floor 11 roof II track II floor 11 par w' th c 0 '0 100 6.5 4x; 45' 27:5:.. .100 "S.5 33;5' 100 6.5 27.5 45° 30 103:" 100 6.5 ; 30 100 6.5 30 roof 11 45 - 30 103h tack 11 100 6.5 - 30 floor 11 100 6.5 30 roof II 41 ; 30 103 tack 11 T66 65 ".. 3o floor 11 101t00� 6.5 30 - - roof 11 4p r 30,.- 103'-. tack 11 160 6S -.30' .. floor 11 100 6.5 ,., 30 roof 11 45 30. 103' tack 11 100 6.5 30 floor 11 100 .- 6.5 30 roof II :95.. 30 103 tack 11 "1166 6.5 . - 30 floor 11 100 6.5 --30'- roof II 45 - 30 103 trackll 1W -6.5 , -30'>'. ikwr 11 .. 100 6.5 "30 65.75 85.75 202.58 7.22 12.03 11.54 127.46 127.46 335.97 13.07 21.78 10.73 17.88 17.60 11.70 139.05 139.05 358.70 11.70 19.50 11.70 19.50 19.20 - 139.05 139.05 359.70 11.70 19.50 11.70 19.60 19.20 - 139.05 139.05 359.70 11.70 19.60 11.70 19.50 19.20 - 139.05 139.05 359.70 11.70 19.50 11.70 19.50 19.20 - 139.05 139.05 359.70 11.70 19.50 11.70 19.50 19.20 - 139.05 139.05 359.70 11.70 19.60 11.70 19.50 19.20 - 139.05 13905 359.70 11.70 19.60 1110 19.50 19.20 - 10 14F ROOF roof dl back all TRACK Hoar dl wall dl 11 14E ROOF root dl back dl TRACK floor dl wall dl 12 14D ROOF roof dl track dl TRACK floor dl wall dl 13 C14 ROOF root dl back dl TRACK floor dl wall dl WALL wall dl 14 C15 ROOF root dl back dl TRACK floor dl wall dl WALL wall dl 15 C76 ROOF roof dl back dl TRACK floor dl wall dl WALL wall all 16 C17 ROOF roof dl track d1 TRACK floor at wall dl WALL wall ill 45 - 275 " 103 root 11 -SO 6.5 33.5 track 11 60 3 floor 11 4W- 45 b 60 45 0 60 40 45 6.5 125 0 0 0 60 6 y 12.5 Yf 45 21.5 12.5 0 0 0 60 21.5 12.5 12.5'. back 11 45 0 30' 0 12:5' 0 60 lm. .: -30 , 12.5 •t 12.5 roof It 45 45 30' 12.5 0 0 0 roof II track 11 Bourn roorll track 11 floor 11 45 27.5' 103' 100 6.5 33.5 100 6.5 27.5' s_. 45 1 103' 0 0 100 65 s I 45. 0 0 100 85 45 6.5 12.5"' 0 0 0 100 6.5 '12.5' roof 11 45` 21.5 12.5'. back 11 0 0 0 floor 11 ^100 :.21.5 •t 12.5 roof It 45 30: .12:5- back 11 0 0 0 flow 11 '100 -, 30 = 12.5 roof 11 45"' 30,,.. i- 1Y5 traccll 0 0 0 floor 1o0 30 12.5 12746 127.46 335.97 13.07 21.76 10.73 17.88 17.60 11.70 85.75 85.75 202.58 7.72 12.03 11.84 - 66.02 66.02 162.27 7.02 11.70 11.52 - 3.66 3.66 43.27 4.88 8.13 11.84 11.12 16.68 164.25 12.09 1209 117.71 16.13 26.66 13.76 - 36.77 1688 16.68 164.25 2250 37.50 19.20 51.30 16.88 16.88 164.25 22.60 37.50 19.20 51.30 17 C18 ROOF roof dl track dl TRACK floor dl wall d1 WALL wall dl 18 019 ROOF roof dl track dl TRACK floor dl wall df WALL wall dl 19 C20 ROOF roof dl track dl TRACK JIM dl wall dl WALL wall dl 20 D20 ROOF roof dl roof dl track dl TRACK floor dl AW dl wan dl WALL wall dl 21 D21 ROOF roof dl track dl TRACK floor dl floor dl wall dl WALL wall dl 22 22D ROOF roof dl track dl TRACK floor dl wall dl WALL wan dl wan dl 45 30 12:5 roof II 0 0 0 track 11 50 30 12.5 floor 11 N9" 'Poll 45 30: 12.5- fWf II 0 0 0 track 11 60 30 12.5 fkorp >41. .,532 fP 45' - 15.5 12:5 roof 11 0 0 0 track n 60 16 12.5 fim 11 rs a 45r� roof 11 45 'r:. track 11 0 0 40 27 fl. II 60 65 45 65 21..5roof 11 0 0 0 Vack 11 60 . 6.5 15" floor 11 19 8.5' 4$-.: 30%: 12.8:. o a 0 100 30 12.5 45' 30. 12.5 0 0 0 100 30 12.5 45 45 15.5. 12.5" 0 0 0 100 15.5 2.5 12.5- 45 45 65 0 0 100 27 ti ! 100 6.5 ; 45.. 6.5 21.5_-. 0 0 0 100 6.5'' 15 100 ''19' 6.5 45'- 6.5 6.5.' roof 11 451:. 6.5 :r 5.5% 6 0 0 track 11 0' 0 - 0 8.72 6.5 6 floor 11 .100 6.5 "6.5 laws 17.28 - 46.17 66 .02 16.88 16.86 164.25 22.50 37.50 19.20 - 51.30 16.68 16.88 164.25 22.50 37.50 19.20 - 51.30 8.72 8.72 111.89 11.63 19.38 17.28 - 46.17 66 .02 68.02 285.47 4.53 4.53 24.30 40.50 6.05 10.08 17.28 _ 46.17 6.29 6.29 98.46 5.85 9.75 7.41 12.35 13.76 - 36.77 1.90 1.90 28.63 2.54 4.23 4.16 11.12 1.76 1.04 23 22E ROOF rod dl track dl TRACK floordl wall d1 WALL wall dl 24 22E.5 ROOF roof dl track dl TRACK floor dl wall dl WALL wall dl 2522F ROOF roof dl track dl TRACK floor dl wall dl WALL wall dl 26 22F.5 ROOF roof di track dl TRACK floor dl wall dl WALL wall dl 27 22G ROOF rod dl roof dl track dl TRACK floor di floor df wall dl WALL wall dl 2822H ROOF roof dl roof dl track dl TRACK floor dl fMdl wall dl WALL wall dl x ' 45; 3p "roof 11 45 50 103 roof II 30 track 11 103 6.5 30 85.75 11.70 85.75 230.63 19.50 0 fbm 11 0 d 390" kks 7.4, ,2.35 11.70 65.00 7 6.5 5.13 - 14.63 100 5 3.04 30 45 DO 125_ roof 111 ' track 11 45 3 1.69 1.69 21.75 r 65 yr. 60 1 ' 0 . - 6.5 12.5. floor 11 '0 100 6.5 - 13:6 4.88 8.13 F r to 3.38 45 30 ,+7. 2.00 _ 45- 60 - 27.5 ,03:" foot 11 6..5 . 33.5 Vatic 11 45 106 27.5 103 -6.5 33.5 127.46 13.07 127.46 308.79 21.78 .50 0 6.5 hoar 11 04.88 100 6. 100 8.13 f �t 14.63 100. 3.78 - 4.50 7.50 2.24 9.60 45r 3 15"' roof 11 45 3 151 2.03 2.03 26.10 60 0 6.5 15 floor 11 0 0 100 6.5 15 585 9.75 1.20 .05 2 2.40 - x ' 45; 3p "roof 11 13905 track 11 50 65 60 '6.5 22 � l floor 11 W 5 11.70 65.00 7 6.5 8.78 14.63 100 5 4? 30 10-' roof II 45 5 tack 11 60 6.5 60 65 yr. 60 1 5 45 _ 3 13905 139.05 418.33 45 5 3.38 3.38 100 6.5 11.70 65.00 100 6.5 8.78 14.63 100 5 4.50 7.50 8.60 8.55 2.03 1.20 45 30 ,+7. 139.05 139.05 418.33 45 5 3.38 3.38 100 6.5 11.70 65.00 100 6.5 22 .F 8.78 14.63 100. 5 4.50 7.50 9.60 8.55 2.03 1.20 29 2211.5 ROOF roofdl 45" 3 far? roof 11 45 i' '3 - 2.03 2.03 26.10 track dl 0 0 0 track 11 0 0 0 - - TRACK floor dl .60 6.5 '.'15 floor 11 100 6.5 16 - 5.85 9.75 wall dl 0 0 0 wa •i7 re 405 dl 2.40 - 30 22J ROOF roof di 45 30 103 roof 11 45 30: 103 139.05 139.05 331.35 track dl ,@0. -., 6.5 30 track II - 100 6.5 t30 11.70 19.50 TRACK - - floor dl 60 6.5 15 floor II 100 6.5 15 5.85 9.75 wall dl 0 0 0 0 0 0 - - WALL wall tll 4.05 - 2.40 3122J.5 ROOF roof dl 45'- 3 15:.'' roof 11 45" 3. 15: _ 203 2.03 26.10 track dl 0 0 0 track 11 0 0 0 - - TRACK Ibor dl 60 - 6.5' 15 fm U 100 6.5 15 5.85 9.75 wall dl 0 0 0 - - WALL wall dl 'Y$� `y. 405 2.40 - - 32 22K ROOF roof.dl 45 -30 roof 11 45" 30:'- 103..: 139.05 139.05 331.35 track dl 166 6.5 -,'103- 30` track 11 100 6.5 3D 11.70 19.50 TRACK floor dl -60 6.5 15 floor 11 '100 6.5 15 5.85 9.75 wall dl 0- 0 0 0 0 0- WALL wall dl ,M 405 - 2.40 3322K5 ROOF roof dl 45` 3' 15-` roof 11 45'-- 3- 15 2.03 2.03 26.10 track dl 0 0 6 tack 11 0 0 0 - TRACK floor tll W 6.5, '15' floorm 100. 6.5 -15-" 585 9.75 wall tll 0 0 0 - - L i - wa ILdI�L " *405 240 - 34 22L ROOF - roof dl 45 - 30 - 103'. roof It 45"' 30' 103.'* 139.05 139.05 331.35 heck dl 60 6.5 30 track 11 100 6.5"` 30 11.70 19.50 TRACK Icor dl 60 •. 6.5 15 Boor 11 100 6.5 15 5.65 9.75 wall dl 0 0 0 0 0 0 WALL wall dl 3 q 43 4.05 2.40 - 35 22L.5 ROOF - rodtll 45'` 3 - 15.. roof 11 45.. 3 r15' 2.03 2.03 26.10 track di 0 0 0 track 11 0 0 0 - - TRACK (Imc1l '60 ' 6.5 15 floor 11 10D -"6.5 15 5.85 9.75 wall dl 0 0 0 WALL wall dl 4'05 - 2.40 36 22M ROOF " i, roof dl .45" 3Q; 10y'�rs.' roof 11 45: 30 139.05 139.05 418.33 roof dl4`5; 5 track 11 45 5 �- 3.38 3.38 Vatic 01 60 65 0W 100 65 1170 65.00 TRACK floor dl 60 65 225,?" , /floor 11 100 85 22. 8.78 14.63 at flodl 60 5 100 5 4.50 7.50 wall dl YTS _ _ 960 _ WALL � wall dl , . 00 - 855 - 1�`�� 203 - Y� T 20 37 22N ROOF_ - roar di 45' 30 10 , '� roof 11 45 - W1, 11 139.05 139.05 139.05 418.33 roof dl 45 5- track 11 45 5' 3.38 3.38 track tll 60 8.5 100 6.5' 11.70 65.00 TRACK - - floordl 6q6.5 22. - - floor 11 100 65 7$.b,. 8.78 14.63 floor dl W 5 160 �5 4.50 7.60 wall dl fig' ' 15 - 9.60 - WALL wall m 8.55 - 203 F' 120 38 22N.5 ROOF roofdl 45 3 15 roar 11 45 ' 3 ` 15`%� 2.03 2.03 26.10 tackcl 0 0 0 track 11 0 0 0 - TRACK ffoordl 60 6.5 15 fkwrn 100: -6.5 15 5.85 9.75 wall dl 0 0 0WL pg b 405 wallllm2.40 - 39 22P ROOF roofdl 45 27.5-" 103r'' roof 11 45 275' ,103127.48 127.46 308.79 track dl 60 6.5 33.5 track 11 100 6.5 33.5. 13.07 21.78 TRACK floor dl -60 6.5 fkwr 11 .100 6.5 4.88 8.13 wall dl 0 0 WALL ,It'll . wall dl 3.78 2.24 40 22P.5 ROOF - - roofdl 45 ': 3 125 roof 11 45 3`: 12.5 1.69 1.69 21.75 track dl 0 6 0 Valk 11 0 0 0 - - TRACK floor di ,60 6.5 - 12.5 floor 11 100 , 6.5 12.5 4.88 8.13 wan dl 0 �00 0 _ WALL ra A'133r r .4. 3.38 - warm `TZ1 e 2.00 - 41220 ROOF 3<s - roofdl 45„ r` roof 11 45 -' 8575 85.75 230.63 track dl 66 VarR1 100- _ 11.70 19.50 TRACK floor dl 60'- 6.5• l floor 11 100 65- 7.41 12.35 wall tll O 0 0 _ WALL wall d1 5.13 3.04 42 22R ROOF _ roof dl i-W�j,-.� 8:5n 0:5 roofp tack dl 0 0 0 track 11 0 0 0 TRACK floor dl :60 6.5 6.5 Ilm0 100 -6.5 wall dl _sS51F Jb'2 WALL wall dl wall dl 43 R21 ROOF roof di A5` BS ^ 3i 'u roof 11 -45r' 63' " 2116G^ tract dl 0 0 0 track 11 0 0 0 TRACK floor dl 60 6.5 15 floor 11 100 6.5 15 floor dl -60 19 6.5 100_ 19 6.5 wall dl nj20; -2RW,' '*'321 WALL wall dl ` well dl 44 R20 ROOF roof dl A w6'1a4�"�' a of41,4 6 - ^S root dl tack dl " I cA 3 TRACK floor dl -0 6 5 1 floor 11 100 &5 e... floor dl8 :100 28 S well dl WALL wall dl �? wall dl 45 R19.5 ROOF Mf dl 15' roof U^ 15 roof el 45 15 -' track H 15 track dl 0 -" 0 0 0 TRACK floor dl 60 - 28 15 f1m 11 a. too 28 •'15 wall dl 0 0 0 0. 0 0 WALL wall 11 wall dl 46 R19 ROOF roof dl 45 15`' roor 11 45�nF= •^75 roof dl 45 15-- tacky 45 15- tack di 0 0 0 0 TRACK DW dl '60 28 15 floor ll -:100 .:28 15 wall dl 0 0 0 0 - 0 0 WALL 7r wall dl '�k , wall dl � . id+ 47 R18.5 ROOF y, roc dl 4i. g 15;- roof 11 43 „Fx - 15'- roof dl 4 15% track 11 45 - _� 15:: track dl ;"'i 0 00 0 TRACK floor dl 60 -28 15 floor 11 100 28 15 wall dl 0 0 0 0 0 0 WALL wall dl 1 wall dl `ai`'. 1 r 1.90 1.90 28.63 2.54 4.23 4-16 42.0 11.12 1.76 104 6.29 6.29 98.46 5.85 9.75 7.41 12.35 13.78 - 36.77 6.58 6.58 100.00 5.85 9.75 12.60 21.00 25.66 2.03 o.ro 9.36 4.39 4.39 97.43 8.10 8.10 25.20 42.00 4.05 1.20 4.39 4.39 97.43 8.10 8.10 25.20 42.0 4.05 1.20 4.39 439 97.43 8.10 8.10 25.20 42.00 4.05 1.20 48 RIB ROOF roofdl 45" . 85x. 15 roof 11 45`'= 6.5 'f5'- 439 - 4.39 97.43 roof dl 45 15 track II 45 15 8.10 8.10 tack dl 0 0 -, 0 - TRACK m ilcor dl- 80 'x.28'..15 floor 11 -100 28 ., .. 15 25.20 42.00 wall dl 0 0 0 0 0 0 - - WALL wall dl �! t 405 - - well dl �, 'd t Y 12o - 49 R17.5 ROOF roofdl 45 65 15- roof 11 45 .15" 4.39 - 439 97.43 roof dl 45 -: al 15 tack 11 45 15 8.10 8.10 tack dl 0 :F " o 0 0 - TRACK - ff o dl 60 28 15 floor 11 100 28 15 25.20 42.00 wall dl 0 0 0 0 0 0 - - WALL wall dl + �• 13 - 4.05 - - wall dl g M' k 120 - 50 R17 ROOF foofdl 45 6 15 roof 11 451 6. 15'+: - 4.39 - 4.39 97.43 roof tll 45 '15 Uack 11 45 8.10 810 tack dl 0 0 0 0 - TRACK floor dl 60 28 - 15 floor 11 100 28 15 25.20 42.00 wall dl 0 0 0 0 0 0 - - WALL wall dl r' - 405 - - wall el .1 1 k $13 1.20 - 51 R16.5 ROOF - - roofdl 45' 65 15" roofM 45 - t8:: 439 4.39 97.43 roof dl 45 15 tack 11 _ 45 =- ` 15 8.10 '8.10 tack dl 0 0 0 0 TRACK - - flMdl 60. 28 15 floor 11 100 28 - 15 25.20 42.00 wall dl 0 0 0 0 0 -' 0 - - WALL wall dl Ilk 4.05 - well dl 1.20 - 52 R16 ROOF - - roof dl 45` 65 1 roof 11 45" 65- 15' 4.39 4.39 97.43 roof dl 45 Vack 11 45 15 8.10 8.10 tack BI 0 0 0 0 TRACK flow dl 60 28 15 Door 11 100 28 15 25.20 42.0 wall dl 0 0 0 0 0 0 - - WALL wall dl H k 4.05 - wall d1 1.20 - 53 R15.5 ROOF - roofdl roof dl 45-' 455 8v 010 roof track A 45^ 45 65 15 " 3Y, 15 4.39 8.10 4.39 8.10 97.43 track dl 0 0 0'S : 0 - - TRACK - film dl 60 ;.26 .15 fl"I 100 28 15' 25.20 42.00 wall dl 0 "0 0 0 0 0 - - WALL wall dl gt 1 ; 4.05 - wall dl y 1 1.20 - 54 R15 55 R14 56 S14 57 S15 68 S16 59S17 ROOF roof dl 45 6.5� S 14' roof 11 45 65 14"' 4.10 4.70 73.78 roof dl 45 14 track II 45 14 7.56 7.56 track dl 0 0 0 TRACK floor di 60 -28 6.5 OWN 28 §.5, 1092 1820 Moor dl 80 's- r ^- 31.5 '6.5 12.29 - wall di F 0� 0 0 - WALL well dl _ 8'0 well tll t 2'03 ds 060 ROOF roof dl 45 65r 64, roof 11 45off 1.90 1.90 51.84 roof dl 45 42 �; ,. ¢5Y bade 11 45 6.5 3.51 3.51 track dl 0 TRACK floordl AM' �k6.5 floor 11 100 .,, 6.$ 1092 18.20 wall dl .20.` .6`5 -aB'� 0 0 0 4.16' - 2e ,6.5` aB 1.30 WALL wall dl 644 _ ROOF roof dl 45 ,65 roof 11 45: 65 3.66 3.66 27.59 track dl 0 0 0 tract, 11 TRACK floor dl EO» 6.5 floor 116'.5 4.88 8.13 wall dl `4Yi" �'. 10 2.60 WALL a- - Lwall dl a'68 ROOF ,td' 45 13.5'roof 11 45 135 8.51 8.51 56.83 cH 0 0 back 11 CK nom. floo(dl 60 ^` floor 00 11 1 _ 11.34 18.90 walltll 2U: s6r5- -W 1.30 - 1 - - WALL 4.68 -. wall dl 2.70 - 4 0.90 ROOF" roof dl roof 11 45 `/ 30, 18. 13.5` 23 18.23 108.45 back dl 0 0 0 back ll. - 0 0 0 - - TRACK floor dl -n60 '.13.5 -`30 floor 11 '.100 -13.5 --30 24.30 40.50 wall cl 0 0 0 - wALL . wall dl 5.40 - . 1.80 ROOF roof di 45' 30 135' roof 11 d5^' 30'.- 13V 18.23 18.23 108.45 track dl 0 0 0 track 11 0 0 0 - - TRACK f1m dl : 60. 13.5 30 floor 11 100 '13.5 ' 30 24.30 40.50 wall dl 0 0 0 - - WALL 5.40 wall 11 - ?:Y - -. -£."s 1.80 60 S18 ROOF - - rcof dl 45 - 30 13.5 roof 11 45 30 13.5° 16.23 16.23 108.45 track dl 0 0 0 track 11 0 0 - 0 - - TRACK - - . Noor d1 -:60 13.5 -30 - flow 11 100 13.5 30 24.30 40.50 wall el 0 0 0 - WALL-. wall dl �.# 5.40 1- T 1.60 61 819 ROOF roof dl 45' -2215 13:6' roof 45 22.5 13.5' 13.67 13.67 61.34 track el 0:.. 0 0 track 11 - - TRACK four dl 60 t3.5 22.5 Noor 11 100 73.5 x_22:5 16.23 30.36 wall el WALL. 405 well dl 1.35 62 $19.5 ROOF - _ rod di 45 15 13.V roo" 45-. 15: 13.5' 9.11 9.11 59.33 track dl 0 0 0 track - - TRACK fkrar dl 60 135 1& floor 100 13.5 ,A6 12.15 20.25 wall dl r1, ='n5. : 1.60 - WALL 5.40 - wall di ,.:, 1.35 - 0.45 - 63 S20 ROOF - - roof dl 45--::' 6 13.5 roof 11 45 e - 13.5' 4.85 4.86 4326 tack el 0 0 0 track II TRACK floor dl 60 ., 1 :. flcoru ,.100 135 °ir 6.48 10.80 wall dl /20- "10 1.50 - WALL 5.40 wall dl 9.36 - 64 23G ROOF - - roofdl 415 55, 15.5 roof 11 45" 5:5 ." 15&" 3.84 3.84 68.31 track di - track 11 - - TRACK " t- ficor dl floor II aL00s-; Vgoj� 5.12 8.53 wall dl 20 12.80 - s, WALL- well tll . 3420 - 65 23H ROOF - - raof dl 45 5 5,; 15.5 roof n 45: 5.5--" 15,3`' 3.54 3.84 68.31 tack tl1 tack N TRACK ibor dl ¢Q Noor 11 5.12 8.53 wall dl 7R ,.02 12.60 - WALL wan el, 34 20 - 66 23M ROOF roof dl 45.. 5.5. 15.3' roof N 46'. &5' 15.5 3.84 3.84 68.31 track d1 tack 11 _ - TRACK k floor el „SQ, '5.8�. 15.5 fbar 11 100 -5.5 .:.;15.5 5.12 8.53 wall dl :20 2. 1280 - WALL wan m 34.20 97 23N ROOF roof tll 45;' 5.5 15.5 roof 4$.,. 5.5.- 15,8;. 3.84 384 68.31 Deck dl track 11 TRACK flWrtl1 well dl -' 3. 15.5 _„( a^���� �C floor 11 '100 5..5 15.5 5.12 12.80 8.53 WALL'�J well dl- `- 34.20 - TRACK dl 60; ” f.6:5 fborN 700 K - '6.6 12.48 20.80 9B.08Moor 00. 27 .13 100 '27 -15 24.30 40.50 TRACK floor dl 60 27 30' flow 11 .100 27 ,. 30 48.60 8100 129.60 TRACK - flow di- 60" -27-% =30" flow 11 100 -27 .:.30- 48.60 81.00 129.60 TRACK floor di 60 27 IlocrN 100' 27 -30 48.60 81.00 129.60 TRACK - - f W di 60 27 30 flax 11 100 27 36 48.60 81.00 129.60 11,758.91 41,758.91 INER SMITH BARFUSS & ASSOCIATES UCTURAL ENGINEERS PROJECT - S 233 North 1250 West, $201 Centerville, Utah 84014 ARONRECT Phone (801) 298-8795 Fax (801) 298-1132 E—mail fsba ®aro s.nel LOCATION— PROJECT / PAGE: �i OFA_ NER SMITH BARFUSS & ASSOCIATES IUCTURAL ENGINEERS S 233 North 1250 West, $201 Centerville,84014 Phone (801) 298-8795 2 298--8795 Fax (801) 298— 1 1113232 E—moil tsba®aros.nei PROJECT .FTTt"7nk5i PROJECT LOCATION ENGINEER PAGE OFA A Y Y w Y �ntMO O ON MN a M Mtr'I II II I 11 � N IOoI II � a n O O d J J J IL LL LL 0 0 2 00 0 0 L" L^ L^Y Y y Y y NY/ Yy_ YL Y Y Y Y Y Y Y Y Y J J 7 »M J N N N er- O .n- O O M A y 0 0 A m O N O O h O A 0 0 Y O h Mtp O b r CJ 't+i to ai cio0o onooiMG 'Ori 000000 10 tOWOMM r(7 NMMMMM MMMono NMM 0 II II II 11 II II 11 II 11 II II II II II 11 II II II II II II II II G II T II II II II �� II II II II ryr C? 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LL LL IMi 12 If If Q's x x x r Z n EoE r� ry �mEomo m c $c a a m c c Q {{ A E c Ep Ep c Z Z p E 5 N l) C C C J J U C C U C } } U Z N OJ O W D_. ,0 M e- O C M N O J y N V,p V,p V v n A nvn a 3 U 2 2 d J , J J J J J ,Ap J J 2¢ Y C O Q o % n n 0 0 ~ y / / N c c O O mc O it IK II 0C..•' 01 F c Z � d 2 z � z MQ Q aF �UUUUU J 0aaaaa > < ", E0 TJ z���i� Q N = a 3 u d x G o UMOO W c z Y O 000000 200000 Y O O J n .4i M M m C J day t' JE 06�N .Nm o MI o m m mm m m m m m m m m m m m m m m m m °3 m m a JR 1Z 3 3 z a � m x o 0 o m M 0 "" C zi c ML Ly m 6 •a°r a EU ¢1Q1 ¢ 3 3 iz =xw Y Y y Y w w w wwiz _ A w wuC ZQ C° zzznOogM opSN 0000•oC! ZE WD7 ' NNDp0hON00"M '''o Nm0G OM 8 O' M rM V V II V 9 N N p lC N0 bV 11 V y J m Q a% N r O I A P r I I I I I I 11 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I a s II O V ._ I� II II II II 11 II II IIxx II II II II II II II II II II II II II II II II V a== N W¢ a N N S 5R5 G> t Q t n� F- W e m y w LU LU U J �y{ 00 m c c'c° 3 r as E m m3o u O N O O C) V O r M N O) W T A l p th o 0 r q O N III ON� O Ol0 Mer O oui II II II N N II m II II II II y S J J J I L LL LL u U Z .Sx 0 0 0 0 J J J J J O m m O r a 0 0 N n a 0 0 N N O N O O v) O 10 0 0 n 010 d N O A N A Oi MMn nMM < MMMNN000 OI OI mo MOM 0000 00 O II II II II II II II II II II II II II II II II 11 II II II II II C i II 11 II II II I% II II II N NN lhv 1? 01 -9 MSM II It II LL LL LL 7 C lC? m Y Y U I L I J J W W LL LL LL LL LL LL LL LL LL LL LL LL I L LL LL Pr S 2 S n mm m mscC m o m o_ m JE Z0 s= EE aa CIC a CEm E 5 NU p 8 o W C G M o W a t 0 12 U U J U 0JXQaa0aJJQXarZ^� J Jn Jn U U0 J J J JJJJBJJ }rma6 X a. « 2c/ CO CN QZaam�mC d N G 5 L a4a Q M v 0 ' oU) W cZ Y 000000 00000 Y m 00 O ZUUUOU O 5 42 c JE 6 Q1 Q E ZZ2 _N i 0 vY1 -n ^ GCo m M c M o o m O E p Q aII . :152 :12 Z Zpp OO O OCE O N Ogg .. .. M OOOSO 0Mn m lh v 11 v v v N `OW J ma aaaQa� L O II II AAA II II II II I� II II II II II 11 II 11 II 11 11 11 II II II II II II II II 11 II II II II II II C 9 y •- II II II II 11 II II II 11 II II II II II II II 11 II I m d V d5 wo ai2LLw asWaCL3Ja YEE= gym=;'= UoLU a v = J 0o n W W J Nu U = c = m d C n a c 3c 3 20 E 8 �ilfil'-tea as Cl! ro m l h n I () F I O d M m f 0 M O N III INER SMITH BARFUSS & ASSOCIATES WCTURAL ENGINEERS PROJECT PROJECT If PAGE: S 233 North 1250 West, #201 Centerville, Utah 84014 ARCHITECT DATE Phone 801 298-8795 Fax 801 298-1132 E—mail tsba®aros.net LOCATION ENONEER OF_ 0 N .dn w .rd_ Y Y Y 00 O 0 O a p N M M M II II II II II N b II II II II lu .4 tp X '- C S C 8 J J i LL V 2 N N N 2 �2 i `p�p R Y` `� Y�� � Y 7 J 7 7 J M y O pp O O N 0 0 0 M 0 100 1J n O l r 0 a 0 O W N O 1 W O) f O f O O V O Ci0 Ol Y l N V y W 1, M t D O v a p N b l h MMM H N 0 M C i C i C i M 1: MM O ss� C) MM C; H G M 1':000000 M X} M W e- r „- r O - o 11 II II II II II 11 II II II II II II II II II II IN II II II II II II X II II II II C? 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F i X O O pm a s M< R ZO m ZO Q <QQQ< � � e o.—cF aLLLLaLLa Q,°1, o c W Y K Q y 3 UM0w in O 000000 880800 Y 0 J E a' N N � _ o U r a a n r U a' m m m m m m m m m ry A A m m m m m m m m �S 'm �i m: a °c Z I Z 2 3 Z R N co 666 0 N of 1c d G M F" c3cS�Z��N+Kcyyyy��crSMM,r�r6 ddvGGGGc oo.5�°'o R` E333 C 33}}} �YY 2YY N C C C C CwITIT.°.d°v—M 3 C C 94 w N U 3 z W 3 Z 2= s O o 0 0 O O O O O 0 0 0 0 0 0 �E Z o .6-4 00 00000000 o0O W? -- momgc,004MM NMNNN ''O 0J zOp O 1l m V II V V II VN O0 N �"' LV V VV J ma' `a nnOa ii 11 ii II H li it II II it it l �LL Li pW �nuYN �J� YEE. � �Q %L L)u �yW¢aNN� v a f� LL C O O .5W O WU W W J c c G rn C y d C w 00 W c W 3 U 3 E y m -h O oOnOON O O O so O m 10 Y M MM N W O) V l 1� 16 V ¢ M r 0 N Q w w d Y Y Y m loo avro r co r r u� M t h V N N M II II q N II II II II II II Q pp « t0 J J J I L Ia1 LL S S 2 O O O O �iY Y.�q. .L YYYYYYYYYYYYYY YYY JJJJJJ 0 X01 0 000MOr0 MO$M0 .-10 0 V r O 0 N- N W P10MN-: �NOOo W O M O rvo 00 .-r In r0 O O V 0 X.} O M NNrM oo V ---M M- v v e-MMMM 0 of cd oo00r NMMMMM OO1 M0 v6Ir -NM 000000 0 It II 11 I% II n II II "1 {NSI �� c'�I q 10 tQ r M .I Cl! M �I M It IjI II ly InL N M YYU IL IL JJ W W IL IL IL IL IL IL ILLL LLINLLLLL ILLLLL �� 2 22 Z 11. OONOU L' L" L" UU c c xI a a Ep c cE zZZqN 8 C C . J J p U C C S C } } N H G W _ u vmo m a c v o 0-0 q u u u u u u o u J VA Y z Q `y A 1- a N r a 0 M c c c n Ix n II 0 Ua "' O Z 42192 N A o- N Q U z as y N nc0 aaaaa 2 E a.0 222222 K 3 8 �i >ti UN 00 Ill0 YO a = x O s0�00000 V M c C 6 d �o ^ m M J A « m 'n c n E 8 g o 0 9 9 D O O A A A A A A A A A A A N N N N N A N A A W N J G O C aaaaa Z z 3 V �N OO O m tG >q i�_ ......-0 N M OOOO Z Z U A M M .� W N N TJ Tl FJ C_ a A YI- LL0000 U O i� U i5 Y E a Q Q a a CYYYYY g C C �0 �0 A z ZZ _ Cb 3 z z Z 0 0 no PESO O 0 OOOOOOOO 0 0 0 0 0 00 0 o00 0 0 O O M O M M Y 0 C J C 0 M pO M C5 m N 16 n Nlv a D 0 0 V 11 V;; y 11 V ' 9 M N V Q ana0aa J G}O O II C C r II II II II 11 II II II II II 11 11 II II II 11 11 II II II II II II 11 II V O II O V .y I0 II II II 11 II II II II II II II II II II II II II 1 H II II II II II 11 II O U W d 'c Y -a v) 0. W W a n0y 'S JayY X % x E E U S e' Q� xI v vAl � Q 2 W ZS J U U {ma{yy a 9 U N d N C J W F LL C C O q F L W Ijj J C C y O C a W A m d N 20 i/i E a s 8M 8vOi,Nn "I`or�v 8m oa �M ld gn uaio v 6 of wwi M"Mo m N LU Q O h m S O rD M N Y M M M II II II N N II II II II II IIS pQ 8 J J LL LLLL 3 U Z �> ll 0 0 0L^ 1r L0 Y 42 Y Y Y Y Y Y Y Y Y Y Y Y YYY J JI. J J J J SOh r W ON NS1N00 pYp nOtrO V O A n -. O OOITOn MOtr000 N 10q W M M r r M M V M M M N N O O O O r O N M 0 M O N 000000 S II II II II II II II II II II II II II II II II IIII II II II II IN It it 11 11 II X II II II II N Nr NN CI gN191; Ti7 NM�M II It X LL LL LL 11 M Y Y x U 1 L 1 L J J W W LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL ��� 2 2 2 O ^ W N N N W N ZQ a p mEocECE6iS yiS w of0 omccaacE mO' E c .6 E Z C J J m p a C p C 2a } } u °rpp M LY a C o 1Cw O dJ ani J J J J J J J F Q Q 3c= U) 1n =a v vpp,-,p1 JJJJJ9a n 1 Z°}o a c c r O mcU) a IIIMU t. 09 3 a a'- 2 ; 6 Z n r N 2 a aM Fa- Fa- O0 ar- owc 000 01a- 0Fa- 0 Um00 O ZUUVa- Om MCc rN6 a6> N mmmm m AlJ m�'.3°LU. 0 c o0 o m Ci U wN Is jo-u;n 0 0 c Ti m M Y ,CMML�c"vv l UC_ Toi ii Tit a °LULo ° E O N Cl C_ C_ C ._ 3 A C _ C� _ O Z Z Z C W �+ Z Z Z O lgio 000 O 0 0 0 0 0 0 0 0 00 O O i E 00000000 000 Z W m O G 0 M S O w 0 N p O m Y O ONO N M N ... 11 N S " O Q 'm olri "�oi� o S m v n v GC D ? M IN V .p M th M M C r v v V v° ; J ma VE aa2Ova O IIC r!` II II II II II II II II II II II II IMI II II II NLL II II II II II II II II II II N N V a.aul «9N W 6ayy JJ J] `. E E. ¢ Yi' U.�.� m v J �mMA 2 iLL UU a9 �12 v LL C� C C tLJ G N W w W ! c w N c v m �0W ; N Ey3� '-ma as 8rs 0 N OOI O e- O r �N M M MOI m M M N r p ffin INER SMRH BARFUSS & ASSOCIATES tUCTURAL ENGINEERS North Ce West, Centerville.. Utah 840101 4 Phone (801) 298-8795 Fax (801) 29B-1132 E—mail tsba®aros.net PROEM. (?t1 U f 9 Ae"I i-cpe3cwv..- PROEM LOCATION PAOD NER SMITH BARFUSS & ASSOCIATES UCTURAL ENGINEERS PROJECT PROJECT PAGE: North 1250 West, #201 S233 Centerville, Utoh 84014 s ARCHITECT DATE Phone (801) 298-8795 Fax (801) 298-1132 A E—mail isba ®aros.nei LOCATION ENGINEER OF_ INER SMITH BARFUSS & ASSOCIATES =TURAL ENGINEERS PROJECT PROJECT PAGE: S 233 North 1250 West, #201 Centerville, Utah 84014 ARCHITECT DATE Phone (801) 298-8795 Fax (801) 298-1132 E—mail LOCATION ENGINEER OF_ MER SMITH BARFUSS & ASSOCIATES WCTURAL ENGINEERS PROJECT PROJECT III PAGE S 233 North 1250 West, #201 Centerville, Utah 84014 ARCHITECT DATE Phone (801) 298-8795 1 Fax (801) 298-1132 I E—mail is ba®aro s.n et LOCATION ENGINEER OF— JNER SMITH WFUSS & ASSOCIATES 2UCTURAL ENGINEERS PROJECT PROJECT / PAGE: S 233 North 1250 West, x/201 Centerville, Utoh 84014 ARCHITECT DATE Phone(801) 298-8795 I Fax (801) 298-1132 I E—mail tsbo®oros.net LOCATION ENGINEER OF_ TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised! 2125/02 02/14107 a aeb wl 0 14.00 15.00 y/( 0 16.00 30.00 Re otions v0 0 0.00 22.00 1 9,62 rips Right 5.14 kips E_= 29000. :kat 1-=.,:.. 300 JpA4 U== 600 Stresses 29000 ":ksi A 20.781` mA2 S - '' 56.50. "a: ie3 1 448.0.; rd:teal Steel 429000 ksi Fy 50..: ;'ksi Unbaced Length 2 -,ft Steel Req'd S 2827 inA3(Fb =ceF,) 1 1258.60 inA4 Doug FIf E :1600 ""ksi Fb 10351'. psi Fv-: 95'psi Cf on (1) of (2) ... 1 Req'd 1 22612.13 teal 5 901.26 inA3 A 15188 inA2 Glu Lam E 1800 ksi Fb. 2400 ). psi Fv' 165 psi Wcm Desired- :5.125 in Raced 1 20277.45 inA4 5 388.67 in -3 A 87.45 inA2 LVL E: 1900- .:,ksi FE` 2600 ...l psi Fv . .205 psi Rei I 19210.22 inA4 S 358.77 inA3 A 50.63 inA2 Lh= 143 1== 1258.6003 UNIFORM At x= Project: tilt f« BYU ID Auditorium 6N'Qkow1we% I D: Gym North Columns Lateral Load 51.00 ft Size: - At x= Beam Length .51.00 ft. Uniform w 0:171WX Triangle watLeft End 0 Wft Max pos wetflfti 0 Wit Max n ng W 000 kips Pt Load 6.09 kips st 6.75 X. from left 1 ." 0.00 kips at 13.50 ft from left 1350 0.00 kips at : 13.00 X. from lett 0.00 kips at O.00X. from len w .0.00 kips at .0.00 X. homle6 Partial Uniform Wit from to wi 0 15.00 30.00 33.00 w2 0 '11.50 30.00 127 Vt 0 18.00 30.00 Partial Triangular WX on Rt side from to a aeb wl 0 14.00 15.00 y/( 0 16.00 30.00 Re otions v0 0 0.00 22.00 1 9,62 rips Right 5.14 kips E_= 29000. :kat 1-=.,:.. 300 JpA4 U== 600 Stresses 29000 ":ksi A 20.781` mA2 S - '' 56.50. "a: ie3 1 448.0.; rd:teal Steel 429000 ksi Fy 50..: ;'ksi Unbaced Length 2 -,ft Steel Req'd S 2827 inA3(Fb =ceF,) 1 1258.60 inA4 Doug FIf E :1600 ""ksi Fb 10351'. psi Fv-: 95'psi Cf on (1) of (2) ... 1 Req'd 1 22612.13 teal 5 901.26 inA3 A 15188 inA2 Glu Lam E 1800 ksi Fb. 2400 ). psi Fv' 165 psi Wcm Desired- :5.125 in Raced 1 20277.45 inA4 5 388.67 in -3 A 87.45 inA2 LVL E: 1900- .:,ksi FE` 2600 ...l psi Fv . .205 psi Rei I 19210.22 inA4 S 358.77 inA3 A 50.63 inA2 Lh= 143 1== 1258.6003 UNIFORM At x= TRIANGLE I I POINT RPARTIAL UNIFORM 51.00 ft PARTIAL TRIANGLE a aeb wl 0 14.00 15.00 y/( 0 16.00 30.00 Re otions v0 0 0.00 22.00 1 9,62 rips Right 5.14 kips E_= 29000. :kat 1-=.,:.. 300 JpA4 U== 600 Stresses 29000 ":ksi A 20.781` mA2 S - '' 56.50. "a: ie3 1 448.0.; rd:teal Steel 429000 ksi Fy 50..: ;'ksi Unbaced Length 2 -,ft Steel Req'd S 2827 inA3(Fb =ceF,) 1 1258.60 inA4 Doug FIf E :1600 ""ksi Fb 10351'. psi Fv-: 95'psi Cf on (1) of (2) ... 1 Req'd 1 22612.13 teal 5 901.26 inA3 A 15188 inA2 Glu Lam E 1800 ksi Fb. 2400 ). psi Fv' 165 psi Wcm Desired- :5.125 in Raced 1 20277.45 inA4 5 388.67 in -3 A 87.45 inA2 LVL E: 1900- .:,ksi FE` 2600 ...l psi Fv . .205 psi Rei I 19210.22 inA4 S 358.77 inA3 A 50.63 inA2 Lh= 143 1== 1258.6003 N Shear At x= Max poa 9.62 kips 0.00 0 Max reg 3.14 kips 51.00 ft Moment At x= M.". 77.73 Mp-n 20.91 ft M. nag 0.00 kili 0.00 0 DeOectlon At x= Max pos 0.0000 incl 0.00 ft Max n ng 4.2792 mtl1 24.46 8 U 143 1h' N b 18 894.3 16540 214 Steel True asaaesecl I Fb Po Fb 1h' 1 ." 114 114.00 1350 a., 8.18 33.00 w 2 wl4xa 131 131.00 1550 ase, 7.12 33.00 ).m 3 alllxaa 127 127.00 1330 0emq 7.34 33.00 Ne 4 w3,.a 140 140.00 1480 .mrx see 33.00 ms 5 vnaxea 154 154.00 1830 o.arosr 8.08 33.00 an DF A Trues S. 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Y Y Y 7» J» pp ��Ot00O Na0 OCO'lO�tmtppOOt7 MIOOO NOO OCR Ynf•00 O pp M A } m NN OfmG� �N mOCN'l tO�IN�O� NC^'l tO+IYOM')M NNO coo �- 00 0 11 II II II II II II II II 11 II 11 11 II II II II II II II II II II II II II II 11 II II II II II IA IK G IT II II 11 �� II II II11 II II II II �N�C'� vin fOh oQ�Nf�1 tel`? II II II K II LL Te= .- N Ih Y �j Y Y X U W W U LL LL U� J J ((yy W ryry W I L l L LL I L I L I L I L N LL N LL Nt"lM LL LL LL A1] LL LL L LL w�� 2 S S O a 76 u 15 V Ac A A ry z E E EA EA EN mac m c E Q EE Cc J J E UCO c EE Y Y 2O' Y UN Z OtOO J y K y rn U v U v U U v v U n U n U n U v Q 3U2 2a �����35 Y ZQ 9 Q x .a. U a S W IA to c o 0«0 Do Nh L N 0c2 W F - Q c2 A2 aaaaaa < y O W c WIn 0U 0U w 3 ii E` U ul O 0 O 0 U U00U 0U i' O Q m = x x a in �?15 S] U — c Q Q :Z5 Q Q L O 0 A A A A A A A A A A A A A A A A A A A A a y N C A O O O M F U 3> J Z Z 2 A c n N rS w v v Yoi Toi Toi Toi c 2.2-6 LU 0 42 8 o y E <¢¢ ¢ Q O q>> > > i Y Y C Y Y Y y YY y� A. C_ C C_ C_ C w 4 4 4 44w3 A @L°._._L°4S"L" C C« a p 8 ZZZ z z Y 9 ZZZ 0 0O N O O Opp 0p 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M 0 O O O O O O Z Q® O b pp 0 0 n p 0 M a o a M M a .} a N O Illi =E a 0 v�ln YY �'° vvvv v v v J 0}0 ('TJ nnnOon O II C C• C• II II 11 II II II II II 11 n n IILu II II II II II II II II II II II II II II 11 II y y ` m men a W~ LL c c c U N L N G LLJ w J m m° c m m 00 V1 as mg 8nmoa0i•ao 8m m�`�,m16 N 0 a TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised] 5102 OMM7 Project: BYU ID Auditorium At x• I D: Columns Cid Muneg Size: 33.500 Moment Beam Maniacs Length '33.50. fl. Uniform 0.00 kiPO st 0.160 Nft Triangle At x• watLeft End 0 WO 0.00 0 Max net, wat Ruin End 0 MR Lf 361 W 000 kips Pt Load 0.00 kips at 16.00, fit- from left 0.00: kips at 13.50 ft. from aft set sox ass ' 01W kips at 13.00 it from aft 204 0.00 kips at 0.00 ft from aft 8.22 o.0 kips at 0.0 ft. fie. tell Partial Uniform 38.40 kRt from to mai 0 .: 16.W 35.00 vm v2 0 11.50 30.00 S. NWA w3 0 18.00 30.00 Partial Triangular Fb #WA WR on Rt side from to asb w1 x 0 14.00 ISM w2 0 16.00 30.00 Reaction. w3 0 0.00' 22.00 Left 2.73 kips Right 2.73 kips E_=' .29000 kiti I •• 143 inA4 Stresses Ei 29080 "ksi A., -0 I-2 S ;5€56,'met I iM4 Steel E? 28000 1,4 ksl FY"i>;s X50 a killi Unbraced LengN `x. ,'y"tr,yv, ft Sant Redid S 8.31 InA3(F,..W,) 1 142.64 InA4 Doug Fir E , BPO ksi Fb Wt Fv - psi Cf on (1) o0(2)' Re0'd 1 2585.27 mad S 265.11 MAI A 43.111-2 Glu Lam E''.t >1800.: J,. net Fb 2,100 2400 Pat Fv'. 165 psi WoUl Desired 5.1211 :in Ree'd 1 2298.02 I-4 S 114.331-3 A 24.82 W2 LVL E}s£`.. Mai Eg dtS 2 psi Fv.. F irPM Reci 1 2177.071-4 S 105.53103 A 14.37 m-2 tr== 361 1==. 142,63558 UNIFORM TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE N Shear At x• Max pos 2.73 kips 0.00 ft Muneg 3.73 kips 33.500 Moment At x• Maniacs 22.87 MPO 16.75 ft Max nag 0.00 kiPO 0.00 0 DeOectlon At x• Max pas 0.0000 inch 0.00 0 Max net, -IAI38 ]not 16.75 0 Lf 361 U# N Po L/# 187.1 4855 1.131 Steel TmaS spesawl I Fb Ib Fb U# 1 wvsav 2 Waxing 3 vnsaxs 25.4 29 27.9 25.40 29.00 27.90 158 199 144 ostorr masonry Aavey 10.80 9.48 9.83 33.00 33.0 33.00 set sox ass 4 emeams 33.4 33AO 204 o.amry 8.22 33.00 I's 5 in. MA 38.40 301 ..marry 7.15 33.00 vm OF 1 MA A #WA True S #WA S. NWA I NWA N NWA Fv 95 Po NWA Fb #WA 170 .wa 2 mach #WA #WA NNfA It NWA 95 #WA #WA .man 3 MA 4 MA 5 MA #WA #WA #WA #WA #WA #WA NWA NWA NWA NWA NWA NWA NWA NWA NWA 95 95 95 #WA #WA NWA #WA #WA #WA .wA WA WA S• includes Cr GLS 1 aInur. 2 minaaa 3 mina, 4 aulazu; 5 1in.H A 92.3 99.9 107.6 115.3 123.0 S 276.8 324.8 376.7 432.4 492.0 I 2491 3167 3955 4885- 5904 N 0 41 38 36 33 Fv 165 185 165 165 165 b 991 045 728 835 558 Fb - 24W 2400 24W 2400 24W LW sm 4as am 1Q aim • Cy not Inclutled LVL 1 m . 2 13)18 3 I'll, 4 ISI to 5 Dl to A 04.5 04.5 94.5 94.5 94.5 S 283.5 283.5 283.5 283.5 283.5 1 2552 2552 2552 2552 2552 N 43 43 43 43 43 Fv 285 285 285 285 285 Po 980 988 980 988 968 Fig' 2(= 2600 2600 2800 2800 LIN 4Tx 4xx 4ss Rx co • Cf not Included KIM Miami e`8hiVOWNi �, / :Jim DELTA UNIFORM w=4EI(La&2LXA2.XA3) PTLOAD X<a PbXI6EIL(LA2.V2-XA2) DRS 3/28/2007 AnyBeam Best Don 5-28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised MSR)2 03/28/07 Project: SYU ID Auditorium I== ID: Columns 360 .. Cis -5.11 kips Sias: Si :" 55.50': .". iO3 At x= II`': 448.0':.. W4 Beam Steel E' : 29000' 'ksi Max nag Length 19.0 It Uniform Deflection Steel Repd w 0.538 MB Triangle Max nag Doug Fir E`< '+""IW watl,eREnd 0 k/fi 360 Fv pw 1 ea3xu watit,gi 0:. k1fl Req'd swrrr 1 1558.78 FA4 w 0.00 kip, F Load A 80.70 in -2 0.00 kips at 16.0011 hen left Fb1�240.1 psi 5 s1 a44eN 0.00 kips at 13.60 11 kern left 33.00 1 1383.80 InNI 0.00 kips at 13.0011 from left A 48.481M2 onerr 0.00 kips at 0.00'11 ham left 33.00 Fv `-',.-,. :: 285 :.'psi 0.00 kips at ON It M1om left Partial Uniform aso' S 112.05 inA3 Wit from to 33.00 wl 5 vn3xn 0 16.00 35.00. 158 3✓1 0 11.50 30.00 33.00 w3 DF o. 18.00 30.00 Partial Triangular I N Wit on Rt side from to UNIFORM TRIANGLE 1 1 POINT f Fn PARTIAL UNIFORM PARTIAL TRIANGLE aab wt 0 eY4.00 15.00 v2 0 16.00 30.00 Reactions w0 0 0.00 2200 L.R 5.11 kips Right 5.11 kips El- 29000 ksi I== 86 in14 LP• 360 .. Stresses E:'.' 29000' %"ksi -5.11 kips A'..,- 30.]0 :.z inA2 Si :" 55.50': .". iO3 At x= II`': 448.0':.. W4 24.28 kip ft Steel E' : 29000' 'ksi Max nag Fy" k50ksi 8.88 it Unbmmd Length 2 it Deflection Steel Repd Max pos S an in"31es•.eorg 1 85.99 in -4 Max nag Doug Fir E`< '+""IW 9.50 It Fb pd 360 Fv pw 1 ea3xu Cf an(1)on(2) , 14.90 Req'd swrrr 1 1558.78 FA4 3 281.48 inA3 33.00 A 80.70 in -2 2 ynixts Glu Lam E�. 18N : -: ksi 17.10 Fb1�240.1 psi 5 s1 a44eN Wean Desired` Re0'd 33.00 1 1383.80 InNI 3 vvi S 121.39 inA3 21.30 A 48.481M2 onerr LVL E; r;-1900. .ksi Fb' 2600 :psi 33.00 Fv `-',.-,. :: 285 :.'psi 4 vnsxts Req'd 18.80 1 1310.97 in -4 aso' S 112.05 inA3 A 2690 in -2 33.00 U== 360 I==1 85.891235. N Shamir At x= M.P. 5,11 kips 0.00 n Max nag -5.11 kips 19.00 It Moment At x= Max Ps 24.28 kip ft 9.50 8 Max nag 0.00 Nadi 8.88 it Deflection At x• Max pos 0.0000 inch 0.00 ft Max nag -0.6326 Inch 9.50 It L/ 360 L/p N to LM 368.9 5156 t,am 81.1 True S se aun.0 I Fb ft, Fb L/p 1 ea3xu 14.9 14.90 88.6 swrrr 19.55 33.00 371 2 ynixts 17.1 17.10 103 a44eN 17.04 33.00 4s 3 vvi 21.3 21.30 130 onerr 13.68 33.00 era 4 vnsxts 18.8 18.80 98.3 aso' 15.60 33.00 401 5 vn3xn 26.4 25.40 158 awerr 11.47 33.00 Me DF A True S a. I N Fv lb Fb J# I WA #N/A #WA #WA NWA #N/A 95 #WA NWA awA 2 wox #N/A #WA NWA #WA #WA 95 #WA NWA awn 3 . #WA #WA NWA #WA #N/A 95 #N/A NN/A awn 4 MA #WA AWA #WA NWA #WA 95 #WA #WA . 5 ask NWA #WA #WA NWA #N/A 95 INA NWA awn S• indudes Cr GLB A- S 1 N Fv Po Fb- U# 1 stone 76.9 182.2 1441 100 165 1518 2400 rte 2 stmtu 3 asrurs 84.8 92.3 232.6 276.8 1919 2491 91 83 165 185 1253 1053 2400 2400 4ss sre 4 smnsa 5 amxr, 99.9 107.6 324.6 376.7 3187 3955 77 71 185 185 097 773 2400 2400 @4 toe • Cv not Induced LVL A S I N Fv R Fb - t/# 1 Run 2 Isles 3 pun 83.0 84.0 94.5 189.0 224.0 283.5 1701 1792 2552 122 91 81 285 285 285 1541 1301 1028 2600 2000 2800 4n 4u rot 4 piss 5 1311, 94.5 94.5 283.5 283.5 2552 2552 81 81 285 285 1028 1028 2800 2800 am sot • CI not IndWed aSHEAR DIAGRAM so p- �tRl q 5L"a mo S 3a3 b J 5 p e o a.ro3 am im a.m s.rs e°bBiNd�"o n.m sem irm iam am sn 3n sxa s.a,� ten um sus nao pn a to ee .1 &somas iso su to nn n DELTA UNIFORM wM4E1(LA3-2LXA2aXA3) PT LOAD X<a PbMEIL(LA2-bA2-XA2) DRS 3128/2087 AnyBeam Beat Don 5.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised WW2 03127ro7 Project: 8YU ID Audltorlurn ID: columns Left C16 '. Mm poa Size: 0.00 ft Right 13.13 kips Most neg Beam 35.00 ft Length 35.00 ft. Unlform At x= as is 0 kill Triangle 17.50 ft wet Left End 0 W8 0.00 kip -ft 0.00 ft w at Right End 0Wit DaBactlon At x - Lie. 360 W 000 kips R Load 0.00 ft 6.00 kips at .16.00 8from left .1.1664 inch 17.85 ft 0.00 kips at 13.50 ft, from left 360 0.00 kips at 13.00 ft. Roger lett 290th ksl 0.00 kips at 0.00. ft. more left I Fb 0.00 kips at 0.00 ft, from left Partial Uniform V# Firr Wit Rom to rears. w1 81.80 0.75 16.00 35.00 vQ 16.89 0 11.50 30.00 Unionized Length', v/d 2 o.' 18.09 30.00 Partial Triangular 712 Wft on Field. from to 17.49 33.00 sea Steel art, a14.00 3 W1 94.5 0 15.00 oswrs v2 0. 16.00 30.00 age w3 41.76 inA3lra •.esr�s 0 .0.00 22.00 E 29000 ksi 1- 697 inA4 Lf-=. }' 360... UNIFORM TRIANGLE POINT PARTIAL UNIFORM fPARTIAL TRIANGLE Stresses E'.' Reactions Shear Al x= Left 7.13 kips Mm poa 7.13 kips 0.00 ft Right 13.13 kips Most neg -13.13 Wine 35.00 ft 947.4 Moment At x= as Max pons 114.84 kiPft 17.50 ft S Max neo 0.00 kip -ft 0.00 ft DaBactlon At x - Lie. 360 Maxpons 0.0000 inch 0.00 ft 448.0 inA4 Max neg .1.1664 inch 17.85 ft L/ 360 Stresses E'.' 29000 ''ksi N f, IAt A 20.78" inA2 947.4 24392 as S 56.50 inA3 1. 448.0 inA4 Steel 290th ksl Stood Two alm,didde I Fb Po Fb V# Firr 50 ksi 1 rears. 81.6 81.80 843 owrr 16.89 33.00 4sa Unionized Length', 2 ;ft 2 Ms. 78.8 78.60 712 17.49 33.00 sea Steel Reqd 3 edeass 94.5 94.50 984 oswrs 14.58 33.00 age S 41.76 inA3lra •.esr�s 4 ... 86.9 88.90 SW omq 15.50 33.00 41s 1 699.85 mail 5 snii 89.4 89.40 804 4.aroa, 15.42 33.00 Its Douo Fir E 3f830 Rai OF A Two S. I N Fv Po Fb L/4 Fbf 4a°�WI 1 WA NWA #WA #N/A #WA NWA 95 #WA #WA merFv� 95 :i_pai 2 RYA #WA #WA #N/A #N/A #WA 95 #WA #WA I. Cfon(1)o8(2)', 1 3 swe #WA #WA #WA *WA #WA 95 #WA #WA Req'd 4 MIA NWA #WA #N/A #N/A #WA 95 #WA #WA swe swe 1 1263043 Wit 5 MIA #N/A #WA #N/A #N/A NWA 95 NWA MA swe 5 1331.52 InA3 S• IndAes Dr A 207.24 in -2 Glu Lem Ej, ", 1800 ksi GLS A S I he Fv Po Fb • U# Fb y;" 2400 psi 1 ...an 10.8 788.8 11531 128 165 1793 2400 em F,r 165 psi 2 4mi 181.4 80.5 13349 122 165 1626 2400 4a1 Mitt Deairedl,_ 5.125 in 3 .vai 169.1 930.2 15348 116 165 1482 2/00 4P[ Req'd 4 ....... 176.8 1016.7 17538 111 165 1358 2400 1 11227.05 inA4 5 1in.N 184.5 1107.0 19926 107 165 1245 2400 se, 5 574.22 inA3 am A 119.32 im-2 ' Ce not inGutleO LVLE� 1900 ksi LVL A S 1 N Fe fa Fb- UN Fb J. 2600 -psi 1 swA #WA #WA #WA #WA 255 #N/A 2600 mer Fv j,= 285. :psi 2 wuA #WA #WA #WA #WA 285 #WA 2600 swe Req'd 3 . #WA NWA NWA NWA 285 #WA 2600 me, 1 10636.15 inA4 4 MA #WA #WA #N/A #WA 285 #WA 2600 swe S 530.05 n13 5 MA #WA #WA #WA #WA 285 #WA 2600 A 69.08 inA2 • C/ nit indutletl 1. DELTA UNIFORM WX/24E1(LA32LXA2+XA3) PT LOAD X<a PbG9EIL(LA2-0 2-XA2) DRS 3/27/2007 AnyBeam Best Don 5.28-99 I TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2/25/02 03@]/0] Project: OYU ID Auditorium N 10: .Columns '. C17 Max pos Size. 0.00 ft MOM 13.13 kip, Mex nag Beam 35.00 ft Length 35.00 It Uniforn At x= w 0 Wit Triangle 17.50 ft wat Len End 0 Wft 060 kip -ft 0.00 ft wet Right End 0" Woollen At x= U== WE W 000 kips PI Load 0.00 B 6.0 kips at 16.00 B. #om kelt -1.1864 irwh 17.85 ft 0.00 kips at 13.50 ft. from an 360 0.00 kips at 13.0) from left I .0.00 kips at 0.001L from left 0.00 kips at 0.0 A, from len Partial Uniform 81.00 84318.89 Wit from W wt Fla 33.00 0.75 16.00 35.00 3 w2 0 11.50 30.00 rr w3 0 10.00 30.00 PaNal Triangular Steel Rep'd 3 Wit on Rt side from to 94.50 904 .awevrr, a a*b 14.50 W1 as 0 ' 14.00 15.00 vnrxld w2 88.80 0 16.00 3000 w3 15.50 0 0.00 22.00 E _ 29000 ksi 1== 697 i.-4 360 111111111111UNIFORDA TRIANGLE POINT f FFM PARTIAL UNIFORM PARTIAL TRIANGLE StressesE 29WO =. ksl Reaoeo d, N Shear Al x= LaR 7.13 kip, Max pos 7.13 Was 0.00 ft MOM 13.13 kip, Mex nag .13.13 Up. 35.00 ft 24392 Moment At x= Max pos 114.84 WPB 17.50 ft Max neg 060 kip -ft 0.00 ft Woollen At x= U== WE 1 4480 '!. in -4 Max pos 0.0000 kalI 0.00 B 1== 698.85153, Max neg -1.1864 irwh 17.85 ft V 360 StressesE 29WO =. ksl N N LAI A 20.78. fin"2 WA 24392 aI 6'-.'56.50 in"3 1 4480 '!. in -4 Steel E, 29000 ksi Steel Tue S s ( . , I Fb N FY'r, So :ksl 1 wx." 81.6 81.00 84318.89 aawrr Fla 33.00 I -AN 45s Unbramdlxn98?... ,.,. 2 �ft 3 M.78.8 70.80 712 rr 14.59 33.00 sm Steel Rep'd 3 waxw 84.5 94.50 904 .awevrr, 14.50 33.00 as S 41.78 in"31F. • esr,l 4 vnrxld 88.9 88.80 BW 15.50 33.00 415 I 898.85 iM4 5 e1rx,4.7 89.4 89.40 800 o.eeerr, 15.42 33.00 415 Doug FirE3.; ,",.""'ksiOF A Trues S= 1 N ftpsi 1 WA ll #WA #WA #WA #WA Fv 95 to NWA Fb i 1M awn Fv psi 2 wuA #WA it *WA #WA #WA 95 #WA #WA waA Cf an(1)off (2); 3 waA #WA #WA #WA #WA #N/A 95 #WA #WA .,A Req'd 4 wuA it #WA #WA NWA NN/A 95 #WA #WA x141. I 12830.43 In -4 5 W. #WA #WA #WA NWA #N/A 95 WA AIWA . 8 1331.52 InA3 S• Indudes Cd A 207.24 in -2 Glu Lam E6.E, GLB A 8 �ksl Fb1v Pal 1 ".. 153.8 768.8 1 11531 N 128 Fv 165 Po 1793 Fb• 2400 LeI and Fv „-p .fi , psi 2 a 1 181.4 847.5 13349 122 165 1628 24W 4a N4dN Desired5 s6mi_ i_",a In 3 ,11 189.1 930.2 15348 116 165 1492 2400 4az Raga 4 Inii 176.8 1016.7 17538 111 165 1356 2400 on 1 11227.051n"4 5 ,1.00 184.5 1107.0 19928 107 165 1245 2400 S 574.22 in^3 A 119.32 MM2 We • Cv not Induded LVLE 1900 Ikai LVL A S 1 N Fv fb Fla' EAR Flb: 2600 ;'psi 1 WA #N/A #WA #N/A AIWA 285 #WA 260 d. Fv 265.. " I: psi 2 . #WA #WA #N/A #WA 285 INIA 2600 #we Re9'd 3 "A #WA #WA NN/A PVA 285 #WA 2600 . 1 10036.15 in"4 4 MA NWA #WA #N/A #N/A 285 #WA 2600 . S 530.05 in"3 5 MA NWA AIWA #WA NN/A 285 #WA 26W A 69.081nA2 .. Cf not Included! o NE R A Itl 5 p�Vo I -A„ 9p1a� �` im IYp -1s o .1.400 am sm rm ,ow 11�) I Im sreo mm>Im vm am sed ,m Iom 11 .I�I� rm in. add „m am e u r Ids lulls rI zae 5a N.s n DELTA UNIFORM wM4El(L"32LX^2*X^3) PTLOAD Xxa PbMEIL(L^2.b"2.X"2) DRS 3/27/2087 AnyBeam Best Don 6.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2/z5102 OM7/07 Project: SYU ID Auddml0m , I D: Columns Left C/8 Maxpos She: 0.00 0 Right .. Max neg Beam 35.00 n Length 35008. umtorm At x= al w o WR Triangle 17.50 X wat Len End 0 Wft 0.00 UPR 0.00 ft wal Right End ". "0'Wit Deflection At x= U== 360 W 0.00 kips Pt Load ,6:p0i I== .098.85153 kips at 16.00'X. from left -1.1664 inch 17.85 ft 0.00! kips at 13.50. ft. from left 360 ' 0.00i Ups at 13.00; ft. from left ., 49000 - ksi 0.00 Ups at elite ft. from left I Fb 0.OU! kips at 0.00', ft, from left Partial Loitered V# Fy k/R from to wilm 81.6 81.60 0.76 .16.00 -35.00 wias 1689 0 tu0 `30.0 Unooaed Length w9 2 D ie.00. _00. Partial Triangular 712 n.aaeas Will on Rt old. from to 17.49 33.W 36e Steel a a•b 3 W1 945 0 14.00 :.ISO tied, w2 - 0 16.00 (30.00 sae w9 41.76 W3,,,-eaad 0 9.60 2200 E_=.::. 29000 t ksi 1== "' #97 'in -4 U--=' 360 UNIFORM TRIANGLE fffTTTTTT� POINT f PARTIAL UNIFORM PARTIAL TRIANGLE Stresse.E Reactions Shear At x= Left 7.13 kips Maxpos 7.13 kips 0.00 0 Right 13.13 kips Max neg .13.13 kips 35.00 n 947.4 Moment At x= al Max pis 114.84 kipft 17.50 X S Maxneg 0.00 UPR 0.00 ft Deflection At x= U== 360 Max pis 0.0000 inGa 0.00 ft I== .098.85153 max nag -1.1664 inch 17.85 ft U 360 Stresse.E ,29000 1. ksi N N LAN A 20,78 x " In -2 947.4 24392 al S --56.50,�' W3 448.0 :inA4 Steel E ., 49000 - ksi Steel Two S s #oo#s.al I Fb Po Fb V# Fy W ,?.ksi 1 wilm 81.6 81.60 643 1., 1689 33.W ax Unooaed Length 2 .ift 2 wn. 786 78.80 712 n.aaeas 17.49 33.W 36e Steel Req'd 3 mixad 945 94.50 984 tied, 1458 33.00 sae S 41.76 W3,,,-eaad 4 mu. 88.9 88.90 800 i. 15.50 33.W u3 1 696.85 inA4 5 anxn.t 89.4 89.40 804 o.aN'h 15.42 33.00 as Doug Fir 1600 'ksi OF A Two S. I N Fv M Fb UN Fb AIMS :psi 1 •wa #WA #N/A #NIA #N/A #N/A 95 #N/A #WA awa Fv 95. - .=psi 2 #wa #N/A #WA #N/A #N/A #N/A 95 #N/A #WA •wA Cf on (1) off (2) 1 � 3 •wi. #WA #N/A #N/A #N/A #N/A 95 #N/A #N/A Raga 4 sw.s #WA #WA #N/A #N/A #N/A 95 #N/A #N/A uuA 1 12630.431n-4 5 WA #N/A AWA #N/A #N/A #N/A 95 #N/A #N/A •we S 1331.52 W3 S' includes G A 207.24 inA2 Glu lam E 1800 : ksi GLS A S I N Fv N Fb- I/# Fle .,2400 =psi 1 sm.» 153.8 7688 11531 128 165 1793 24W ado Fa 165A ;j psi 2 Insists 161.4 847.5 13349 122 165 1826 2400 ate W#th Desired ' 625 -;. in 3 amen 169.1 930.2 15348 116 165 1482 2400 an Req'd 4 ni 176.8 1018.7 17538 111 165 13% 2400 se 1 14227,05 inA4 5 a,aen 1845 1107.0 19926 107 165 1245 24W ade S 574.22 inA3 ' Gv not induced A 119.32 InA2 LVL E /900- ksi LVL A S I N Fv 16 Fb- U# Fb ' 2600 psi 1 •wa #N/A #WA *N/A #N/A 285 #N/A 2600 •wA iv ?285 ,-',psi 2 nus #N/A NWA #N/A #WA 285 #N/A 2600 •wa Regd 3 •.wA #WA #WA #N/A #N/A 285 #WA 2600 •. 1 10638.15 W4 4 wua #WA #WA #N/A #WA 285 #N/A 2600 S 530.05 W3 5 wua #WA #WA #WA #N/A 285 #WA 2600 A 69.08 in -2 •wA 'Cf not indutl0d diMum 35 P 30� it i s 3g3i G 7 '+�,-,.'1°! �I �:e v., ae ��x..,�4 P � �.�7�•F� �F31.?,45t4ea�lia�.i�cl&.�'3 DELTA UNIFORM w=4EI(VA 21-XA2-XA3) PTLOAD X<a PbMEIL(LA2-bA2-XA2) DRS 3/2712007 AnyBeam Best Don 5.28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2n A)2 03n7ro7 E __ 29000 ksi 1= 697 inA4 Uy 360 Stresses E' _""''tksi A # As S in SiwI Ekkasl 11 Fy�p UntmeedLangi ft Steel Req'd S 41.7E in"3(F,- w,) 1 896.85 inNi Doug kat Fir E FE i5 pd Fv Psi Cl an(1)o#(2) cw R"'d 1 12630.43 inA4 S 1331.521nA3 A 207.241nA2 Glu Lamb` kat Fb psi Fv pal wtddi Deabed .- In Req'd 1 11227.05 MNI 8 574.22 m-3 A 119.32 in -2 LVLE[ 1900 ksl Fb L, 2600.`¢: pat Fv� 285 ,,ggpsl Req'd I 10636.15 MA4 S 530.05 m`3 A 69.08 in@ UNIFORM TRIANGLE POINT f FFM PARTIAL UNIFORM PARTIAL TRIANGLE Reactions Left 7.13 kips Right 13.13 kips U== 360 I-- 896.85153'. yaylrip, 'Wi i 13 At x= -`I-VI -. R'-.. Siae:sq Max neo v.. rv..... Beam 0.00 kips Length '05.00 ft. Uniform 6.00 w a Wit Triangle Max neo watLeft End 0 Wit E __ 29000 ksi 1= 697 inA4 Uy 360 Stresses E' _""''tksi A # As S in SiwI Ekkasl 11 Fy�p UntmeedLangi ft Steel Req'd S 41.7E in"3(F,- w,) 1 896.85 inNi Doug kat Fir E FE i5 pd Fv Psi Cl an(1)o#(2) cw R"'d 1 12630.43 inA4 S 1331.521nA3 A 207.241nA2 Glu Lamb` kat Fb psi Fv pal wtddi Deabed .- In Req'd 1 11227.05 MNI 8 574.22 m-3 A 119.32 in -2 LVLE[ 1900 ksl Fb L, 2600.`¢: pat Fv� 285 ,,ggpsl Req'd I 10636.15 MA4 S 530.05 m`3 A 69.08 in@ UNIFORM TRIANGLE POINT f FFM PARTIAL UNIFORM PARTIAL TRIANGLE Reactions Left 7.13 kips Right 13.13 kips U== 360 I-- 896.85153'. Shear At x= eat Right End 0 Wft 0.00 ft Max neo .13.13 kips w 0.00 kips Pt Load At x= 6.00 kips at 16.00 ft, from left Max neo 0.00 wl,-ft 0.001 kips at 13.50 flhom left At x• Max P. 0.00 kips at 13.00 flfrom left -1.16841rxh 17.0 ft O.w kips at 0.00 X. from left 1 vnlxw 81.8 0.00 kips at 0.00 fthom left Partial Uniform 16.09 Wft ham to 2 wa. w1 78.80 0.75 16.00 35.00 w2 17.49 0 .11.50 MO oa 3 vnlxu w3 94.50 0.. 16.00.... 30.00 Part al Triangular 14.50 Wft on Rt side hom to 4 vnsxM US 80.90 800 a 2*b wt 15.50 - 0 14.00 15.00 5 euxu.7 w2 89.40 0 16.00 30.00 wO 15.42 0 - 0.00 2200 E __ 29000 ksi 1= 697 inA4 Uy 360 Stresses E' _""''tksi A # As S in SiwI Ekkasl 11 Fy�p UntmeedLangi ft Steel Req'd S 41.7E in"3(F,- w,) 1 896.85 inNi Doug kat Fir E FE i5 pd Fv Psi Cl an(1)o#(2) cw R"'d 1 12630.43 inA4 S 1331.521nA3 A 207.241nA2 Glu Lamb` kat Fb psi Fv pal wtddi Deabed .- In Req'd 1 11227.05 MNI 8 574.22 m-3 A 119.32 in -2 LVLE[ 1900 ksl Fb L, 2600.`¢: pat Fv� 285 ,,ggpsl Req'd I 10636.15 MA4 S 530.05 m`3 A 69.08 in@ UNIFORM TRIANGLE POINT f FFM PARTIAL UNIFORM PARTIAL TRIANGLE Reactions Left 7.13 kips Right 13.13 kips U== 360 I-- 896.85153'. N Shear At x= Mu pos 7.13 kips 0.00 ft Max neo .13.13 kips 35.00 ft Moment At x= Max P. 114.84 dp-ft 17.50 ft Max neo 0.00 wl,-ft 0.0 ft Deflection At x• Max P. 0.0000 inch 0.00 ft Max nag -1.16841rxh 17.0 ft U no L/# N A U# 947.4 24392 ai Steel Trues slmMNdl I Fb ft Fb L/# 1 vnlxw 81.8 81.60 843 assess 16.09 33.00 ass 2 wa. 78.8 78.80 712 assess 17.49 33.00 des 3 vnlxu 94.5 94.50 984 awry 14.50 33.00 s0s 4 vnsxM US 80.90 800 awls 15.50 33.0 au 5 euxu.7 89.4 89.40 8(4 awls 15.42 33.00 ns OF A Trao 5 S. N Fv lb Fb U# 1 awA #WA #WA #WA #WA #WA 95 #N/A #WA ..A 2 MA NWA #WA #WA #WA #WA 95 #WA #WA ewA 3 MA NWA #WA #N/A #WA #WA 95 #N/A #WA wA 4 MA NWA #WA NWA NWA #WA 95 #WA #WA wA 5 MA NWA #WA #WA #WA #WA 95 #WA #WA wA S. includes CG GLB A S I N Fv to Fb • l/# 1 amaa 153.0 768.8 11531 128 165 1793 2400 aro 2 ,hash., 161.4 847.5 13349 122 165 1626 2400 ass 3 slow 169.1 930.2 15348 118 165 1482 24110 as 4 atmuA 170.0 1018.7 17538 111 165 1358 2400 w 5 atm" 184.5 1107.0 19928 iW 185 1245 24W w • Cv not induced LVL A S I N Fv N Fit • U# 1 IWA all #WA #WA #N/A 285 #WA 2600 NLA 2 WA NWA #WA #WA #N/A 285 #WA 26W awn 3 MA #N/A #WA #N/A #N/A 285 #WA 2600 swk 4 MA #N/A #WA #WA #N/A 285 AWA 2800 awA 5 MIA #WA #WA #WA #N/A 205 #WA 2600 sue, • Cf not included P p Otto s yin dm m.ao° Fll�aa° a° a AWaod �`',.. ° 20 San a 0 00 sot am sin lass uaN) aim vin xm saw »m am a.ss rad loin iaBP.dkN vw use sass sass xeo o u r las R) ara an w as us as DELTA UNIFORM wXn4El(LA3.21.XA2aXA3) PTLOAD X<a PbX/6EIL(LA2-b"2-XA2) DRS 3/27/2007 AnyBeam Best Don 6.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Ree sed 225/02 0312&07 Project: ;8YU ID auditorium Shear ID: 'Columna 4.42 kips C20 UW/KBRACE SIB.: 4.14 kips Moment Beam Max Pos 71.20 lopft Length 35.006. Uniform 15123 w 0 k/6 Triangle - 0.0000 inch ==,43204]95 werlen End 0 U6 - u 360 wNmghtEnd 0 Wft w o.W kips R Load 3i kips at 16.00 6. from left d: kips at .13.50 ft. from left Oaq kips at 13.00 6. hum telt Steel 29000 ksi dp0. kips at 0.0 ft. from left sameNdl I 0.00 lops at 0.00 ft. hem tell Partial Uniform Fb i Wit from to 1 w1 57.6 -0.465 '..16.00 35.00 w2 0 11.50 30.00 4n W! 2 (-6 0 .18.00 30.00 Partial Triangular 56.50 44a W6 on Rt side from to 15.12 33.00 sn a 3.b Ft wt w1,x4o 0 14.00 15.00 612 w2 0. 16.00 - 30.00 33.00 Wd S 0 0.00 22.00 E-- 29000 ksi I== 432 ii U== 360 UNIFORM TRIANGLE I I POINT f FFM PARTIAL UNIFORM PARTIAL TRIANGLE Reactions 29000: ksi Shear Left 4.42 kips Max pod 4.42 kips Right 8.14 kips Max ne9 4.14 kips Moment Max Pos 71.20 lopft Max nag 0.00 kiPft 15123 Deflection U== 360 Max soc - 0.0000 inch ==,43204]95 Meshig -1.1668 inch 56.50 ini u 360 C ZJ At x= 0.00 ft 35.00 ft At x= 17.50 ft 0.00 0 At x= 0.00 ft 17.85 ft Stresses E. 29000: ksi N Its Il# A 20.78 'ini SB].4 15123 We 5. 56.50 ini I ` 448.0 mA4 Steel 29000 ksi Steel True sameNdl I FD (b Fb i Fy€ 50ksi 1 wura, 57.6 57.60 510 14.83 33.00 4n Unbraced Length 2 (-6 2 wlaxsa 50.5 56.50 44a aww 15.12 33.00 sn Steel Ft 3 w1,x4o WA 60.40 612 over, 12.49 33.00 510 S 25.891M31se •.ms,l 4 un4xa 1 64.70 518 o.wrs 13.21 33.00 . 1 432.05 In" 5 atax4a.a $9.6 59.110 447 o.w, 14.34 33.00 e s Doug Fir 1::;'-1600:: "ksi DF A TweS S. I N Fir N Fb i Fb!:::. Ion psi 1 . #WA #WA NWA NWA It 95 NN/A #WA Brun Fv 95' psi 2 due #N/A NN/A #WA NWA Ni 95 NN/A #WA wA Cf oft (1) off (2) .. 1 3 MA #N/A NWA #WA NWA #WA 95 NN/A #WA me, Req'd 4 ewe #N/A NWA #WA #N/A #WA 95 NWA #WA . 1 7830 87 5 AWA #N/A Ni #WA NWA #WA 95 NN/A #WA ewA 6 825.54 In -3 S• indudea Cr A 128.49 in`2 - Glu Lam Et 1600 ksi GLB A S I N Fv he Fb - L/# Fb r!): 2400 psi 1 ami 130.7 555.4 7082 93 185 1530 2400 see Fv tl:. 165- psi 2 amm 138.4 622.7 11,105 88 185 1372 2400 ass Wifth Desired" 5,125 in 3 slime 148.1 693.0 9887 84 185 1232 2400 su Req'd 4 amla 153.8 768.8 11531 79 165 7111 2400 sse 1 096077 ii 5 sumo 181.4 847.5 13349 76 165 Iwo 2400 om S 358.02 in^J • Cv not inGWed A 7398 in^2 LVL E(-1. 1900 ksi LVL A S 1 he Fer he Fb- L/N Fb} 2600 psi 1 awA #WA #N/A NWA #WA 285 #WA 2600 . Fv6:i 285 -.psi 2 mA #WA NWA #WA #WA 285 NWA 2600 mus Req'd 3 MA Ni #WA #WA #WA 285 NWA 2600 awn 1 6594.42 in^4 4 . #WA #N/A NWA #WA 285 NWA 2600 awa S 328.63 i1 5 MA NN/A #WA *WA #WA 285 #WA 2600 awA A 42.83 in^2 • Cf not inducted 6a0 DIAGRAM 4 a yn x m ag sase 2 { -0 20 �.m d 0 om >4o see reaeteaalM'r.m vm am mm ism dao iso 1. tem 14g)e�� ar.m ze.m ae.m in. sous 11 r "1 a ss DELTA UNIFORM wW4EI(L^3-2LX^24X^3) PT LOAD X<a PbME1L(LA2-V2-XA2) DRS 312812007 AnyBeam Best Don 5-28-99 0 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03/28107 Project: BYU IO Auditorium Shear I D: Columns --C20 W W/O BRACE Size: Right 6.61 kips Max nag 46.61 kips 35.25 ft Beam A : Moment LenglM1 : :35:25 n. Uniform 58.25 Wp-ft 17.63 ft w i(10,378 Wn Triangle 0.00 ft w.1L.e End oWn At as U== 380 M.P. watiz, d -=fiO�Wft I== Maxnag .1.1760 inch w 000 kips Pt Load 360 0.09. kips at t6,0, ft hom len 0.00 Wps at 1 ;kfl. from left 0.00 kips at 1i.o,611from left Steel E- 29000,; list 0.00 Wps at O,dO,It hem left slmoenwt I 0.00 kips at 0.00:. ftfrom left Partial Uniform Fb Let Wit from to 1 w1 57.6 0 1800 : 3500! sea, WI 0 11.50 r 30.00 4r w3 0 18.00 30.00. Partial Triangular 58.60 448 WN on Rtnde from to 12.37 33.00 422 a aW Reefs! wl vn.xsa 0 14.00 15.00 985 v,2 0 16.00 30.00 33.00 w3 S - 0 0.00 22.00 E== 29000 ksi = 362. in -4 Us- :_ 360 UNIFORM TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE Reactions 29000 ',ksi Shear At x. Left 6.61 kips Mex poo 6.61 kips 0.00 h Right 6.61 kips Max nag 46.61 kips 35.25 ft A : Moment At x= 477.1 Max Ps 58.25 Wp-ft 17.63 ft 422 Maxneg 0.00 klp-ft 0.00 ft Deflection At as U== 380 M.P. 0.0000 inch 0.00 ft I== Maxnag .1.1760 inch W.63 ft U 360 I Stresses E' 29000 ',ksi N M UN A : 20.78 J-inA2 477.1 12371 422 S : 56.501: -'inA3 I 448.0 in -4 Steel E- 29000,; list Steel Two slmoenwt I Fb Po Fb Let Fyk 6D{ {kat 1 vnaxas 57.6 57.60 510 sea, 12.13 33.00 4r Unheated Len981`. S:.,r„�i'U,.-:j8 2 arose 58.5 58.60 448 ever, 12.37 33.00 422 Steel Reefs! 3 vn.xsa 64.6 54.60 985 aae>ry 12.80 33.00 ad S 21.18 W311.•.ssr,l 4 vnax.o NA 88.40 612 erre 10.22 33.00 V. 1 382.31 In" 5 Ms. 04.7 84]0 518 orars 10.80 33.00 4m Doug Flr E -°T �kei DF A True S• I N Fv N Fb Lis Fb 0 psI 1 MA NWA #N/A #WA NWA #WA 95 #WA NN/A awA N..; psi 2 awA #WA #N/A #WA NWA #WA 95 #WA #N/A awn Cf an(1)off (2)-, 4, 3 RYA NN/A NWA #WA NWA #N/A 95 #WA #WA awn Req'd 4 . #WA NWA #WA #WA *WA 95 #WA NWA awA 1 692935 inA4 5 N#A #WA #WA #WA #WA #N/A 95 #NIA #NIA WA S 575.31 inA3 S' includes Cr A 104.38 inA2 Glu Lam 1800 ksi GLB A S 1 N Fv N ib - UI Fb 2400 psi 1 sinus., 130.7 555.4 7082 76 165 1258 24W e4 Fv '- 165 -:psi 2 ,,. 138.4 822] 8408 72 185 1122 2400 on Won Desired .,. 5.125 .... in 3 since., 148.1 693.8 9887 68 185 1007 2400 are Reqd 4 atnar 153.8 768.8 11531 84 165 909 2400 ea 1 6159.42 inA4 5 1....... 161.4 847.5 13349 61 165 825 2400 790 S 291.23 inA3 • Cv not Included A 6009 inA2 LVL ET. 1900 ksi LVL A S I N Fv Po Fb' I#I Fb 6 -'- 2600.. Ipsi 1 We #N/A #WA NWA #N/A 285 #WA 2800 awn Fv.' 285: : psi 2 MA #WA NWA NWA #N/A 285 NWA 2600 Req'd 3 MA #WA #WA #WA ORA 285 NWA 2800 awn wA 1 5835.24 iW4 4 MIA NWA #WA #WA #WA 285 #NIA 2800 evA S 268.82 iO3 5 R#A NWA NWA #WA #WA 285 #WA 2800 A U.79 in -2 - Cf not lndutled meA DELTA UNIFORM ai=4E1(LA3-21A-2.X-3) PTLOAD X-. PbWSEIL(LA2-b-2-XA2) ORS 3128/2007 AnyBeam Best Don 6-28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2725/02 0328107 Project BYU ID Auditorium ID: Columna. Left D20.M Max pos Size: 0.00 ft Right 5.51 kips Mex neg Beam 35.25 ft Lergm 35.25 R. Uniform At x= sax is 0 km Triangle 17.83 ft wat Len End 0 Wft 0.00 UPR 0.00 ft wet PoaMEna 0'. k/ft Deflection At x= U== 361 W 0 ups Pt Load 0.00 ft 2.50 kips a1 16.00. it Brom left 4.1731 inch 17.984 0.00 kips at 13.50 ft bum left 361 - 0.00 kips at 13.00 ft. from left 29000 hsi 0.00 kips at 0.00 X. from left I Fb 0.00 kips at 0.0 ft. from left Partial Uniform L/# Fy. Wft nom to ... wt MAD 0.313 16.00 35:25 w2 15.18 0 11.50 30.0 Unbmced Length w3 2 0 18.00 30.0 Partial Triangular 375 Wit on Rt side from to 12.35 33.00 4•A Steel a a+b 3 w1 48.6 0 14.00 15.00 see, x2 0 16.90 .30.00 w3 1767 inA3ire=.ses,i 0 0.0 2200 Ems= 29000 kit 1== 298 inA4 U== 360 111111111111 • ON= POINT PARTIAL UNIFORM f fill PARTIAL TRIANGLE Stresses E Reactions S1mar At x= Left 3.01 kips Max pos 3.01 Yps 0.00 ft Right 5.51 kips Mex neg 4.51 kips 35.25 ft 398.1 Moment At x= sax Max not all kiPft 17.83 ft S. Mex neg 0.00 UPR 0.00 ft Deflection At x= U== 361 Max pos 0.00001nrh 0.00 ft 1== 297:52670 Max nag 4.1731 inch 17.984 U 361 Stresses E 29000 ksi N Po Los A 20.78.' 'inA2 398.1 10318 sax S. 56.50 inA3 1 448.0 inA4 Steel 29000 hsi Steel Time sineal I Fb Po Fb L/# Fy. 50 ksi 1 ... 38.4 MAD 301 see, 15.18 33.14 sm Unbmced Length 2 'ft 2 mm3 47.2 47.20 375 12.35 33.00 4•A Steel Req'd 3 .4. 48.6 48.60 340 see, 12.00 33.00 S 1767 inA3ire=.ses,i 4 vnsxss 57.8 5780 510 .euro 10.12 33.00 W7 1 297.53 inA4 5 Ms. 66.5 58.50 448 0amrs 10.32 33.0 sax Doug Fir -ISM ksi OF A Trues S. I N Fv M Fb Lnf Fby -1035 psi 1 awes #WA #WA #WA NWA #N/A 95 NWA NWA pass Fr. 95' psi - 2 awe #WA #WA NWA NWA #N/A 95 #WA NWA awA Cf on(1)o#(2);,':: 1 f. 3 MA #WA #WA #N/A NN/A #N/A 95 #WA #WA awn Req'd 4 ewA #WA #WA #N/A #WA #N/A 95 NWA NWA sass 1 539267 inA4 5 ewA #WA #WA #WA #WA #N/A 95 #WA #WA rwA S 563.28 m-3 S• Includes C; A 8708 in -2 Glu Lam E :1800 ksi GLB A S I N Fs Is Fb • UN Fb': 2400 psi 1 stnms 115.3 432.4 4885 72 105 1348 24W sas Fv 165 psi 2 slnw 123.0 492.0 591)4 W 16.5 1185 2400 41a Nitlm Desired 5.125 in 3 alnus.s 130.7 555.4 7082 83 185 1050 2400 Req'd 4 alum 138.4 622.7 8406 60 165 938 2400 ss2 se 1 479349 inA4 5 slmas 148.1 693.8 9667 67 165 640 2400 7m S 242.92 inA3 • Cv not included A 50.13 inA2 LVLE 1900 ksi LVL A S 1 N Fv is Fb - L/# Fb 26W psi 1 mus NWA #WA #WA #WA 285 #NIA 2800 a.A FV .285 psi 2 MA #WA NWA NWA #WA 285 #WA 2600 sass Req'd 3 mak AMA NWA NWA WA 285 #WA 2800 awn 1 4541.20 inA4 4 WA #WA #WA NWA #WA 285 #WA 2800 awn S 224.23 inA3 5 MA #WA #WA #WA #N/A 285 #WA 2800 awes A 2903 W2 'Ct net Included 1 as pep FL MI N DIAGRAM se.m Mmr e 10 `lsce k.,• deo sic om nes ua&ly t.xs vs runv.v mss o.m an cm x0m 1. x11.11 vm dao .1. as. o sav aaa mm Was., vas xam xu xr.n my DELTA UNIFORM wYJ24EI(LA&2LXA2fXA3) PT LOAD Xae PbXIBEIL(LA2-bA2.XA2) DRS 3128/2007 ARyBeam Best Don 5.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION ReMsef 22602 032607 Project: 'OYU ID Auditorium At x= I D: 'Columns 0.00 a D20 W 4.56 kips Slee: Moment At x= Max pos Beam 17.50 ft Max neo Length 35.00 a. Uniform Demotion At x= w 0.375 Wit Triangle Maxneg -1.1674 Inch wat Lea End 0 Wit 360 tl,Y 1 vnsxst wal Rl9ft End 0 Wft 375 a.arr, w 0.00 kips Pt Load =0.00 2 max. kips at 16.00 It from left 510 a.rr, 0.00 kips at 13.60 fl from left 33.00 .s, 0.0 kips at 13.00 X. from left NB .' 0.00 kips at 0.00 X. from left 33.00 43, 0.00 kips at 0.00 ft from left Partial Unifarm emN Wit from to 33.00 wt 5 mom 0 16.00 35.0 612 w2 0 11.50 30.00 33.00 v/3 OF 0 18.00 30.00 Partial Triangular I N Wit on Rtalde from to Fb Let 1 awA #WA a*b aid.00 #WA W1 #WA N` I 0 15.00 #N/A w2 2 M. 0 16.00 30.00 #WA w3 #WA vem:`, 0 0.00 22.00 E-- 290M ksi 1== 374 it -4 b 360 Stresses E 29000=`: ksi A : 20.78 ' W2 S.' 56,50 !. inA3 i.. .440.0.. inA4 Steel E` .290091 -'1ksi Fy So ;ksi Unbraced Length 2 ft Steel Req'd S 20.88W31ra.mry1 I 374.23 inA4 Doug Fir )h„B00 -2, len Fill t 190{5` psi Fe psi Cf co (1) off (2))))))))) r Req'd 1 0782.98 IMC S 655.761M3 A 103.821M2 Glu lam E ksi Fb _ psi Fr'.}f psi Width Desked"a`z�::�:. 5 sin Req -d 1 6029.30 W4 S 287.111nA3 A 59.68 in -2 LVL EWI Fb N. psi R 571 5711.87 93 S 265.02 A 91.541MW22 UNIFORM TRIANGLE 1 1 POINT Reactions, Left 6.56 kips Right 6.56 kips U== 380 I== 374232$2 PARTIAL UNIFORM PARTIAL TRIANGLE N Shear At x= Mex pos 6.56 kips 0.00 a Maxneo 4.56 kips 35.004 Moment At x= Max pos 57.42 kip�ft 17.50 ft Max neo 0.00 kip -ft 0.00 h Demotion At x= Max poo 0.0000 inch 0.00 ft Maxneg -1.1674 Inch 17.500 J 360 tl,Y N Po M 473.7 12196 a. Steal True soeessr, I Fb lb Fb tl,Y 1 vnsxst 47.2 47.20 375 a.arr, 14.80 33.00 as,, 2 max. 57.6 57.80 510 a.rr, 11.96 33.00 .s, 3 Mom 58.5 56.50 NB .' 12.20 33.00 43, 4 wi . 54.6 54.80 305 emN 12.62 33.00 aro 5 mom 60.4 88.40 612 axew 10.07 33.00 sm OF A True S S. I N FY R Fb Let 1 awA #WA #WA #WA #WA #WA 95 #WA #N/A awA 2 M. #WA #WA #WA #WA #WA 95 #WA #N/A wYA 3 MA #WA #WA NWA #WA NWA 95 #WA #WA rwA 4 . #WA #WA #WA #WA #WA 95 #WA #N/A . 5 MA #WA #WA #N/A NWA #N/A 95 NWA #WA mA S. includes Cr GLB A S I N Fe 6 Fb- La{ I aroma IM.7 555.4 7082 75 165 1241 2400 on 2 s,nw 138.4 622.7 8408 71 165 1107 2400 sor 3 amass 148.1 693.8 9887 67 165 993 2400 sso 4 star. 153.8 768.8 11534 84 165 896 2400 sae 5 ammo., 181.4 847.5 13349 61 165 013 2400 7W • Cv not Included LVL A S 1 N Fe Po Fb' L/# 1 MA #WA NWA #WA #WA 285 #WA 2600 MIA 2 MA #WA #WA #WA #WA 285 #WA 2800 . 3 . #WA #WA #WA #WA 285 NWA 2600 awA 4 MA #WA #WA #WA #WA 205 #WA 2600 awe 5 MA #WA AWA #WA #WA 285 #WA 2600 awA ' Cf not Included eSHEAR DIAGRAM m ga F I pa A f Igo F'mYp"� , s < w o an 1 s o .ono o.m aw >m suo ra%jwj'..m arm atm >am amam am .m ,.�.�� nm :am am >+.w .m o ... r "o. . r. .1 .. a 1. ail ,s DELTA UNIFORM w=4EI(V121 XA2+X-3) PTLOAD X<a PbXA3EIL(Lf2-bA2-XA2) DRS 312812007 AnyBeam Best Don 5-28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised M5ro2 0323ro7 Project: BYU ID AUdito(1{1m ID: Columns 031 Left Size: Max pos 6.13 kips 0.00 ft Beam 6.13 kips Length 19.00 ft Uniform w 0.645 Nft Triangle Al x= wat LeREnd 0 NR Max Dos 29.11 kipft wet Rpm End `.O Nft Max neg W 0.00 kips Pt Load 0.00 Nps at 16.0, H. from left At x= .0.00: kips at ' 13.50ft. from left 0.0000 Imh ILD0 Nps at 130 B. Nom left Max neg 0.00: Nps at 0.0I ft. from haft 0.00 Nps at 0.0; ft. from left partial Uniform Uft from to wi 0 1600 135.00. I v2 0 - KID "30.00 Po 003 0 160 i30.00. partial Triangular kM on Rt side from to 17.1 17.10 103 a a*b w1 0 :' 14.00 15:00' so w2 0 16.00 FW.00' ..is w3 0 000 : `22.00 E- i' 29000 ;,.ksi I •_ `. 103 , W4 U--' ' 360 ® UNIFORM t t TRIANGLE POINT SIH PARTIAL UNIFORM fPARTIAL TRIANGLE ...29..60. Stresses E': Reactions Shear At x= Left 6.13 Nps Max pos 6.13 kips 0.00 ft Right 6.13 kips Maxneg 4.13 kips 19.00 H 4423 Moment Al x= issa Max Dos 29.11 kipft 9.50 ft Max neg 0.00 kipft 0.00 ft DeOection At x= U== 380 Max pos 0.0000 Imh 0.00 ft I-- 102.97189 Max neg 4.63321nO 9.50 ft U 360 ...29..60. Stresses E': @-ksi h Po 1-pa A 20.780.78 n^3 4423 6182 issa "!56.5n"3 0'>`: i 1 448:0 im-4 Steel E. 29000 ".ksi Steel TmeS s(nwsral I Fb Po Fb LIp Fy, 50 ksi 1 wizau 17.1 17.10 103 20.43 3300 so Unbraced Length 2 - ft 2 ..is 213 21.30 130 16.40 33.00 4sr Steel Req'd 3 vna., 25.4 25.40 158 13.75 3300 vs S 1058 in"30a •.eftr) 4 M4uz 29 29.00 199 12.04 3300 eza 1 102.97 in"4 5 "a., 23.2 2330 118 o.ewrr 15.05 31W ns Doug Fir Ej' 180r ' ksi DF A True S.I N/ Fv N Fb LAN Fb ,",1035 ;:'psi 1 # A p WA pWA NWA pN/A 95 pN/A NN/A rwA Fv 95 ;i;psi 2 A M 1004 NWWA pWA pWA NWA pN/A 95 pN/A pN/A rwa Cf on (1) off (2)' �?„ 3 pus pWA #NIA pN/A NWA 95 pN/A pN/A swA R.q'd 4 MA pWA #141A pN/A pWA Ji pWA 95 #A pN/A swe I 1868.40 in"4 5 swa pWA pNIA pN/A pWA pN/A 85 pWA pN/A swn S 337.48 in"3 S' incudes G A 98.75 in"2 Glu Lam E' AB110 5: ksi GLB A S I N Fv is Fb - 140 Fb 240 ::psi 1 etn,us 84.8 232.5 1919 109 165 1502 24W at. Fv 165.. .1 psi 2 nnas 92.3 2788 2491 100 165 1262 24W sa Redlh Desired. 5.125 : in 3 sm.na 99.9 324.8 3167 92 165 1075 24W sm Req'd 4 s1nv 1078 3787 3955 85 165 927 24W ea 1 1659.02 in -4 5 s1maza 1153 4324 4865 80 165 800 2400 iae S 145.53 in -3 • Cv not Induced A 55.701nA2 LVL E. 190 -i ksi LVL A S I N Fv Po Fit - Up Fb-•2600 !psi 1 inu 63.0 189.0 1701 146 285 1848 26W sso Fv 2B5' `.psi 2 plu 84.0 224.0 1792 109 285 1559 26W uo Req'd 3 p1u 94.5 283.5 2552 W 285 1232 26W sM 1 1571]0 In"4 4 (1) 1. 94.5 283.5 2552 97 285 1232 2600 se, S 134.33 in"3 5 Im zs 94.5 283.5 2552 97 285 1232 2600 se4 A 3235 inA2 ' Ci not inGudetl a '�. c1i3t •`s$*'it 9r to"e � s4 Y1'1a�21`�"' �h-9 7 k� � •t 4Lu.a t� t: & Sa^. Fs 9�TtY'v',-"•k3 a °� a r. - zt PF P t e 45T9z, ,.ii'' V r DELTA UNIFORM wM24El(LAS2LXA2.)(13) FI LOAD Xxa PbX/BEIL(LM-b-2-X"2) DRS 3/28/2007 AnyBeam Best Don 5.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 225102 0328107 Project: BVU ID Auditorium At x• ID: Columns LI=.' -..:360 D22 XX -3.27 kips Size: S 5'656 #' le3 1 448 0 Ii W4 Beam 429006u ksi ksi F7eSR.�%*Ofl` Length 33.50 ft Uniform S 9.95 in 31Fa•.meg w 0.195. kill Triangle 1600 ksi Fb', waLeft End 0 kill 95 psi Cf on (1) of (2)!., 1 w Right End 0 kill 1 3092.81 ini 5 w 000 kips Pt Load Glu Lam Ei 0.00 kips at :.16.W L from left Fv- : 165 ,psi 0.00: kips at 13.5019 from left Raq'd 1 0.00 kips at 19.00 ft. from left A 29.69 ini 0.00 kips at 0.00'ft. from left 2600 'psi Fv:;". 0.00 kips at 0.00 P. from left Partial Uniform 2604.47 ini S Wit from to 17.19 inA2 wt 5 Vila. 0 16.00 35.00 238 w2 0 11.50 3000 33.0 3 DF 0 ISM 30.00 Partial Triangular I N Wit on Rt side from to b ® UNIFORM n®a� TRIANGLE POINT f PARTIAL UNIFORM fPARTIAL TRIANGLE a wi 0 14.00 ag5.00. w2 0 16.00 30.00 Reactions a 0.00 22.00 Left 3.27 kPa Right 3.27 kips U== 361 1== 17063763 Dzz E __' .29000 :. Mi At x• 1==- .171 W4 3.21 kips LI=.' -..:360 Sirosus E.-112$9pd0'=ksi -3.27 kips A ii 207 t -: in -2 S 5'656 #' le3 1 448 0 Ii W4 Steel E 429006u ksi ksi F7eSR.�%*Ofl` R� UW nsced Length O'R34gy,,.yft Steel Req'd S 9.95 in 31Fa•.meg I 170.64 We Doug Fir E" 1600 ksi Fb', 1035 psi Fv C: 95 psi Cf on (1) of (2)!., 1 29 Rei 1 3092.81 ini 5 317.16 ini A 51.57 in -2 Glu Lam Ei .1800 ksi Fb„. 2400 .psi Fv- : 165 ,psi Width Desired;., 5.125:.. in 9.83 Raq'd 1 2749.16 ini 8 136.77 ini A 29.69 ini LVL E' 1900. ksi Fb' 2600 'psi Fv:;". 205 `..'. psi 35.3 Rei 1 2604.47 ini S 126.25 ini A 17.19 inA2 U== 361 1== 17063763 Dzz N Shear At x• Max pas 3.21 kips 0.00 ft Max neo -3.27 kips 33.50 ft Moment At x= Max kiss 27.35111 16.75 ft Maines 0.00 kiµft 0.00 ft Definition At x• Mex pos 0.0000 inch 0.00 ft Max nes -1.1143 Inch 16.75 ft U 361 L/# N N VN 235.8 6810 1115 Steel True elmoanwl I Fb Po Fb L/# 1 enema 29 29.00 IN ani 11.32 33.00 4M 2 muse 33.4 33.40 204 wadi 9.83 33.00 ae0 3 wlaxa 38.4 38.40 301 8.55 33.00 es 4 swans 35.3 35.30 245 saki 8.30 33.0 517 5 Vila. 38.6 38.60 238 eakN 8.50 33.0 soe DF A True S S. I N Fv no Fb I -M 1 awe #WA Ni #WA *N/A NWA 95 #N/A NWA ii. 2 MA #WA NWA NWA #WA WA 95 #N/A NWA ewi, 3 MA #WA NWA Ni #N/A #WA 95 #N/A NNIA s. 4 MA #WA NWA NWA #N/A #WA 95 #WA NWA awA 5 MA NWA NWA NWA #WA #WA 95 NNIA Ni awA S• includes CF GLB A S 1 N Fv Po Fla - L/# 1 atnmA 99.9 324.8 3167 49 185 1011 2400 as 2 atnat 107.6 376.7 3955 0 165 871 24W Sia 3 asoma 115.3 432.4 4885 42 165 759 24W e>s 4 ain. 123.0 492.0 5904 40 165 867 24W m 5 .mesa 1M.7 555.4 7082 37 165 591 2400 sn Cv not Included LVL A S 1 N Fv Po Fb- L/# 1 awA #N/A #WA *N/A NWA 285 #NIA 28110 awn 2 awA #WA #WA #WA #WA 285 #WA 2600 swA 3 di #WA NWA #WA #WA 285 #WA 2600 awn 4 K#A #WA #WA #WA NWA 285 #WA 2600 awA 5 MA NWA #WA NWA NWA 285 NWA 2600 swA • Of not Included! DEFLEC110N DIAGRAM 4 �x# a �00�0c0a + y1 y _ ea >m s.>s e4m aIp„u� 1oA11 awe >nn s.a a.so o >a v ma N, 1.11 a1 an w.e mn vs DELTA UNIFORM wX24El(LA3-2LXA2+XA3) PT LOAD X -a PbX/BEIL(LA2-b`2-XA2) DRS 312812007 AnyBeam Best Don 6.29-99 7SBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2/25102 03/28107 Project: BYtJIDAuditorlunl Shear 10: Gutamn�f: rD22YY,. 3.27 kips 0.00 ft Size: Max nag 3.27 kips 33.50 ft Beam Moment At x = Length 33.50 ft. Unifonn 1615 ft M w 0.195 k/ft Triangle w-1 LO End 0till Ua= 361 Max pos 0.0000 inch w at Right End 0. k/ft Max nag •1.1143 inch 16-75 ft W 0.00 kips Pi Load I ,l .00 kips at '-{B,DO.fL from left -.11A0 kips at''13.60"ft. from left -'..:0,00 kips at -. 13.©0,ft. from left 291kN} ksi "t ., 0, GO, kips at O.00;ft from left I Fb 6:00,, kips at ': 0.00, IL from left Partial Uniform LN FY Wit from to wt4x23 wi 29.00 .'....0 ;, 1600.(: 35.6p; wz 11.32 _ o; z11.59 -..no Untraced Lenggr W3 2 X. 0 ', 18,00. 30.00. Partial Triangular 204 nsao.Fy k1ft on Rt side from to 9.83 3100 430 Steel a a+b 3 W1 38.4 0; : 14:00 15:00 e.m.Fy w20 :. .16,00 ":. 30.00 we w3 9.95 inA3tra=:seF,) 0 0.00. 22:00 .......... .... . . . E 2,9000 - ksi 171 :'In -4 U 360> UNIr'ORM TRIANGLE ,IV , PGINT FFM PARTIAL UNIFORM PARTIAL TRIANGLE Reactions 21010_001','- ks! Shear At x = Left 3.27 kips Max pos 3.27 kips 0.00 ft Right 3.27 kips Max nag 3.27 kips 33.50 ft A Moment At x = 235.8 Max pos 27.35 kip -ft 1615 ft M Max nag 0.00 kip -ft 0.00 ft Deflection At x = Ua= 361 Max pos 0.0000 inch 0.00 ft 1==- 170.63763 Max nag •1.1143 inch 16-75 ft U 361 I Stresses E 21010_001','- ks! N fb U# A ' /11;78. : W2 235.8 5810 M S 56Ra • -inA3 I 46.0`.' inA4 Steel E,-. 291kN} ksi "t Steel True S s (-ss.el I Fb Po Fb LN FY ,50 `' ksi 1 wt4x23 29 29.00 199 D. e'F, 11.32 33,00 42o Untraced Lenggr :2 ;. 'ft 2 wi2x2s 33.4 33-40 204 nsao.Fy 9.83 3100 430 Steel Req'd 3 wisxa 38.4 38.40 301 e.m.Fy 8.55 33,00 we 5 9.95 inA3tra=:seF,) 4 W14x26 35.3 35.30 245 o.s ry 9.30 33.00 W 1 170.64 inA4 5 wt2xu 38.6 38.60 238 a -F, 8.50 33.00 w2 Doug Fir E 1$60 � s ksi OF A True S S. I N Fv fb Fb U# Fb .'1035';psi 1 MA WA #NFA #WA #NIA #NIA 95 #NIA #N/A awA Fv 95..:, : -.psi 2 SIVA #NIA #NIA #NIA #NIA #WA 95 WA #WA swA 3 SIVA #NIA #NFA *NIA #NIA #WA 95 #NIA WA awA Req'd 4 #WA #NIA #NIA #NIA #NIA #WA 95 #WA #WA awA I 3092.81 inA4 5 SIVA #WA #N/A #WA #WA #WA 95 #N/A #NIA swA S 317.16 inA3 S` includes C� A 51.57 inA2 Glu Lam E,. 1900. 4si GLB A S I fv Fv Po Fb • L%F Ftr, 2400, ;-;psi 1 smxlS.s 99.9 324.8 3167 49 165 1011 2400 415 Fv 1185:- .--.psi 2 stnxm 107.8 376.7 3955 46 165 871 2400 sle Width Desired 5.tz5 ";in 3 susx22.s 115.3 432.4 4865 42 165 759 2400 637 Req'd 4 etnx24 123.0 492,0 5904 40 165 667 2400 713 1 2749.16 inA4 5 s vexms 130.7 555.4 7082 37 185 591 2400 o2T S 136.77 in13 • Cv not included A 29-69 inA2 LVL E- :1960. ksi LVL A S I fv Fv to Fb • Lm Fb 2806- ::psi 1 SVA NWA #NIA #NIA #N1A 285 #NIA 26W rwA Fv .285 "-.psi 2 SIVA #WA #NIA #N/A *WA 285 NWA 2600 swA Req'd 3 SVA #NIA #NIA #N/A #NIA 285 #NIA 2600 twA 1 2604.47 in -4 4 SIVA #141A #NIA WA *N/A 285 #N/A 2600 SIVA S 126.25ln13 5 SIVA #NIA #NIA #NIA #WA 285 #NIA 26W SwA A 17.19 in -2 • Cf not included "311 3fi�...�F r� a• 3 dl �B'�t$t r� _ s 7 1���� ���e ! :�` � � ,*'a r i °.x2iDt i' ,:. ^� 'Vs Cc - Wk ap�y�L . iv,, 1 DELTA UNIFORM wV24EI(LA3-2LXA2+XA3) PT LOAD X" PbME1L(LA2-b,-2-XA2) DRS 3/2812007 AnyBealn Best Don 5.28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2!25102 03128#07 Project: BYU ID Auditor€um 10: Cglumna _ E22.11 size: POINT Beam Length 33.50.11- Uniform w 0.39 klft Triangle w.1Le8End 0 kIft w at Riehl End 0, Wit Moment w 000 kips PtLoad ' `0.00; kips el a� from left 54.71 kip -ft kips at "Eft. from left 473 '000: kips at 30f1ft-frorn ft 0.00 kip -ft ,000; kips at O.00;fLfromleft ':!700; kips at_ , 4p,go`ft. kom left Partial Uniform kfft from to U== 360 W1 'ss 10 K 5.00. 0.0000 inch wz r 3o.ao` 1==_ 341.27526. w3 y 7,6 00 30.170' Partial Triangular kMonRtside from to a a+b W1 ;' i4r 15:00 360 w2 ;110.06. 448.0 ':inA4 w3 E.`29000 ksi I.`in14 U. --'360 Reactions UNIFORM Shear TRIANGLE ,,..,..Y - I POINT FM FARTIAL UNIFORM Right 6.53 kips PARTIAL TRIANGLE Reactions ?29000 .; ;;ksi Shear At x = Left 6.53 kips Max pos 6,57 kips 0.00 R Right 6.53 kips Max neg -6.53 kips 33,50 ft A^ Moment At x= 471.5 Max pos 54.71 kip -ft 16.75 It 473 Max neg 0.00 kip -ft 0.00 it Deflection Al x= U== 360 Max pos 0.0000 inch 0.00 ft 1==_ 341.27526. Max neg -1.1176 Inch 16.75 ft V 360 1" Stresses E'l ?29000 .; ;;ksi N Po LI# A^ �0.38� '-.'in^2 471.5 11620 473 A3 1" 448.0 ':inA4 Steel E4 211(10b: -i ksi Steel True S s (-m dl I Fb fb Fb Lq# Fyn 50;. ':ksi 1 wtsx31 47.2 47.20 375 e6eo-rY 13.91 33.00 31s Unbrared Length, 2 `'ft 2 WIBx33 57.6 57.60 510 0,Ns3•Fy 17,40 33.00 sae Steel Req'd 3 WINA34 56.5 56.50 448 aaw-ry 11.62 33.00 473 3 19.89InA31Fe..seF,7 4 wt4x33 54.6 54.60 385 0.WFr 12,02 33.00 408 1 341.28 inA4 5 WlIX40 68.4 68.40 612 0.0 Fy 9.60 33.00 w Doug Fir E; „ 1606 _. ksi OF A True S S. I fv Fv fb Fb Ll# Fb:'1035:psi 1 NWA #NIA #WA #NIA #N/A #NIA 95 NWA #WA ewA _,psi 2 MA #N1A #WA #WA #NIA #NfA 95 #WA #WA NwA Cf on(1)oft(2) 1a't°° 3 NSA #N1A #WA #WA #NIA #NIA 95 #WA #WA ewA Req'd 4 NWA #WA #WA #WA SIVA #NIA 95 #WA #WA #WA 1 6185.61 inA4 5 NWA #NIA #WA #NIA #WA NWA 95 #NIA. #WA NwA S 634.32 InA3 S• includes Cs A 103.14 in A2 Glu Lam 1606,, ,;ksi GLB A S I tv Fv fb Fb' Uq# Fb 240D 'psi 1 s IN.H 123.0 492.0 5904 8o 165 1334 2400 se7 Fv 165`. .':psi 2 s1m.2s.s 130.7 555.4 7082 75 165 1182 2400 464 VVdth Desired 5.125 in 3 slnm 138.4 622,7 8406 71 165 1054 2400 550 Req'd 4 stn,da.s 146.1 693.8 9887 67 165 946 2400 647 1 5498.32 inA4 5 6 115x 153.8 768.8 11531 64 185 654 24DO 75s S 273.55 inA3 • Cv not included A 59,39 inA2 LVL E '`. ' 1900. , ,7 ksi LVL A S I N Fv fb Fb' U# Fb --2600 ;.psi 1 WHA #NIA NWA #WA #NIA 285 #NIA 2800 ewA Fv :, 235' ,„ psi 2 NWA #N/A #NIA #N/A #N1A 285 #NfA 2000 ewA Req'd 3 NWA #WA. #NIA #NIA WA 285 #NIA 2600 rwA 1 5208.941nA4 4 #WA *NIA #N/A #NIA #WA 285 #WA 2600 NWA S 252.51 inA3 5 ewA #WA #NIA #NfA #NIA 265 #NIA 2600 swA A 34.38 In -2 ' Cf not included *�.��_? � '1K` ��s tr F'6t � �@0 i� N ��%� � qa $: N • 3 a � N . r Zs iF. DELTA UNIFORM wXY24El(03.21-X^2-XA3) PT LOAD Xaa PbX76EIL(LA2-b-2-XA2) DRS 3125!2007 AnyBeam Best Don 5.28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03127/07 Project: I7' .,.. 4o 1 D: Shear A Size: .,.. .., .p. _ Beam 0.00 ft Length 9,5.ft. 7.75 kips Maxneg -7.75 kips Uniform w O'klft 173 At x= Triangle V w.at Leaf d 0 k/ft 95.83 kip -ft 24.75 ft w at Right End -. - :0 k/ft S Max nag 0.00 kips 0.00 ft Pt Load r2rD. kips at 16,00 ft. fromlefl U== 360 tl.[10, kips at 11,51) from left 0.0000 inch AOp� kips at 1.3.00 ft from left Max nag kips at 0.00'ft from left 24.75 ft C.04 kips at 0.00,ft from left Partial Uniform 360 kM from to W1 13• �� i66D:.-'.:, 49,60 29000"°-, -'.ksi W2 011,54. ".. - 30.00' Trues W3 0 - 18.00 30.00 Partial Triangular k/ft on Rt side from to fb Fb a a+b Fy , _ wl 01--' 14.00. %00 t+ntxsa v2 0 18.00:.: 30.0o. 984 W3 _ 0: -,- ' 0.00 22.40 E -F -'2§000° ':':ksi 868._ inA4 U- 360' UNIFORM TRIANGLE POINT PARTIAL UNIFORM 1"'l -al PARTIAL TRIANGLE Stresses E Reactions Shear At x= Left 5.24 kips Max pos 5.24 kips 0.00 ft Right 7.75 kips Maxneg -7.75 kips 49.50 it 559.1 Moment At x= las Max pos 95.83 kip -ft 24.75 ft S Max nag 0.00 kip -ft 0.00 ft Deflection Al x= U== 360 Max pos 0.0000 inch 0.00 ft 1== s, 867.86294 Max nag -1.6498 inch 24.75 ft U 360 Stresses E , 299OD; s ksi fv fb L1# A.,- 20,78'' . 102 559.1 20354 las S 56.56. in -3 1 448.0f! ' InA4 SteelE 29000"°-, -'.ksi Steel Trues s(-dned) I Fb fb Fb U# Fy , _ -60:. : ksI 1 t+ntxsa 94.5 34.50 984 o.aso•sr 12.17 33.00 uta Unbraced Length 2 .;� • `: ft 2 w24xss 114 114.00 1350 o.sarrr 10.09 33.00 eao Steel Req'd 3 wlsxss 98.3 98.30 890 o.aw•fr 11.70 33.00 3g9 S 34.85 inA3Sr,=.aar,.1 4 w2 7 111 111:00 1170 o,aea•rr 10.38 33.00 485 1 867.88 in -4 5 vwexs0 108 108.00 964 n,ssa•rr 10.65 33.00 4m Doug Fir E 1600=, ksi DF A True S S` I fv Fv fb Fb L7# Fb 1035°- ;"psi i area #WA #NIA #NIA #NIA #WA 95 #N1A #NIA swA Fv 8$ = psi 2 MA #NIA *NIA #N/A #NIA #NIA 95 #N1A #N!A nwA Cf on (1) off (2) ' 1, = 3 INA #N/A #WA #NIA #N/A #N/A 95 #N/A #NIA swA Req'd 4 #WA #WA *NIA #N/A #NIA WA 95 #NIA #NIA rwA 1 15730.38 in -4 5 MA #NIA #N/A #N/A #NIA #NIA 95 #NIA AWA rwA S 1111.12 in13 S' includes Cs A 122.30 in -2 Glu Lam E 1800,:!, ;� kai GLB A S I fV Fv fb Fb' U# Fb < 2400 :; psi 1 a lnxas 169.1 930.2 15348 69 165 1236 2400 ass Fv<` - 165 -.. ' psi 2 stlaxa/.s 178.8 1016.7 17538 66 165 1131 2400 451 Width Desired 5.125 " S.; in 3 s lnxs 184.5 1107.0 19926 63 165 1039 2400 513 Req d 4 s iaxse 184.5 1107.0 19926 63 165 1039 2400 513 113082.56 in14 5 511ax36 184,5 1107.0 19926 63 165 1039 2400 513 S 479.17 in -3 ' Cv not enGuded A 70.41 W2 ...................... LVL E: . 1.900=. .;'ksi LVL A S I fv Fv fb Fb' 'U# Fb1 2so0.:: ,psi 1 NWA #NIA #WA #NIA #NIA 285 *NIA 2600 swA Fv 2@5.,. -'.psi . 2 QUA #NIA #NIA #NIA #WA 285 *N/A 2600 #wA Req'd 3 NWA #WA #N/A #N/A #WA 285 #WA 2600 swA 1 13246.63 W4 4 NWA #WA #NIA #NIA #NIA 285 #WA 2600 swA S 442.31 inA3 5 ewA #NIA #NIA #N/A #WA 285 #NIA 2600 ow A 40,77 in -2 ' C1 not included '��'e �,'d �s�sbl et h��it '� � j� � t�'�;����5�xi`"..t ani r.". �, a I a ■'_.. � � `� ME 2,1i �i'' DELTA UNIFORM wX/24EI(LA3-2LXA2+XA3) PTLOAD X -a PbX/6EIL(LA2-bV2-XA2) DRS 3127/2007 Anyf3eam Best Don 5.28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2/25102 03/27107 Project I D: Size: Beam 29060;" . ksi Shear Length Left 5.86 kips Uniform 5.86 kips 0.00 ft w ,'.._ .,;-.:..0'.klft Triangle 49.50 ft watLellEnd 0 klft Al x= 625.3 Max pos w at Right End ;0� kfft t� Max neg 0.00 k1p-ft w 0.00 kips Pt Load Deflection s0 kips at i666fL from left 0.0000 inch 0.00 ft 0.60; kips at 13,50; ft. from left 24.75 ft U kips at 13A6R. from left 448.0-:inA4 tl:g0; kips at 0 66 ftfrom left 0 00` kips at 0 b0°:fl, kom left Partial Uniform Steel E k!ft from to Steel wl s pwssedt .0,73. -: 16100 `: -'4$.50; w2 fb 0 11 50' = 30;00 Fy w3 1 b 1800, { 90.00 Partial Triangular 984 a --f, kM on R1 side from to 13.61 33,00 366 Unbraced Length , a a+b 2 w10.- 114 114.00 14.00'>. 16.00 aw.Fy w2 ': ', ,0:: „ . ;16:00 5oi w3 Req'd 3 lmtx#t E - .-2:9000 :..ksi I - 868 -in04 U 360 UNIFORM TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE Reactions 29060;" . ksi Shear At x= Left 5.86 kips Max pos 5.86 kips 0.00 ft Right 8.66 kips Max neg -6.66 kips 49.50 ft A Moment Al x= 625.3 Max pos 107.20 kip -ft 24.75 ft t� Max neg 0.00 k1p-ft 0.00 ft Deflection At x= V== 322 Max pos 0.0000 inch 0.00 ft I=='970:81675. Max neg •1.8454 inch 24.75 ft U 322 I Stresses E 29060;" . ksi fv fb LI# A inA2 625.3 22768 t� S, 56.50", ,inA3 I 448.0-:inA4 Steel E 26000, ksi Steel True S s pwssedt 1 Fb fb Fb Ll# Fy W. -.,ksi 1 wzixso 94.5 94.50 984 a --f, 13.61 33,00 366 Unbraced Length , i2 -. ,.. ft 2 w24xss 114 114.00 1350 aw.Fy 11.26 33.00 5oi Steel Req'd 3 lmtx#t III 111.00 1170 a,ssrry 11.59 33.00 434 S 38.98 inA3iF, • ssFrl 4 wuxse 108 108.00 984 .wF, 11.91 33.00 ass 1 970.82 inA4 5 w24W 131 131.00 1550 o,serFy 9.82 33.00 579 ............ Doug Fir E ...... ..... :1600=.""'-.ksi DF A True S S' I N Fv fb Fb U#Fb 1035". psi 1 awa #NIA #N/A #NfA #NIA #MIA 95 #NIA #NIA swA Fv 95'.=. ,;:,psi 2 RUA #NIA #NIA #NIA #NIA #NIA 95 #NIA #NIA swA Cf on (1) off (2) 1 ;;;: -, = 3 MA #NIA #NIA #NIA #NIA #NIA 95 #NfA #NIA awA Req'd 4 #tuA #NIA #NIA #NIA #NIA #NfA 95 #NIA #NIA #wA 1 17596.05 in14 5 #wA #NIA #NIA #NIA #NIA #NIA 95 #NIA #NIA owA S 1242.88 inA3 S' includes C. A 136.78 inA2 Glu Lam E 1800: -x..-: ksi GLB A S I fv Fv lb Fb' L1# Fb 2400,.. : -psi 1 a1n.m.5 176.8 1016.7 17538 73 165 1265 2400 .os Fv 165 ,: -psi 2 siiws 184.5 1107.0 19926 70 165 1162 2400 459 Width Desired ,5.126.- '.. in 3 s tn.34 184-5 1107.0 19926 70 165 1162 2400 459 Req'd 4 s 17s.3a 184.5 1107.0 19928 70 165 1162 2400 459 1 15640.94 inA4 5 s sn.34 184.5 1107.0 19926 70 165 1162 2400 459 S 535.99 inA3 ' Cv not intruded A 78.75 inA2 LVLE 19001::ksi LVL A S I tv Fv fb Fb' U# Fb260D' 3psi 1 #NM #NIA #NIA #NIA #NfA 285 #NIA 2600 #wA Fv 265 - j, psi 2 NwA #ILA #NIA #NIA #NIA 285 #NIA 26DO #wA Req'd 3 MA *MIA #NIA #NfA *NIA 285 #NIA 2600 owA 1 14817,73 inA4 4 xwA. #NIA #NIA #NIA #NfA 285 #NIA 2600 awA S 494.76 inA3 5 awA #NIA #NIA #NIA IOWA 285 #NIA 2600 #wA A 45.59 In -2 'Cf not included DELTA UNIFORM wX/24EI(LA3-2LXA2+XA3) PT LOAD X -a PbX16EIL(LA2-b-2-X-2) DRS 312712007 AnyBeam Best Don 5-28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03127f07 Project: BYU10tfuditdd8m ,•: ID: Columns": 220.5',:1 6.28 kips Size: 8.28 kips 0.00 ft Right 9.28 kips Beam -9.28 kips 49.50 ft Length 49.50'ft. Uniform Moment At x= w O'kill Triangle 114.86 klp-R 24.75 ft w.1 L.0En4 0kfft Max nag 0.00 kip -ft 0.00 R w M Right End 0: It Deflection At x = w 0.00 kips W Loadi-3b0; 0.0000 inch 0.00 ft kips at 1$,04'. ft. from left Max nag OAO, kips at 13.50 R. from left ?0=00:, 360 kips at 3Oilft from left .000; 39090`- -ksi kips at t400;ft from left TrueS s(mdfod) 0.00, kips at f700D�ft from left Partial Uniform fb Fb klft from to 50 ,ksi w1 v24x9s '- a3rs;;:... .18.G0.: . =19.50. 1350 w2 3000. 33.00 w9 Unbraced Length._.. 0 2 Partial Triangular 111 114.00 klftonRtside from to 12.42 33.00 a a+b Steel w1 3 w24x12 131 131,00 W2 0.aso•ry . 0 .. ;16.00 36;40. 10.52 W3 536 S 9.00-' ` 22.00. E__:;, 29000. ,:.k8i I 1040 .. 'inA4 U== 360:' ..-.. UNIFORM TRIANGLE �+ POINT PARTIAL UNIFORM PARTIAL TRIANGLE Stresses E Reactions Shear At x= Left 6.28 kips Max pas 8.28 kips 0.00 ft Right 9.28 kips Max nag -9.28 kips 49.50 ft 670.0 Moment At x= 155 Max pos 114.86 klp-R 24.75 ft S ',"- Max nag 0.00 kip -ft 0.00 R Deflection At x = U== 360 Max pas 0.0000 inch 0.00 ft i==--1040.1608 Max nag -1.6503 inch 24,75 ft U 360 Stresses E 29000 ` ksi tv Po L1# A 20.78 ,W2 -, 670.0 24394 155 S ',"- 56:50',:::. inA3 1' 448-:0 ,f inA4 Steel 'E 39090`- -ksi Steel TrueS s(mdfod) I Fb fb Fb LM! Fy 50 ,ksi 1 v24x9s 114 114.00 1350 0.�Fy 12.09 33.00 467 Unbraced Length._.. ..' ,2';. _:;,R 2 w21x97 111 114.00 1170 0.aarrr, 12.42 33.00 Ons Steel Raq'd 3 w24x12 131 131,00 1550 0.aso•ry 10.52 33.00 536 S 41.77 MA3(Fe= B6F,) 4 w21x92 127 127.00 1330 d.carsr 10.85 33.00 1 1040.16 inA4 5 w14xis 117 117.00 1070 0.ss0•€v 11.78 33.06 4w 370 Doug Fir E 11600' ;' ksi DF A Two S S. I fv Fv fb Fb U# Fb =.1035, -=;psi 1 MA #NIA #NIA #WA #WA #NIA 95 #N/A #N/A rwA Fv 95'-, . .•psi 2 OVA #NIA #NIA #WA #NIA #NIA 95 #WA #WA #wA Of on 11) off (2), '1 3 MA #NIA #NIA #WA #NIA #NIA 95 #NIA #NIA Req'd 4 NWA #N1A #NIA #WA #NIA #NIA 95 #NIA #NIA awA awn 1 18852.91 inA4 5 NWA #N/A #NIA #WA #NIA #N1A 95 #NIA WA #wA S 1331.66 inA3 S' includes CF A 146.55 inA2 Glu Lam E ... 'ItIOD -.ksi GLB A 5 1 fv Fv fb Fb' U# Fb 2406_ ;;;psi 1 s11ss4.s 176.8 1016.7 17538 79 165 1356 2400 377 Fv 155 S- C psi 2 s i ax2a 184.5 1107.0 19926 75 165 1245 2406 429 width Desired 5.125 An 3 a tax99 184.5 1107.0 19926 75 165 1245 2400 Recl'd 4 ainxu 184.5 1107.0 19926 75 165 1245 2400 426 428 1 10758.15 inA4 5 5111.34 184.5 1107.0 19926 75 185 1245 2460 428 S A 574.28 inA3 84.38 in12 ' Cv not included LVL E , 1900...: ksi '', LVL A S I N Fv fb Fb' U# Fb 26go psi ` 1 MA #N/A #NIA #WA # WA 285 #NIA 2600 awn Fv, ' 265 ;psi 2 FWA #NIA #NIA #WA WA 285 #NIA 2606 wA Req'd 3 MA #NIA #WA #NIA #NIA 285 NWA 2600 rwA 1 15876.44 inA4 4 mA NWA #N/A #NIA #NIA 285 #WA 2600 rwA S 530.10 inA3 5 MA *WA #WA #N/A #NIA 285 #NfA 2600 #wA A 48.85 inA2 ' Of not included DELTA UNIFORM wX/24EI(L^3.2L.V2+XA3) PT LOAD X<a PbX/6EIL(LA2-bA2-XA2) DRS 3127/2007 AnyBeam Best Don 5.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2/25102 03!27!07 Project: 161 1 Shear 1 1 D: Size: NOW -1 Beam Right 4.65 kips Length x.65 kips Uniform 335.8 w ,. , 0:;k/ft Triangle at Left End 0 kill 24.75 ft , 56.59;')=inA3 w at Right End �' `1 .:6'Pik 49.50 ft W 000 kips Pt Load U== 360 Idps at 16.ODfl. from left 0.0000 inch 0.00 ft 1== 521.16264 kips at 13,60.ft. from leftkips -1.6505 inch 111,1010 at 1300; ft. from left 360 00 '-�ksi kips at 0 h. from left 5{masr" I Fb kips at 0 0011. from left Partial Uniform Fb U4 Fye k!ft from to wlax4o w1Kaiiw'40;Do B8.40 9.50 c. -Fy w20.69 10.10 33.00 423 Unbreeed Length w3. 2 wxtxu 81.6 Partial Triangular 843 a.eeo•Fr k1ft on Rt side from to 8.46 33.00 5a2 Steel a a+b 3 W1 72,7 72.70 0' 14:00:- :15.00 ce Fy W2 9.50 0 .:- `16.00; 30:60 S W3 4 w16x46 `0 '' 0.00. 22.00- E ksi I , i�521- , in14 U .360„ UNIFQRM TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE ....... Stresses E; Reactions Shear At x= Left 3.15 kips Max pos 3.15 kips 0.00 ft Right 4.65 kips Max neg x.65 kips 49.50 ft 335.8 12223 Moment At x= Max pcs 57.55 kip -ft 24.75 ft , 56.59;')=inA3 Max neg 0.00 kip -ft 49.50 ft Deflection At x= U== 360 Max pos 0.0000 inch 0.00 ft 1== 521.16264 Max neg -1.6505 inch 24.75 ft L! 360 00 '-�ksi ....... Stresses E; ........... „20000 , ,, ksi fv fb U# A 20.78in:2 335.8 12223 3M S , 56.59;')=inA3 "_-lnA4 Steel E- 00 '-�ksi Steel True 8 5{masr" I Fb fb Fb U4 Fye 50,'; - -ksi 1 wlax4o 68.4 B8.40 612 c. -Fy 10.10 33.00 423 Unbreeed Length .2 'e - = fl 2 wxtxu 81.6 81.60 843 a.eeo•Fr 8.46 33.00 5a2 Steel Req'd 3 wtsx{s 72,7 72.70 588 ce Fy 9.50 33.00 405 S 20.93 inA3IFe `.�rl 4 w16x46 78.8 78.80 712 o.s -F, 8.75 33.00 492 1 521.16 1nA4 5 rn xso 94 5 94.50 984 o.aoacy 7.31 33.00 6W Doug Fir E 1660, ,: ksi DF A True S S. I fv Fv fb Fb U# Fb 103!11 :'psi 1 NNIA #NIA #14IA #NIA #NIA #WA 95 #NIA #NIA rwA FV" v ';95 `: psi 2 MA #NIA #WA #NIA #N1A #WA 95 #NIA #WA rwA Cl on (1) off (2) 4 .: 3 NWA #WA #NIA #N7A #NIA #NIA 95 #NIA #NIA IWA Req'd 4 MA #N7A #NIA #MIA #NIA #WA 95 #NIA #NIA ywA 1 9446.071nA4 5 NMA *WA #NIA #WA #NIA #NIA 95 #NIA #N1A swA S 687..23 inA3 S' includes Cr A 73.45ln-2 Glu Lam E; .. .... ....... ..... ,1800: , ^ ksi GLB A 5 I N Fv fb Fb' L7# Fb 2400::. :`psi 1 5111127 138.4 822.7 8406 50 165 1109 2400 iso Fv j6'� -' .: psi 2 s tiwcs 146.1 693.8 0887 48 165 995 2400 424 Width Desired ' 5.1251 .,#in 3 a iiwo 153.8 768.8 11531 45 165 898 2400 Req'd 4 sin,a.s 161.4 847.5 13349 43 165 815 494 2400 5r2 1 8396.51 in14 5 atnxss 169.1 930.2 15348 41 165 742 2400 sw S 287.74 inA3 ' Cy not included A 42.29 in -2 LVLE .1900ksi - "2600; LVL A S I tv Fv fb Fb' L7# Fb ';psi 1 WA #NIA #N1A #NIA #NFA 285 #NIA 2600 rwA Fv 285;::- 'ps! 2 swa #NIA #N1A #N1A #NIA 285 #WA 2800 4wA Req'd 3 #WA #NIA #WA #NIA #N7A 285 #WA 2600 swA 1 7954.59 mA4 4 aWA #WA #NIA #NIA #WA 285 #WA 2600 swA 5 265.61 in A3 5 NWA #N7A #WA #N7A #WA 285 NWA 2600 rwA A 24.48 inA2 ' Cf not included 1v�u�x s z 1 r� Al s3i a s A� s a S`.�. 2-111MEN-,= "4`°f�i..£,FT`. 4;�•a'�,,�z's"12` e'�P r�':$".�C ?T7. pit .."I%'3 � k � s� �, .i.:;'a7.r s4� „5'��.� DELTA UNIFORM wX124E1(LA3-2LXA2+XA3) PT LOAD X" PbME1L(LA2-bA2-XA2) DRS 312712007 AnyBeam Best Don 5.2849 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT", AND DEFLECTION Revised 2125102 03128/07 Project: UNIFORM $: -r'f «�s-r � 1 D: At x = POINT Size: � .. 2.09 kips Beam Right Length mom3:50ft. Uniform -2.09 kips w ,.... , 0,125 klft Triangle 3724 watLek Fnd 0 k1ft MomentAt x = w al Right End 0 k1ft Max pos w O.00 kips Pt Load i ','0.00, kips at 16.00 ft. from left Max neg 0.00 kip -ft kips at 13,50 ft. from left 6,00. kips at 13.00'.8 from left Deflection At x = 0,00. kips at 0.90'8 from left 1 -..:-448:0-< `in -4 4,00; kips at 6.00 ft. from left partial Uniform 0.00 ft kill from to W11 s• 8 06 33:541 16.75 ft W2 i, 50 :- X30.00 11 W X0.00. Partial Triangular kRl on Rt side from to a( -.ma) I a a' w1 = 0" ' 1400":x: .'fS.bO: Fb w2 _ 0', - 18.66 - i, 30.00' 1 w3 '.1 "0.'. 0.00 `, 22.00'. E 4ksi InA4 u , Stresses E' 29000: . ksi UNIFORM fv TRIANGLE At x = POINT 2.09 kips PARTIAL UNIFORM 2.09 kips PARTIAL TRIANGLE Stresses E' 29000: . ksi Reactions fv Shear At x = Left 2.09 kips Mas pos 2.09 kips 9.00 ft Right 2.09 kips Max neg -2.09 kips 33.50 ft 3724 MomentAt x = Max pos 17.54 Idp-ft 16.75 ft Max neg 0.00 kip -ft 0.00 ft Deflection At x = 11== 362 1 -..:-448:0-< `in -4 Maxpos 0.0000 inch 0.00 ft 1== '909.3831 Max neg -1.1104 Inch 16.75 ft 11 362 Stresses E' 29000: . ksi fv fb UN A ;20.78. 1412"2 151.1 3724 1 171 S. - :;65.64_, in -3 1 -..:-448:0-< `in -4 Steel E `29900. ' ksi Steel True S a( -.ma) I Fb th Fb 1-1 Fy30::�. }.ksi 1 wt2xu 21.3 21.30 130 u,eso-rr 9.88 33.00 4241 Unbraced Length_.. 2, : ;;��. ft 2 wux2: 25.4 25.40 i56 ssspFr 8.28 33.00 $13 Steel Req'd 3 w14x22 29 29.00 199 arm-rr 7.26 33.00 Ess 8 6.38 do^3("b=.aer,) 4 w141x22 23,2 23.20 118 s.swrr, 9.07 33.06 Sas 1 109.38 W4 5 3141x25A 24.7 24.70 124 s,wrr 8.52 33.00 Oce Doug Fir E < 1600.-, .:;ksi DF A True S S, 1 fv Fv fb Fb LIN FbI 1435:-. psi 1 ilwA NWA #NIA #NIA #N/A WA 95 #WA #WA 6wA Fv 95 =.' - '.psi 2 SNIA #'N/A #NIA #NIA WA #N/A 95 #WA #NIA ,wA Cf on (1) off t2) "E "- 3 *VA #WA #NIA #NIA #WA #NIA 95 #WA #NIA swA Req'd 4 sWA NWA #WA #NFA #WA #N/A 95 #WA #WA ,wA 1 1982.57412"4 5 #WA #WA #NIA *WA #NIA #NIA 95 #WA #NIA IMA S 203.31 W3 S' includes C, A 33.06 In -2 Glu Lam E -ksi GLB A S I tv Fv to Fb • LX Fb%;- 400'.. "psi `« 1 sloxis.s 84.6 232.5 1919 37 165 905 2400 w2 Fv , ' 165 .; psi 2 5 uws 92.3 276.8 2491 34 165 760 2400 we Width Desired, , .5,125'- .�;in 3 stnas.s 99.9 324.8 3167 31 165 548 2400 &7 Req'd 4 stn.2r 107.6 376.7 3955 29 165 559 2400 am 1 1762.28 in"4 5 ,1141.22.3, ,15.3 432.4 4865 27 165 487 2400 sat S 87.68 in A3 Cv not included A 19.03 in"2 LVL E - 1900`: _ - ksi LVL A S I N Fv fb Fb' LIN Fb.':, 2600:. , .. psi 1 (2) a 63,0 189.0 1701 50 285 1113 2600 367 Fv 285 ': psi 2 (3) a 84.0 224.0 1792 37 285 939 2600 366 Req'd 3 (s) is 94.5 283.5 2552 33 285 742 2600 sso 1 1669.53 in14 4 (I) is 94.5 263.5 2552 33 285 742 2600 3,m S 80.93 in13 5 0316 94.5 283.5 2552 33 285 742 2600 sso A 11.02 In"2 " Cf not included x � s d is � � �� s a� t- �6 � • r •s+k r s S 1 DELTA UNIFORM wXl24EI(L"3-2LXA2+X"3) PT LOAD Xaa PbXl6EIL(LA2-bA2-X"2) DRS 3/2812007 AnyBeam Best Don 5.28.59 TSBA BEAM DESIGN SIMPLE. SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2/25102 03/27107 Project: Ou ID, Au , 4'', ' Iv I D: Columns.: 22Fi �lD( Left Size: Max pos 3.15 kips 0.00 ft Right Beam Max neg -3.90 kips Length 47:50+fl. Uniform Moment w 0RIM Triangle Max pos 40.46 kip -ft watLeft End 0 kM Max neg 0.00 kip -ft w at Right FAd 0'k/8 Deflection w O.00kips Pt Load Max pos -:Q.7b kips al ` B.00 ft. from left 1=®-311,99609: ' 10:001 kips al x,50;8. from left 4 QO' kips at 3 0d`ft. from left Steel True S s l-afieal kips at 0110;8. from left 004; kips at b 90:fL from left Partial Uniform 1 w1sx3t klft from to 375 W1 0.188 6.60 4t•50 33.00 v2 UnbracedLength... ,....2.:.....;1t 0.. 11.50 30.00 46.646.80 W3 340 0 18.00 30.00 Partial Triangular 9.99 33.00 klft on Rt side from to 3 wux3s 57.6 57.60 a a+b 0F®•Fr W1 0 14.00 15.00 see w2 4 0 16,00 30.00 56.50 w3 - 0 - 0.00 22.00 E_+-= ;29000 i-ksi -;kn"4 U 0 , .. UNIFORM TRIANGLE POINT PARTIAL UNIFORM &I t PARTIAL TRIANGLE Stresses E ksi Reactions Iv Shear At x= Left 3.15 kips Max pos 3.15 kips 0.00 ft Right 3.80 kips Max neg -3.90 kips 41.50 ft 8594 Moment At x= Max pos 40.46 kip -ft 20.75 ft Max neg 0.00 kip -ft 0.00 ft Deflection At x= Lr== _. ... 360 I 4 e, IW4 Max pos 0.0000 inch 0.00 R 1=®-311,99609: Max neg -1.3833 inch 20.75 ft U 360 Stresses E ksi Iv Po U# A W2 281.6 8594 51? S 6 0„ InA3 I 4 e, IW4 Steel Ems' -F" � Rai Steel True S s l-afieal I Fb fb Fb LI# Fy 501. '=ksi 1 w1sx3t 47.2 47.20 375 asso•rr 10.29 33.00 43:3 UnbracedLength... ,....2.:.....;1t 2 wux34 46.646.80 340 o.sm-F, 9.99 33.00 3a2 Steel Req'd 3 wux3s 57.6 57.60 510 0F®•Fr 8.43 33.00 see S 14.71 inA3IF,=.esr,} 4 wtax34 58,5 56.50 448 o.a Fr 8.59 33.00 517 1 312.00'ortA4 5 W1 X311 54.6 54.60 385 08 Fr 8.89 33.00 a4s Doug Fir Er., 1609: : ksi DF A True S S. I iv Fv fb Fb U# Flb1035:. ,_psi 1 "A #NIA #NIA #NIA #NIA #NIA 95 #WA NWA swA Fu 95.>� psi 2 WA #NIA #N1A #NIA #N1A #NIA 95 #WA #NIA #wA Cf on (1) off (2) 3 #wA #N1A #NIA #NIA #N1A #NIA 95 #WA #N1A #wA Req'd 4 #wA #NIA #NIA #NIA #NIA *N/A 95 #WA #NIA #wA 1 6654.93InA4 5 swA #NIA #NIA #N/A #N1A #NIA 95 #WA #NIA #wA S 469.16 In -3 S' Includes C, A 61.59 inA2 Glu Lam E: 1860, `=ksi GI -8 A S I fv Fv fb Fb • LMf 2400, . ;psi 1 $ M24 123.0 492.0 5904 48 165 987 2400 413 Fv 165• =psi 2 stn a.5 130.7 555.4 7092 45 165 874 2400 s07 WidlhOesfred,5,125_.,....-in 3 1113.23 138.4 622.7 6406 42 165 780 2400 Req'd 4 stn.2s,s 146.1 693.8 9867 40 165 700 2400 602 700 I 5026.60 inA4 5 1 uwa 153.8 766,8 11531 38 165 632 2400 626 5 202.32 W3 A 35.48 inA2 Cv not Included LVL E •1909 , -"-ksi '2600 LVL A 5 I fv Fv fb Fb • LI# Fb :; psi 1 #wA #NIA #NIA #NIA #NIA 285 #WA 2600 #wA Fv 265:; psi 2 #NSA #NIA #NIA #NIA #NIA 285 #WA 2600 #wA Req'd 3 #wA #NIA #NIA *N/A #NIA 285 #WA 2600 #wA 1 4782.051nA4 4 #wA #NIA #NIA #NIA #WA 285 #WA 2600 #wA S 186.76 inA3 5 MA #NIA #NIA #N1A #NIA 285 #WA 2600 #wA A 20.53 in12 Cf not included �gi,$ gq > ' a t # r ■ tMr VMS" #'fix Mil V ks G t' .- is DELTA UNIFORM wX124E1(LA3.2LX-2+XA3) PT LAAO Xca PbXI6EIL(LA2-b-2-XA2) DRS 3/2712007 AnyBeam Best Don 5.28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03!28107 Project: .BYU ID Attdltortum I D: ,Columns „� 22 H YY - 2.09 hips Size: 2.09 kips 0.00 ft Right Beam Max nag Length -' ':0m'ft. Uniform 151.1 w -:',A,125kIA Triangle 1,474 w-1 Left End 0 kht 17.54 kip -ft 16.75 ft w at Right End W klft Max nag 0.00 kip -ft w 0017 kips Pt Load ,O.DO. kips at 16.00 fL from left LI== 302 040 kips at 13.56 ft. from left 0.00 ft 0.00 kips al 13,00 ft. from left -1-1104 inch 0.00 kips at 0.00 ft. from left Il up0 kips at 0.00 _ -.ft. from left Partial Uniform SteelE':: k(ft from to Steel w1-',6.00 s(1106aad) - 73.50. Fb w2 ,0 .11.50 30.00. w3 0, 16.00 30.00' Partial Triangular w12x1s k/ft on Rt side from to 130 s.ew•q a a+b 9.88 wl 0 _ A4.00 _:.-.:. ".15.00. ,- . -. ''-ft WQ...: 0 ``'16.00 -.. ,30.00 25A0 W30 0.se1•Fr =0.00 - ' 22.00 ................. . E_� 29000 ksl t- -110; (''inA4 U= ' 360 . UNIFORM TRIANGLE POINT TM PARTIAL UNIFORM PARTIAL TRIANGLE StressesE=_ Reactions Shear Al x= Left 2.09 hips Max pos 2.09 kips 0.00 ft Right 2.09 kips Max nag -2.09 kips 33.50 ft 151.1 Moment At x= 1,474 Max pos 17.54 kip -ft 16.75 ft S Max nag 0.00 kip -ft 0.00 ft Deflection Al x = LI== 302 Max pos 0-0000 Inch 0.00 ft 1== 109383t. Max nag -1-1104 inch 16.75 ft Il 362 StressesE=_ 29000,`.`6ksi fvto Lim A-; 2078'=8[`-inA2 151.1 3724 1,474 S 56.661: W3 1 `. '448.0,' inA4 SteelE':: 29000,;"'ksi Steel True s(1106aad) I Fb to Fy . '50 " iks) '_2., 1 w12x1s 21.3 21.30 130 s.ew•q 9.88 Fb 33.00 LN 428 Unbraced Length.; ,- . -. ''-ft 2 w1xx22 25.4 25A0 156 0.se1•Fr 8.28 33.00 813 Steel Re9'd 3 vr14xzz 29 29.00 199 0,ae0•Fr 7.26 33.00 858 S 6.38 in43(rn' 66Fr) 4 wlax22 23.2 23.20 118 0M -Fr 9.07 33.00 I 109.38 in -4 5 411ax23A 24.7 24.70 124 0,�Fr 8.52 ace 33.00 405 Doug Fir E 1600 {. i ksi OF A True S S. I fv Fv fb Fb LN# Fb':.' 1P35 .";'psi 1 4WA NWA #WA #N/A #N1A #NIA 95 #WA #NIA awA Fv 95 .-, psi 2 XNfA #WA #N/A #NIA #N/A #N/A 95 #NIA #NIA awA Cf on (1) off (2) 1 , 3 VIVA #NIA #NIA #N/A #N1A #NIA 95 #WA #NfA Req'd 4 iwA #WA #NIA *N/A #WA #NIA 95 #WA #NIA ewA I 1982.57 inA4 5 NWA #WA #NIA #NIA #NIA #NIA 95 NWA #WA ewA S 203.31inA3 S'inUOdes Q ewA A 33 -De inA2 Glu Lam E .1600:3 "'c ksi GLB A S 1 Fb.•.: 24, '•:, psi 1 a 1Rx14.a 84.6 232.5 1919 N 37 Fv 165 fb 905 Fb' 2400 Il# Fv z Width Desired 165" ;;psi 2 auwa 92.3 276.8 2491 34 165 760 2400 392 am s._ S.t 25 :. in 3 swxiaA 99.9 324.8 3167 31 165 648 2400 647 Req'd 4 It vwi 107.8 376.7 3955 29 165 559 2400 aye 1 1762.28 in -4 5 s 147x22.3 115.3 432.4 4865 27 165 487 2400 S A 87.681r1A3 19.03 inA2 say ' Cv not induded LVL E, 1900' ".`ksi LVL A S I fv Fv fb Fb- -266b' ' = psi 1 t2)1a 83.0 189.0 1701 50 285 1113 Fb' 2600 LIN Po- _. 2$5✓...,,-. psi 2 (3)14 84.0 224.0 1792 37 285 939 2600 3sr Re4d� 3 (3)13 94.5 283.5 2552 33 285 742 2600 Sas we I 1669.53 inA4 4 (3) a 94.5 283.5 2552 33 285 742 2600 S 80.93 147^3 5 (3) a 94.5 283.5 2552 33 285 742 55o A 11.02 inA2 2600 eco ' Cr not included DELTA UNIFORM wX124E1(LA3-2LXA2+XA3) PT LOAD Xaa PbX16EIL(LA2-bA2-XA2) DRS 312812007 AnyBeam, Best Don 6-28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03127!07 Reactions Left 6.28 kips Right 7.78 kips U-- 360 1== 622.47329 UNIFORM TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE E -29000 w at F9ght End -0k1ft I= `6 i:` 'inA4 W 0.00 kips PI Load 1.50 kips at 8.00 ft from left A,: 0.00 kips at 13. wft. from left :56.30; `s'iM3 0.00 kips at 13.01) ft. from left At x- 0.00 kips at 0.00 ft. from left Fye<. 0.00 kips at O.OD ftfrom left Partial Uniform 81.60 kilt from to w1 S 0.375 8.00 41.50 w2 78.8 0 11,50 30.00 W3 Fb 0 , 18.00. 36.00 Partial Triangular 95 psi klft on Rt side from to 1- 0.bm•Fr a a+b, W1 1 0. 14,00 15.00 W2 936.01 103 0. 16.00 30.00 w3 10.90 0 0.00 22.00 Reactions Left 6.28 kips Right 7.78 kips U-- 360 1== 622.47329 UNIFORM TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE E -29000 ":.ksi Maxpos I= `6 i:` 'inA4 Max nag U=- ' . •..360 Stresses E 3906 %•ksi At x= A,: 20.78. 11 tM'2 20.75 ft S= :56.30; `s'iM3 0.00 ft 1 t'.'_448 0'=inA4 At x- Steel Ei 24000' i ksi 0.00 ft Fye<. 50�%ksi 20.75 it Unbraced Length 2 81.60 Steel Req'd S 29.36 W3(rb=:66F,) 1 622.47 inA4 78.8 Doug Fir E;_ 1600 =ksi 0M-Fy Fb _ 1035 ;psi 12.29 Fv':- 95 psi 94.5 Cf on (1) off (2) - 1- 0.bm•Fr Req'd 10.25 1 11282.33 inA4 88.9 S 936.01 103 0.4amrr A 122.88 inA2 10.90 Glu Lam E';` 1800..'-� ksi 81 Fb'.:: ",24QQ=psi oe.®•Fr Fv.Psi 11.96 Width Desired--: 5.425 .`. `i in A . ._..Regd. ..._ t 1 1002874 inA4 fb S 403.65 inA3 *MIA A 70.74 inA2 #N/A. LVL E 1900 ,. :; ksi #NIA Fb 2 ANIA. #WA Fv " 285 , #WA #NIA Req'd NWA 1 9500.91 inA4 #NIA S 372.60 inA3 #NIA A 40.95 in12 #NIA Reactions Left 6.28 kips Right 7.78 kips U-- 360 1== 622.47329 UNIFORM TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE tv Shear At x= Maxpos 6.26 kips 0.00 ft Max nag •7.76 kips 41.50 ft 561.7 Moment At x= Max pos 80.73 kip -ft 20.75 ft Max neg 0.00 kip -ft 0.00 ft Steel Deflection At x- Max pos 0.0000 inch 0.00 ft Max nag -1.3844 inch 20.75 it U 360 81.60 tv fb 1J# 561.7 17148 239 Steel True S s (..d fw) I Fb fb Fb U# 1 w21x44 81.6 81.60 843 OaevFr 11.87 33.00 48a 2 W1Ax41 78.8 78.80 712 0M-Fy 12.29 33.00 412 3 MIMI) 94.5 94.60 984 0.bm•Fr 10.25 33.00 Gas 4 w1ex51 88.9 88.90 800 0.4amrr 10.90 33.00 463 5 wr4x5e 81 81.00 659 oe.®•Fr 11.96 33.00 301 DF A True $ S. t fv Fv fb Fb LI# 1 AWA *MIA #WA #WA #N/A. #NIA 95 #NIA WA rwA 2 ANIA. #WA #NIA #NIA #WA #NIA 95 NWA #NIA #wA 3 AWA #NIA #WA WA #NIA #NIA 95 #NIA #NIA #wA 4 ANIA #WA #WA #WA #NIA #NIA 95 #NIA #NIA #wA 5 AWA #NIA #NIA #WA #NIA #NIA 95 #NIA #WA AWA S' includes Cr GLB A S I tv Fv Po Fb' LI# 1 slaxw 153.8 768.8 11531 76 165 1260 2400 414 2 s IRMA 161.4 847.5 13349 72 165 1143 2400 479 3 etn.33 169.1 930.2 15348 69 165 1041 2400 551 4 s vas34s 176.(1 1016.7 17538 66 165 953 2400 630 5 e vexes 184.5 1107,0 19926 63 165 875 2400 715 ' Cy not included LVL A $ I tv Fv fb €b' t!# 1 ANrA #N1A #NIA #NIA #WA 285 #NIA 26W Awa 2 AWA #NIA #WA #NIA #NIA 285 #NIA 2600 awA 3 AWA #NIA #WA #NIA #NIA 285 #MIA 2600 Awa 4 AWA #NIA #NIA #WA #WA 285 #NIA 2600 ewA 5 MA #WA #WA #NIA #NIA 265 NWA 2600 AWA 'Cl not included a`+irn'e.4 o1 sx '�dt x IF t ? sb t IAl Ae €s x _ f r33;t'3r� :dl2k &r%x�, W`�ppi ITIt£.k a2.,. 1i .%ra[i 'S# r•'#E'" �# � '�a«Sa � ...- "'� •� �,, �a= f ?'1'E,* 1 ..w 5a. . ,s . t,;>"fl r N7.� - � y � y; �s� t�" 4 ;���.._ ..•:1.ta DELTA UNIFORM wX/24E1(LA3-2LXA2+XA3) PT LOAD Xw PbXI6EIL(LA2•bA2•XA2) DRS 312712007 AnyBeatn Best Don 5-28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2!25102 03127f07 Project: EIYUIDAitrftorfum. D: `Columns 'r`:, 22J, Left Size: Max pos 6.28 kips 0.00 it Steam 7.78 kips Length -7.78 kips Uniform w ...,.:,..,:O:Wft Triangle - wat Wt End 0 Wft Max pos 80.73 kip -ft w at Right End O�Wft Max neg W 000 kips Pt Load , 1:51), kips at 8.00 ft. from left At x= 0;a1) kips at 13.50ft. ftoni left 0.0009 inch • 4;94; kips at : 13.00 ft, from laft Max neg -1.3844 inch kips at 0.0k ft. from left :j.@.,00 kips at Q.w.ft. from left Partial Uniform Wit from to W1 0.37$' _,;.: 8100 = 41.54'. I v2 30,GO Po w3 , 0 '- ;18.00. 34.00; Partial Triangular 1 Wit on RI side from to 81.60 843 o. -F, a a+b wi 0 yea Urbraced Length;.: w2 "'0"" :'. 18.00,- 30:ao 78.8 W3 "01 0-00 22.00` E== ' 29000 `ksi U= 380' UNIFORM TRIANGLE IV� POINT FFM PARTIAi_. UNIFORM PARTIAL TRIANGLE ............................ Stresses E.'_ Reactions ShearAt x= Left 6.28 kips Max pos 6.28 kips 0.00 it Right 7.78 kips Max neg -7.78 kips 41.50 ft 561.7 Moment At x= 259 Max pos 80.73 kip -ft 20.75 ft Max neg 0.00 kiP-ft 0.00 ft Deflection At x= U==360 Max pos 0.0009 inch 0.00 ft 1== 622.47328 Max neg -1.3844 inch 20.75 ft U 360 ............................ Stresses E.'_ 294Q11 -'. ;,-ksl fv Po U# A inA2 561.7 17146 259 ;inA3 I.,: 448,03 ,:inA4 .. Steel E,- ........... . 29000 - .k Steel True S s (..&h dl I Fb Po Fb L/# Fy: 50' i`ksi 1 wzlxu 81.6 81.60 843 o. -F, 11,67 33.00 yea Urbraced Length;.: 2 .:'.. ft 2 wrsx" 78.8 78.60 712 a ry 12.29 33.00 122 Steel Req'd 3 W21XN 94.5 94.50 984 a4 Fy 10.25 33.00 669 S 29.36 inA3lF`=.eeF,l 4 wrsxss 86.9 88.90 600 s.m.Fy 10.90 33.00 483 1 622.47 inA4 5 wlsxsa 81 81.00 659 0M-Fy 11.98 33.00 381 Doug Fir E>': 1800':'. 1;ksi DF A Two S. I fv Fv fb Fb LI# Fb'i 1035'' S,:psi 1 NwA #NIA #WA #NIA #NIA #NIA 95 #NIA #NIA avA Fv'.- 95 -;',psi 2 NWA #NIA #N1A NWA 91,11A #NIA 95 #N!A #WA NwA Cfon(1)off (2)..:_ 1 3 Neu #NIA #WA #NIA #NIA #NIA 95 #NIA #NIA awn Req'd 4 wA #NIA #WA #NIA #NIA #NIA 95 #NIA #NfA NwA 1 11282.33 in14 5 MA #NIA #NIA #NIA #NIA #NIA 95 #WA #NIA NWA S 936.01 inA3 S' includes Cr A 122.86 in -2 Glu Lam E,,. 1600" ;:"ksi GLB A S I fv Fv Po Fb' Lia' Fb:. 2400' =-':psi 1 5115.30 153.8 768.8 11531 76 165 1260 2400 414 Fv :< 165 >::L}psi 2 1usx3i.s 161,4 847.5 13349 72 165 1143 2400 479 Width Desired 5125 ��::s in 3 s.in.0 169.1 930.2 15348 89 165 1047 2400 554 Req"d 4 srls.m.s 178.8 1016.7 17538 56 165 953 2400 e3e 1 10028.74 inA4 5 st0.m 184.5 1107.0 19926 63 165 875 2400 Its S 403.66 inA3 • Cv not included A 70.74 W2 LVL E , 195iO ; : ksl LVL A S I Fr Fv Po Fb • Ll# Fb 2600" -.,'psi 1 NwA #NfA #NIA #WA #NFA 285 #NIA 2600 rruA Fv`-: 285., psi 2 NwA #NfA #WA #NIA #WA 285 #NIA 2600 NwA Req'd 3 NWA #NIA NWA #WA #N1A 285 #NIA 2600 NwA 1 9500.91 104 4 NNA #NIA NWA #WA #NIA 285 #NIA 2600 NwA S 372.60 inA3 5 NWA #NIA #WA #WA #NfA 285 #NfA 2600 NwA A 40,95 in -2 ' Cf not included g m e �[£t A� DELTA UNIFORM wX/24EI(LA3-2ICA2+XA3) PT LOAD Xaa PbX/6EIL(LA2-bA2-XA2) DRS 312712007 AnyBeam Best Don 5.28-99 TS BA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03/17107 Project: 9YUIDAud€torlum D: `Columns• Left 22J.5 Max Pos Size: 0.00 it Right 7.78 kips Max nag Beam 41.50 it 561.7 Lenglh 17146 Uniform At x= w ..... ,...:o klft Triangle 20.75 ft 5850'.f,rin13 wattartEnd 0 via 0.00 kip -ft 0.00 ft w at R€ghl End ,6,klft Deflection At x= UM= 360 W 0.00 kips Pt Load ";9:511: I = '622.47328 kips at town. from left •1.3844 Inch 20.75 ft kips at 13.5011. from left 360 - 29000, ksi ...--ksi u;00 kips at 13,00 -ft. from left 8(�5adl I Fb kips at 0,00'ft from left 0.00 kips at 0.00; ft from left Partial Uniform 81.6 81.60 km from to wl It) 6.375 , •@.00:... 41.50 2. ', R W2 wtdx" 0• : -�' " 11.50 30m 712 u F r Q tfi.66 '_ a6:oo. Partial Triangular Steel Req'd k1ft on Rt side from to 94.5 94.50 984 ad Fr a a+b w1 33.00 412 .0 14-00 15.00' 4 wiaxsc 88.9 0 - i 16.0030,00 O.ras•rr W3 ; 0 0.00 _ 22.04' E_=' 29000 =ksi I = 622 W4 t1== ' 360. UNIFORM TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE Stresses E. Reactions Shear At x = Left 6.28 kips Max Pos 6.28 kips 0.00 it Right 7.78 kips Max nag -7.78 kips 41.50 it 561.7 17146 Moment At x= Max PCs 80.73 kip -ft 20.75 ft 5850'.f,rin13 Max nag 0.00 kip -ft 0.00 ft Deflection At x= UM= 360 Max pos 0.0000 inch 0.00 It I = '622.47328 Max nag •1.3844 Inch 20.75 ft U 360 - 29000, ksi ...--ksi Stresses E. 29Gg0, .-; ksi N fb L/# A .�: SO 78�-';;inA2 561.7 17146 M S,. 5850'.f,rin13 VO4 Steel - 29000, ksi ...--ksi Steel True 8(�5adl I Fb Fy ° 50 1 w2ix44 81.6 81.60 843 It) Fb LHI Unbraced Length 2. ', R 2 wtdx" 78,8 78,80 712 u F r 1 1.87 33.Do ass Steel Req'd 3 w2txsO 94.5 94.50 984 ad Fr 12.29 33.00 412 S 29.36 W3 1F, =secs) 4 wiaxsc 88.9 88.90 800 O.ras•rr 10.26 33.00 56e 1 622.47 in14 5 wnxao 81 61.00 659 O.M-Fr 10.90 33.00 aeaO•Fr 11.96 33.00 331 Doug Fir E :.- 1600 ...: k5l DF A True S S' I N Fb 1035 ';,ps) -- 1 awe #NIA #WA #NtA #NIA #NIA Fv 95 Po #.WA Fb L7# #NIA Fv 95, ..:.;psi 2 kwA #WA #WA #N1A AWA #NIA 95 NWA awn #N/A Cf on (1) off (2),;, 3 wtrA #NIA #WA #WA #NIA #NIA 95 #WA rwA #N/A Req'd -4 4 AWA #WA #WA #WA #NIA #WA 95 #WA swA #N/A 1 11282.33 in 5 NWA #N1A #N1A #N1A #WA #WA 95 #WA r. NWA S 936.01 inA3 S' includes Cf swA A 122.86 W2 Glu Lam E `' 1806 -;-. ksi GLB A S. I r`b 2466 ' psi 1 etnxM 153.8 768.8 11531 N 76 Fv 165 ft3 1260 Fd • L!# Fv Width Desired -`r •165 %;'.Psi 5.125: 2 sirwi.s 161.4 847.5 13349 72 165 1143 2400 414 2400 479 .'-in Req'd 3 smx33 169.1 936.2 15348 69 165 1041 2400 551 1 10028.74 W4 4 5 s1ID.[74.s 176.8 1016.7 17538 66 165 953 2406 an 8 403.65 inA3 s taxa 164.5 1107.0 19926 63 165 875 2400 71s A 70.74 inA2 ' Cv not included LVL E• 1960,ks€ LVL A 5 1 Fb Fv-°,' 60 20 .;psi 285., 1 sx1A #N1A #WA #WA N #NIA Fv 285 Po #NJA Fb• L1# 2600 swA -_psi Req'd 2 AWA #NIA #N/A #N1A #WA 285 #NIA 2600 rWA i 9500.91inA4 3 4 IWA #WA #N/A #N1A #NIA 285 #NIA 2600 swA S 372.60 inA3 5 RUA #N/A #NIA #N/A #NIA 285 #WA 2600 swA A 40.95 inA2 MA #NIA #WA #NIA #N/A 285 #WA 2600 swA • Cf not included DELTA UNIFORM wXl24E1(LA3-2LXA2+XA3) PT LOAD X" PbX16EILiLA2-bA2-XA2) DRS 3/27/2007 AnyBeam Bast Don 5-28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SMEAR, MOMENT, AND DEFLECTION Revised 2!25102 03/27107 Project; BYUIDAUdtdrium I D: Columns �' 2K Left Size: Max pos 6.28 kips 0.00 ft Beam 7.78 kips Length 41,50: ft. Uniform w '0 kin. Triangle At x= wal Left End 0 kin Max pas 80.73 kip -ft wet Right End '... 0�. kin S -- Max nag w 0.00 kips Pt Load ' 1.54'. kips at 8.00`.'.ft from left At x= 00.� kips at _ :13:60, ft. from left 0.0000 inch .;0.091 kips at r 13.00 ft. from left Max neg .O.i10 kips at O,OOft, from left 0.00 kips at OA4'1L from left Partial Uniform kin from to Steal W1 a(moaaeal I Fb M2 D ;`11150 - 30,DR; o -.ts.oa ,3b.Ob' Partial Triangular v221x44 kin on Rt side from to 843 o,cw•ry a a+b 11.87 W1 A->` �t4AR 1�5a00. 2.,,...,,;. ft W2i6.00 wux44 .:'. 30.970 78.80 w3 0 _ _ , ;. ' OA0 '. 22,00' E_= 29000 :'..ksi I:: .822' inA4 U==' '.360-.i UNIFORM TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE Stresses E i_. Reactions Shear At x= Left 6.28 kips Max pos 6.28 kips 0.00 ft Right 7.78 kips Max nag -7.78 kips 41.50 ft 561.7 Moment At x= 259 Max pas 80.73 kip -ft 20.75 ft S -- Max nag 0.00 kip -ft 0.00 ft Deflection At x= U== 360 Max pas 0.0000 inch 0.00 ft 1==_x.822.47328 Max neg •1.3844 Inch 20.75 ft U 360 Stresses E i_. 290Dp ;',-:ksi N fb A <' _ 20 78 ; ' Fn"2 561.7 17146 259 S -- 50.50 "= W3 I 448 0.-.iin-4 Steel '29000,;:ksi Steal True a(moaaeal I Fb fb C: 50 'iksi 1 v221x44 81.6 81.60 843 o,cw•ry 11.87 Fb 33.00 U#Fy' Unbraced Length,,.;,;.;,,.., 2.,,...,,;. ft 2 wux44 76.8 78.80 712 awry 12.29 33.00 458 Steel Req'd 3 w2u5o 94.5 94.50 984 o.orm•Fy 10.25 33.00 412 5w S 29.36 inA31Fe-.%F,l 4 wraxso 88.9 88.90 800 o ry 10.90 33.00 1 822.47 Wit 5 wlax5a 81 81.00 659 0y Fy 11.96 33.00 4e3 381 Doug Fir E -. 1800 ksi DF A True S S. I fv Fv fb F5 1035 I,psi 1 NWA #NIA #WA #NIA *N/A #NIA 95 NWA Fb #NIA L#D Fv Js'; -'.,.psi 2 NWA #NIA #NIA #WA #NIA #NIA 95 #WA #NIA :wA Cf on (1) off (2) 1 3 MA #NIA #WA #NIA #NIA #NIA 95 #N1A #NIA ewA Reqd 4 MA #NIA *N/A #WA #NIA #NIA 95 #NIA #WA rwA rwA 1 11282.33 in -4 5 rwA #NIA #NfA #NIA #WA #N1A 95 #NIA #NIA S 936.01 in -3 S" includes Cr rwA A 122.86 inA2 Glu Lam E `: i,800.- '- ksi GLB A S I fv Fb ;: 2400 :'psf 1 5118x3a 153.8 768.8 11531 76 Fv 165 fb 1260 Fb • 24DO U# „psi 2 5118331s 181.4 847.5 73349 72 165 1143 2400 n4 Widal Desired .' 5,125. �. in 3 s 118x33 169.1 930.2 15348 69 165 1041 2400 479 Req'd 4 6118A34.5 178.8 1016.7 17538 66 165 953 2400 551 1 10028.74 in -4 5 5118.36 184.5 1107.0 10926 63 165 875 asa S 403.65 in13 2400 715 A 70.74 W2 " Cv not included LVLE 1900 , -:ksi -+psi LVL A S I fv Fv fb Fb' U# Fb -: 2600 1 rwA NWA #WA WA #NIA 285 #NIA 2600 Fv:::.. 285 -,Psi 2 MA #WA NWA #NIA #WA 285 #NIA 2600 rwA Reqd 3 IHIA #NiA #NIA #WA #NiA 285 #NIA 2600 #nuA swA F 9500.91 W4 4 NHIA #WA #NIA WA #NIA 285 #WA 2800 swA S 372.60 W3 5 MA #N/A #NIA #NIA #NFA 285 NWA A 40.95 inA2 2600 ewA Cf not induded DELTA UNIFORM wXI24El(LA3-2IXA2+XA3) PT LOAD X<a PbX/6EIL(LA2-b-2-XA2) DRS 312712007 AnyBeam Best Dun 6.28.99 TSSA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03!27107 Project; Reactions N I Ds At x= Left 6.28 kips Size: 6.28 kips a �` Right Beam Max neg Length 41.508. Uniform 17148 w :0`Wit Triangle watLeft End 0 Wft 80.73 kip -ft 20.75 R w at Flight End O R -kips Max neg 0.00 kip -ft w 0.00 Pt Load 60 kips at 8 00=ft. Trom left U==' ' QO SIR# kips at 13 50ft. from left 0.00 ft I== 822:47328. kips al 1300 ft. from left -1.3844 inch -,.. ,�,6 1.0.00: kips al - 0.00 R. from left 11 360 kips atp.00' ft. from left Partial Uniform s (+au @d) WR from to 0.3.76 =.0.376 _ - ;"SAO ,41.60_ Fy ` ,` w2 0, 11.50 '- 30:00 81.6 w3 843 O.MF, Partial Triangular klft on Rt side from to Unbraced Length. ,'_ 2 - . ;,. R 2 a a+b 78.8 W1 0 .. 1440 '.:15.00 W2 d 16.00 -. 30.00 Steel w3 0 -` 0.00 �- 22.00 E-- �29000, ;:,,:ksi I••. 622 -inA4 LN= 360 UNIFORM TRIANGLE ._.� POINT PARTIAL UNIFORM PARTIAL TRIANGLE Stresses E,`; 39680: ; ksi Reactions N Shear At x= Left 6.28 kips Max pos 6.28 kips 0.00 ft Right 7.78 kips Max neg -7.78 kips 41.50 r 17148 Moment At x= Max pos 80.73 kip -ft 20.75 R Max neg 0.00 kip -ft 0.00 ft Deflection At x= U==' inA4 Max pos 0.0000 inch 0.00 ft I== 822:47328. Max neg -1.3844 inch 20-75 R 11 360 Stresses E,`; 39680: ; ksi N fp u# 561.7 17148 258 S ,56,50 e`'inA3 inA4 .... Steel E .......... . 29000 : �: ksi Steel True S s (+au @d) I Fb fb Fb Lf# Fy ` ,` 50 , hksl 1 W21X" 81.6 81.60 843 O.MF, 11.87 33.00 48a Unbraced Length. ,'_ 2 - . ;,. R 2 wnex4s 78.8 78.80 712 a,MF, 1229 33.00 Steel Req'd 3 wnxse 94.5 94.56 984 obal'F, 10,25 412 33.00 569 S 20.36 W3tra= GGFri 4 wlexso 88.9 88.90 800 0,65VF, 10.90 33.00 1 622.47 inA4 5 w1tx55 81 81.00 659 asevy 11.96 Asa 33.00 381 Doug Frr E.,? ,1600- ksi OF A True S' I fv Fv fb Fb;" 1035 .� psi 1 NWA #NIA #WA #NIA #NIA #WA 95 #NIA Fb LI# #NIA Fv ..., 95` -'`.psi. 2 rxrA #NIA#N!A #NIA #N1A #N!A 95 #MIA .wA #NIA swA Cf on (1) off (2), �,.: 1 3 ewe #NIA #WA #NIA #NIA #N1A 85 #NIA #NIA Req'd 4 SWA #NIA #WA #WA #N!A #NIA 95 #NIA .wA #WA 8wA 1 11282.33 inA4 5 ewA #N1A #WA #WA #N!A #N!A 95 #N1A #WA 8wA S 936.01 in -3 S' Tndudes CF A 122.86 W2 Glu Lam E - 1800- "iksi GLB A S I fv Fv fb Fb; `' 2400" psi 1 6113.30 153.8 768..8 11531 76 185 1260 Fb' L7# 2440 -psi 2 s 1nx31.s 181.4 847.5 13349 72 165 1143 414 2400 WidthDesued. ,1,25;_...'.'in 3 5113.33 169.1 930.2 15348 69 165 1041 ae 2400 Req'd 4 s ln.34.s 176.8 1016.7 17538 66 165 953 551 2406 e3o 1 10028.74 inA4 5 414.38 184.5 1107.0 19926 63 165 875 2400 S A 403.65 in13 70.74 W2 715 ' Cv not included LVL E , 1900„ 'Asl LVL A S I fv Fv fb • Fb -- 2600` =,psi 1 SWA #NIA NWA #NIA #N!A 285 #WA Fb U# 2600 ewa Fv 285 psi 2 SWA #NIA #NIA #NIA #NIA 285 #WA 2600 ewA Req' d 3 ewA #WA #NIA #WA #NIA 285 #NIA 2600 rwA 1 9500.91 inA4 4 SWA #NIA #WA #NIA #NIA 285 41191A 2800 S 372,60 inA3 5 OVA #NIA #NIA #WA #WA 285 #WA 5wA 26DO A 40.95 W2 8wA ' CT not included DELTA UNIFORM wV24E1(LA3-2LXA2+XA3) PT LOAD X<a PbXl6EIL(LA2-bA2-XA2) DRS 312712007 AnyBeam Best Dan 5-28.99 TSBA BEAM DESIGN SIMPLE SPAN SEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125!02 03/27107 Project. BYU10Autliforium Shear I D: ;Co[iiu..me�ns 22L - . 6.28 kips 0.00 ft Beam Length 41 50 ft. Uniform w ,O,,,klft Triangle walL68Er1d 0 km Max pos w at Right End'`` 20.75 ft 259 w 0.00 kips Pt Load 1.50 kips at ;. B.OU'q. from left Deflection - 0.66, kips at - i3.50'tt.. from left Max pas 0.40' kips at •. 13.00:;1. from left 1==- 822.47328 0.60 kips at 0.06ft. from left 20.75 ft . 0,0ir kips at 0,9,0, ft. from left Partial Uniform loft from to W1 ::0.375 -, %8.00 , ,41:50' w2 0 115¢ '.- 30.00`; .y x3 fl 18 Oq i 30.90 Partial Triangular kRt on Rt side from to 29000, ksi a a+4 True W1 0 "`_14.00 :. 15:00. Fb w218.00.30.00; Ib W3 q '= .0.90 22.OA E_= 29000 s.: ksi I== 622'1 W4 U-->` , , 360:. UNIFORM 1 1 'TRIANGLE IV POINT 1 1 PARTIAL UNIFORM PARTIAL TRIANGLE Reactions 29000 ksi Shear At x= Left 6.28 kips Max pos 6.28 kips 0.00 ft Right 7.78 kips Max neg -7.78 kips 41.50 fl A MomentAt x= 561.7 Max pos 80.73 kip -41 20.75 ft 259 Max nag 0.00 kip -ft 0,00 ft Deflection At x= LJ_' 366 Max pas 0.0000 inch 0.00 ft 1==- 822.47328 Max neg -1.3894 inch 20.75 ft U 360 1 Stresses E, -t 29000 ksi tv Po U# A ' 2078 `*inA2 561.7 17148 259 S :'::56sq_.;..in13 1 .448.0. in -4 Steel 29000, ksi Steel True stn=s8Ad1 I Fb Ib Fy SR ..:ksi 1 w:txse 61.6 81.60 843 oem.rr 11.87 Fb 33.00 U# Unbraced Lenglh...�.. ,..Z.,, ;.;. (t 2 wlsxa 78.8 78.80 712 a n•rr 12.29 33.00 412 Steel Req'd 3 w21x56 94.5 94.50 984 0.M'Fr 10.25 33.00 4u Me S 29.36 in43 (r,- MF,) 4 wlsxsa 88.9 88.90 800 o.cso•Fr 10.90 33.00 4w 1 622.47 inA4 6 w1sx63 81 81,00 659 11.96 33.00 381 Doug Fir E, 1600 ' : ksi DF A True S S. I fv Fv fb Fb L7# Fb 1035 -_:psi 1 #wA #N1A #NIA #WA #NJA #NIA 95 #NIA #WA ewA Fv. 95 psi 2 #WA #N1A #NIA VIVA #NIA #N)A 95 #N1A #WA ewA Cf on (1) of! (2),,; 1, , 3 6wA #WA #NIA #WA #NIA #NIA 95 #N1A #WA Req'd 4 #wA #NIA #WA #t41A #NIA #WA 95 #NIA #WA swA #wA I 11282.33 in14 5 EWA #WA #WA VIA #NIA VIA 95 #N1A #NIA S 936.01 inA3 S' includes C< swA A 122.86 inA2 Glu Lam E;:., 1.800 . ','ksi GL8 A 5 1 Fb .. 24gq; `%,psi 1 511e.m 153.8 768.8 11531 ri 76 Fv 165 fb 1260 Fb' 2400 1.I1 Fv,' 185 ;Psi 2 61r6.31.3 161.4 847-5 13349 72 166 1143 2400 414 vMdthDesired..-.,.5125 ?in 3 sins) 169.1 930,2 15348 69 165 1041 2400 479 Req'c1 4 s tn.34.s 178.8 1016.7 17538 68 165 953 2400 551 can 1 10028.74 inA4 5 51/4.36 184.5 1107.0 19926 63 165 875 2400 S A 403.65 in -3 70.741nA2 715 `Cv not included LVLE;�`._ 19fl0, ;ksi LVL A S I fr Fv fb FV :. 2660 ;psi 1 #wA #WA #WA #NIA #NIA 285 #WA Fb' 2600 U# Fv' 285 . psi 2 fwA #WA NWA #WA #N1A 285 #NIR 2600 #wA Regd 3 awA #WA #NJA #NIA #NIA 285 #NIA 2600 ewA NwA ! 9500.91 inA4 4 awA #WA #NIA #N1A #N1A 285 #NJA 2600 S 372.60 inA3 5 irwA #N1A #N1A #NIA #NFA 285 #NIA #wA A 40.95 1nA2 2600 #wA ' Cf not included DELTA UNIFORM wX124E1(LA3-2L)(A2+XA3) PT LOAD X -a PbXJ6EIL(LA2-b2-XA2) DRS 3/2712007 AnyBeam Best Oon 5-28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised M5102 0327/07 Project: UYUfDAuditorjum _ ID: ;Galumna':`- 22L.5 6.28 kips Size: 6.28 kips 0.00 8 Right Beam Max neg Length 41,50.ft.. Uniform w .. 0klft Triangle watLeft End 0 Wit 80.73 kip -ft. 20.75 ft watRightEnd 0k/ft Max neg 0.00 kip -N W 0.06 kips Pt Load kips at &t10'.ft from left u== 380 _-Q,00: kips at 13,50,8. from left 0.00 it t40,. kips at 13001. from left -1.3844 inch 20.75 R kips at 000; 0. from left u ,D.Go kips at 0 Wfl. from left Partial Uniform True Wft from to Fb W11 '0,375 81:50 W2 ll ..11.50 "30.00: wnx44 W3 _ 0. 19.00 311.00. Partial Triangular kllt on Rt side from to Fb u# 33.00 4e8 UnbracedLength.' '2 ''ift a a+b wtax4e W1 0- 14.00 06WFr w2 0 `` 1800 '. :` '40.0 33;00 Via _ _ 0.. r_ 000 E •_ - 29004 ksi 1 == ".§22- - do"4 LI=s 360.., UNIFORM -LLLLei TRIANGLE t I POINT FFTI PARTIAL UNIFORM PARTIAL TRIANGLE Stresses Reactions Shear At x= Left 6.28 kips Max PCs 6.28 kips 0.00 8 Right 7.78 kips Max neg -7.78 kips 41.50 R 561.7 17146 Moment At x= Max pos 80.73 kip -ft. 20.75 ft in"3 Max neg 0.00 kip -N 0.00 R Deflection Al x= u== 380 I Max pos 0,0000 inch 0.00 it I== - 622.47328 Max neg -1.3844 inch 20.75 R u 360 29000 „',ksi Stresses ksi fv tp L1# A '20J6`' `::-. in -2 561.7 17146 259 in"3 I '.448A in"4 Steel .` 29000 „',ksi Steel True s[aoa8.a1 I Fb Ib Fy ,, 50 ksi 1 wnx44 81.6 81.60 943 a.aea•rr 11.87 Fb u# 33.00 4e8 UnbracedLength.' '2 ''ift 2 wtax4e 78.8 78.80 712 06WFr 12.29 33;00 Steel Req'd 3 w2wo 94.5 94.50 984 0.a00rr 10.25 412 33.00 5m S 29.36 in43(ra= ser,) 4 Wlaxso 88.9 88.90 800 0.aso•rr 10.90 33.00 1 622.47 in"4 5 W1a1t50 81 81.00 659 oeeo•rr 1.1.96 03 3300 381 Doug Fir E is 1'600 ksi OF A True S S. I fv Fv IIIFb L/# Fb :. 1035• ;:;psi 1 OVA #N/A #NIA #N/A #WA #WA 95 #N/A #NIA rwA Fv :, 95 ,;:'psi 2 WA #N/A #NFA #NIA #WA #NIA 95 #NIA AWA rwA Cf an (1) off (2);. - ...�. _ 3 *WA #WA NWA #N/A #NIA #NIA 95 #WA #N/A Req- d 4 rwA #WA *WA #N/A #WA #NIA 95 #N/A #wA *NIA rwA 1 11282.33 in"4 5 INu #N/A *NIA #NIA #WA #NIA 95 #NIA #NIA rwA S 936.01 in -3 S' includes Cf A 122.86 in12 Glu Lam E , 1800 .':' ksi GL8 A S I IV Fb 2400 Jpsi ', 1 s1n:30 153.8 788.8 11531 76 Fv 185 fb 1260 Fb' U# 2400 Fv :- 1q6 ;psi 2 sMOLE 161.,4 847.5 13349 72 185 1143 414 2400 Width Desired .5,125::.:',1 in 3 8 Vax33 169.1 930.2 15348 69 165 1041 479 2400 Req'd 4 s in,u,s 178.8 1016.7 17538 66 165 953 551 2400 1 10028.74 W4 5 $1/8.30 184.5 1107.0 19926 63 185 wo S 403.65 in"3 875 2400 716 A 70.74 in"2 'Cy not included LVL.E 19001, -ksi LVL A S I IV Fv ft) Fb 2600'' -,psi 1 exrA #N/A. #NIA #NIA #NIA 285 #N/A Fb' L/# 2600 #wA Fv- .; 206 -.:, psi 2 INCA #N/A #N/A #WA #N/A 285 #NIA 2600 rwA Ragd 3 NN1A #N/A #N/A #N/A #N/A 285 #N/A 2600 rwA I 9500,91 in"4 4 INIA #WA #NIA #NIA #WA 285 #NIA 26W S 372.60 in"3 5 MA #NIA #WA #NIA #N/A. 285 #WA rwA A 40.95 in -2 26W EWA ' Cf not included DELTA UNIFORM wM4E1(L"3-2LX"2+X"3) PT LOAD Xaa PbX/6EIL(LA2-V2-X"2) DRS 3/2712007 AnyBoam Best Don 5-28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2!25102 03127107 Project:�i'-wl.-' W1 SI2e: a 14.00 `j.r`���:�,_. Beam Length Uniform w .,,,,;!,:b.:j.8$ikht Triangle 0 <-` .6 watLellEnd 0l1ft w at Right End � 0. kill Shear W 0.00 kips Pt Lead s - kips at kips at kipsOd;ft. 8�90ft. from left 4'G ft. from left from left '. 22.00 kips at r_ 11D.'.ft. from left Max pos 3.15 kips kips at ;A,: 000ft. from left Partial Uniform k1R from to Right 0 <,- 8,b0_-' 41.50. Max nag W2 33.50 ft a tabu: 3d.00 Partial Triangular klft on Rt side from to 11111111 UNIFORM TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE ?..;ups 0ka"§aizWUra `tI DELTA UNIFORM wXl24EI(LA3-2LXA2+XA3) PT LOAD X<a PbMEIL(LA2-bA2-XA2) DRS 312712047 AnyBearrl Best Don 5.28.99 W1 0 .. 3:_ a 14.00 a+b d':::15.00. W2 0 <-` .6 16.00 `, 30-Oo�. Reactions Shear At x= W3 ;� - '- 0100 '. 22.00 Left 3.15 kips Max pos 3.15 kips 0.00 ft Right 3.15 kips Max nag -3.15 kips 33.50 ft Moment At x= Max pas 26.37 kip -ft 16.75 ft Max nag 0.00 kip -ft 0.00 ft E .a 29000 ,.:�-ksi -7fi5'-:�. Deflection At x= IS- jnA4 U== 361 Maxpos 0.0000 inch 0.00 ft U== -360._=; I==, 164.51218 Max nag -1.1134 inch 16.75 ft U 361 Stresses E -." ........................ -29000- ;'.ksi fv fo L,r# A ' . 20.76, in -2 227.3 5601 see S i `S6.50'.: 'In -3 I ,. 4480 �-inA4 ...................... Steel E ;;; 29000 - ksi Steel True S s tmodW I Flo fb Fill U# F7, :.; 50 =-:;ksi 1 w13x22 29 29.00 199 u.aemrr 10.91 33.00 +3s Unbrated Length 9.� 2 ,,:�,tft 2 ww a 33.4 33.40 204 e�F, 9.48 33.00 aae Steel Rev 3 wtrx2r 38.4 38.40 301 o.e60'Fr 8.24 33.00 659 5 9.59 1031Fe=.e6F,1 4 w14x21 35,3 35.30 245 0. arFr 8.97 33.00 536 1 164.51 inA4 5 w12x33 38.6 38.60 238 0.aa0'Fr 8.20 33.00 521 Doug Fir E 1600 s=ksi DF A True S S. I fv Fv to File Ll# Fb1035 - .�. psi i NWA #N!A #WA #N!A #NIA #NIA 95 #NIA #NIA swA Fv :. 9$' °-;psi 2 WUA. #NIA #WA #NIA #WA #NIA 95 #NIA #NIA rwA Ct on (1) off (2) 1 3 OWK #WA #NIA #NIA #NIA #NIA 95 #WA #NIA swA Req'd 4 9WA #NIA #WA #NIA #NIA #N1A 95 #WA #NIA swA 1 2981.78 W4 5 rWA NWA #WA #N1A #WA *NIA 95 #WA #NIA rwA S 305.77 W3 S' includes Cf A 49.72 W2 Glu Lam E- ;.. 1800 ,"s ksi GLB A 5 I ry Fv ft) Fb' LI# Fb' -: 2, all ;;.'psi 1 sua.1ts 99.9 324.8 3167 47 165 974 2400 +3o Fv; "'; 1165 , e psi 2 simr2i 107.6 3763 3955 44 165 840 2400 sir Width Desired.. 5125 ; �:'in 3 sln.us 115.3 432.4 4865 41 165 732 2400 661 Req'd 4 SINX14 123.0 492.0 5904 38 165 643 2400 BW I 2650A7 M14 5 simme 130.7 555.4 7082 36 165 570 2400 662 S 131.88 W3' Cv not included A 28.63 inA2 LVL E ' = 1900 ' : ksi LVL A S I fv Fv fb Fb' L/# Fb' ` 2600 `r?: psi 1 13113 94.5 283.5 2552 50 285 11118 2800 ass Fv-'.' psi 2 13)13 94.5 283.5 2552 50 285 1116 2600 Sae Req'd 3 t311e 94.5 283.5 2552 50 285 1116 2600 See 1 2510.98inA4 4 13it3 94.5 283.5 2552 50 285 1118 2600 ase S 121.72 in A3 5 13113 94.5 283.5 2552 50 285 1116 2600 Sas A 18.57 W2 ' Cf not included ?..;ups 0ka"§aizWUra `tI DELTA UNIFORM wXl24EI(LA3-2LXA2+XA3) PT LOAD X<a PbMEIL(LA2-bA2-XA2) DRS 312712047 AnyBearrl Best Don 5.28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2!25102 03/27/07 Project: 8YU ID Audjtbnum ' I D: At x = Left 2.09 kips Size: 2.09 kips 0.00 It Right Beam Max neg Length ' 3341). ft. Uniform 151.1 w : _ b.125`klft Triangle 1,474 watLeft End 0 Wft 17.54 kip -11 16.75 ft w at Right End 0k/ft Max. neg 0.00 kip -ft W 0.00 kips Pt Load 0!o' kips at 8 00 ftfrom left L! = 543 09 kips at kips at ` 13,50;8 from left 13 00'8 from left 0,00 ft I==: 109:3831, kips at0-Wlft. , from left -0.7403 inch 0.00 kips at '. 0.00411. from left Partial Uniform 543 tuft from 10 W1 .. Q ':. 8.00< 41j5f1: Steel W2 s (-&fisd] 30:00. Fb w3', Partial Triangular k/h on Rt side from to 1 w12x1s 21.3 a a+b 130 W1 = .0' ; ':14.00 , ��, 1500" fb 9.88 W2 0: ". ` 16.001"':00.. 2,,, _ .rft 2 Wt2x22 0.00 2210, E__ 29000 >: ksi 1=+, .185 'in14 j.U.u.u.L� UNIFORM l l TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE Stresses E,. ' ReactionsShear fv At x = Left 2.09 kips Max pas 2.09 kips 0.00 It Right 2,09 kips Max neg -2.09 kips 33.50 ft 151.1 Moment At x= 1,474 Max pas 17.54 kip -11 16.75 ft Max. neg 0.00 kip -ft 0,00 ft At x= L! = 543 MaxposDeflection 0.0000 inch 0,00 ft I==: 109:3831, Max neg -0.7403 inch 16.75 ft J 543 Stresses E,. ' 2900Q, :;ksi fv fb L7# A . 20 78 inA2 151.1 3724 1,474 1 I' '448.0 in14 Steel E - 29000 ksi Steel True S s (-&fisd] I Fb Fy 50: ksi 1 w12x1s 21.3 21.30 130 osm^ry fb 9.88 Fb 33:00 LI# Unbraced Length. :._ 2,,, _ .rft 2 Wt2x22 25.4 25.40 156 ossrry 426 Steel Req'd 3 wt4x22 29 29.00 199 8.28 33.00 513 S 5.36 inA3(Fy= c6F.,1 4 MOx22 23.2 23.20 118 a.mwy 7.26 33.00 655 1 109.38 inA4 5 61Dx21,4 24.7 24.70 124 0.6arFY 9.07 3300 ash o,sso-ry 8.52 33,00 406 Doug Fir E .. 1600, ' Sksi DF A True S S. I fv Fv Fb - _ 1035 psi 1 NUA #WA #WA #NIA #N/A #WA 95 f i #NIA Fb #NIA 41# Fvpsi 2 awA #WA #N/A #WA #NIA NWA 95 #NIA #N/A #wA CF on (1) off (2), 1 - 3 swA #NIA #WA #WA #NIA #WA 95 #N/A ewA Req'd 4 MA #WA #NIA #WA #WA #NIA 95 #NIA #N/A #N/A swA 1 1982.57 inA4 5 #wA NWA #NIA #WA #WA #NIA 95 #NIA #N/A e. S 203.31 inA3 S' Includes Cs #wA A 33.06 inA2 Glu Lam E ?ksi GLB A S I Fb 2400 :psi 1 s trax.s 84,6 232.5 1919 fv 37 Fv 165 to 905 Fb*n L1# Fv s ',;5125�".":in 165 ;psi 2 suwa 92.3 278.8 2491 34 165 160 2400 ase Width Dashed 3 slexss"s 99.9 324.8 3187 31 165 2400 sae Req d 4 s VIYN 107.6 376.7 3955 29 165 648 559 2400 2400 647 1 1762.28 inA4 5 s 176x22.5 115.3 432.4 4885 27 165 " S 87.68 inA3 487 2400 984 A 19.03 inA2 ' Cv not Included LVL E .. 1900: ksi LVL A S I fv Fb " ` 2600 . -', psi 1 12) 14 63.0 189.0 1701 50 Fv 285 fb 1113 Fb = L/# Fv , 285'"" • psi 2 (3)16 84.0 224.0 1792 37 285 939 2600 2600 367 Req d 3 (3)18 94.5 283.5 2552 33 285 742 2600 389 I 1669.53 in04 4 (3(18 94.5 283.5 2552 33 285 742 260D sso S 80.93 inA3 5 J3)1$ 94.5 283.5 2552 33 sso A 11.02 inA2 285 742 2600 SSD "Cf not included DELTA UNIFORM wX124E1(LA3.2W2+X"3) PT LOAD X<a PbXIBEIL(LA2-bA2-X"2), DRS 312712007 AnyBeam Best Don 5.28-99 TSBA BEAM RESIGN SIMPLE SPAN BEAM - SMEAR, MOMENT, AND DEFLECTION Revised 2125102 03127107 Project: BYUIDAudttorlum " I n: Golumns -?`, 22N 7tX.. 3.15 kips Size: 3.15 kips 0.00 ft Right Beam Max nag Length 33,54 ft. Uniform 227.3 w 1.0.188'. vft Triangle 96b watLeft End 0 k/Po 26.37kip-fl 16.75 ft watNghtEnd 0fk1Po S Max nog W - 0.00 kips Pf Load . 0.00 kips at $.00 It. from left At x= 1-1== 361 kips at .a. "d:R from left 0.0000 inch 000 kips at fl from IaR Max neg 0"0O kips at i)Q'R. from Isft 0.00; kips at D 4DSft from left Partial Uniform Wit from to W 10 True S 41.50, 1 w2 y�A 0 .s " 30.00 FY50 Partial Triangular 1 k/fl on Rt side from to 29 29.00 199 a a+b wl Po 10.91 0 `14.00 _..15.06. Lf# w2 ,Z ft 0 '.; 16.00'; 30.00. wi2us 33.4 33.40 0 0.00 E_= 29000 ":ksi 165-. 'in14 U -I 3616 UNIFORM TRIANGLE POINT PARTIAL UNIFORM ft PARTIAL TRIANGLE Stresses E'-: Reactions Shear At x= Left 3.15 kips Max pos 3.15 kips 0.00 ft Right 3.15 kips Max nag -3.15 kips 33.50 fl 227.3 Moment At x= 96b Maxpos 26.37kip-fl 16.75 ft S Max nog 0.00 kip<ft 0.00 ft Deflection At x= 1-1== 361 Max pos 0.0000 inch 0.00 ft 1== 164.5.121& Max neg •1.1134 inch 16.75 ft U 381 Stresses E'-: 29000, Sksi N fb A ;.'20,70., : W2 227.3 5601 96b S >;' S6 5O ;- r?inA3 I': :. 448.0 air04 S 00' .>ksi Steel True S 64nuaa.dl 1 Fb FY50 ' ?,ksi 1 wt4x22 29 29.00 199 0.c60'ry Po 10.91 Fb 33.00 Lf# Unbraced Length. ,Z ft 2 wi2us 33.4 33.40 204 0.660'F, 9.48 33.00 435 Steel Req'd 3 Wt6x26 38.4 $8.40 301 O.M'Fy 8.24 33.00 446 5 9.59 iA13(F6=.66r,1 4 w14x2s 35.3 35.30 245 0.-T, 8.97 3300 659 I 164.51 in14 5 W12x30 38.8 38.60 238 ow.F, sw 8.20 33.00 521 DougFirE -. 4600 .:ksi DF A True S, ! fv Fv fb Fb Fb" 1035, ;.Psi 1 *WA #WA #WA #NIA #NIA #NIA 95 #NIA #N1A 1-1# Fv 95 'psi 2 MA #NPA #WA #WA #NIA #WA 95 #WA #NIA ,wA Cf on(II off (2)" ",1. 3 INA #WA #WA #N/A #NIA #WA 95 #WA #NIA 4wA Req'd 4 WYA #WA #WA #N!A #NIA #NIA 95 #WA #N!A 4wA 1 2981.78 inA4 5 AWA #NIA #NIA #N/A #NIA #WA 95 #WA #NIA 4wA S 305.77 in -3 S' includes CF 4wA A 49.72lnA2 Glu Lam E , . 1800 -.ksi GLB A S I Fb 2460 psi 1 e i16.4F.s 99.9 324.8 3167 N 47 Fv 165 fb 974 Fb • 2400 L1# Fv .. 165' ;;.psi 2 a vwi 107.6 376.7 3955 44 185 840 2400 430 Width Dssued' ".-S,i25 =:in 3 5l2.a 115.3 432.4 4865 41 165 732 537 Req'd 4 sirw4 123.0 492.0 5904 38 185 843 2400 2400 661 I 2650.47 inA4 5 0116x23A 130.7 555.4 7082 38 165 sot S 131.86 in A3 570 2400 962 A 28.63 inA2 Cv not included LVL E `' 1900:, -ksi LVL A S I Fb' -': 2600, - "psi 1 43114 94.5 283.5 2552 N 50 Fv 285 fb the Fb • L/# Fv :' 285, . ° ""psi 2 431 is 94.5 283.5 2552 50 285 1116 2600 2600 366 Req'd 3 43110 94.5 283.5 2552 50 285 1116 2600 366 I 2510.98 in14 4 43110 94.5 283.5 2552 50 285 1116 2600 3w S 121.72 In -3 5 (3) is 94.5 283.5 2552 50 285 1116 366 A 16.57 inA2 2600 366 Cf not included DELTA UNIFORM wX124E1(LA3-21-X"2+XA3) PT LOAD X<a pbXI6EIL(LA2-bA2-XA2) DRS: 3/2712007 AnyBeam Best Dort 5.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2/25102 03127/07 Proiect: BYU lD AW119'rium. , " Shear I D. Columns Max pas 22N YY 0.00 ft Size: Max neg -2.09 kips 33,50 ft Hearn Moment At x= Length ;, n.50 ft, Uniform 16.75 ft 1.474 w 0.125 Wit Triangle watLeft End 0 k/ft U== 543 Max pos 0.0000 inch w at Right End 0 Wit Max neg -0.7403 inch 16.75 ft w 0.00 kips Pt Load I `0.00, kips at 8.00A. from left 0.00 kips a1 .13,50 ft. from left " 0.00. kips at 13.00 R. from left 29000 :.ksi Steel kips at 0,01) ft. from left I Fb 0.00'.. kips at 0.00: ft. from left Partial Uniform Ll# Fy`ksl kfft from to W12M w1 21.30 �0 6.00- `41.50 W2 9.88 0 11.50 30.00. Unbraced Length_ W3 2 _ 0 18.06 30,00 Partial Triangular 156 9s9rr, kM on Rt side from to 8.28 33.00 513 Steel a a+b 3 w1 29 _0 14.00.. 15,00 949arr W2 0 ': 16,00 - . . 30.00 655 S 0.38 in^31rr=.ew,) 4' 0.0 22.00 E- ' 29000 `, ksi 1==` 165<' -::inA4 LI -1 360. UNIFORM TRIANIGrLE ,�, POINT f TM PARTIAL UNIFORM -1111 PARTIAL TRIANGLE Reactions 29000` ':ksi Shear At x= Left 2.09 kips Max pas 2.09 kips 0.00 ft Right 2.09 kips Max neg -2.09 kips 33,50 ft A':..� Moment At x= 151.1 Max pas 17.54 kip -ft 16.75 ft 1.474 Maxneg 0.00 kip -ft 0.00 ft Deflection At x= U== 543 Max pos 0.0000 inch 0.00 ft 1== 1 09.3831: Max neg -0.7403 inch 16.75 ft U 543 I Stresses E i': 29000` ':ksi fv Po LM' A':..� 20.78 ""„in^2 151.1 3724 1.474 Si'. 58.50. - in13 I _- 448.0 ?InA4 Steel E" , 29000 :.ksi Steel True S a(mobsed) I Fb fb Fb Ll# Fy`ksl 1 W12M 21.3 21.30 130 arw•rr 9.88 33.00 428 Unbraced Length_ ,2. , ' ft 2 wt2x2z 25.4 25.40 156 9s9rr, 8.28 33.00 513 Steel Req'd 3 vn4x22 29 29.01 199 949arr 7.26 33.00 655 S 0.38 in^31rr=.ew,) 4 wtsx2z 23.2 23.20 118 9,9w" 9.07 33.00 388 1 109.38 inA4 5 819x23.4 24.7 24.70 124 a9erry 8.52 33.00 4oe Doug Fir E "' 1600 ; •,'� ksi DF A True S S. I ry Fv fb Fb LNI Fb-, psi 1 WA #WA #WA #NIA WA #N1A 95 #WA #N1A rwA Fv ,!- 95 {psi 2 INIA #WA #WA #NIA #N1A #NIA 95 #WA #WA rwA Cf on (1)off (2) 3 MA #WA #NIA #NIA #N1A #NIA 95 #N1A #NIA swA Raq'd 4 #WA #WA #NIA #N1A #N1A #NFA 95 #WA #WA rwA 1 1982.57 inA4 5 NMA #N1A #NIA #NIA #NIA #N1A 95 #WA #WA rwA S 203.31 W3 S' includes Cr A 33.06 in" 2 Glu Lam E -:• 1800 "�i�ksl GLB A S I 1v Fv fb Fb' LA2 Fb - 2400 " 2psi 1 xstaxics 84.6 232.5 1919 37 185 805 2400 302 Fv 165 ;psi 2 ssn:u 92.3 276.8 2491 34 165 760 2400 mg Width Desired ". 5125 "" � in 3 s laxv.9 99.9 324.8 3167 31 165 648 2400 647 Req'd 4 sysx21 107,8 376.7 3955 29 165 559 2400 see 1 1762.28 In A4 5 s1n322.9 115.3 432.4 4865 27 165 487 2400 904 S 87.68 in13 ' Cv net included A 19.03 in -2 LVL E: 1900 ksi LVL A S I tv Fv lb Fb' LAI Fit 2600" =psi 1 12119 83.0 189..0 1701 50 285 1113 2600 w7 Fv 2$¢, "';.psi 2 (3)19 84.0 224..0 1792 37 285 939 2600 3W Req'd 3 (3) is 94.5 283,5 2552 33 285 742 2600 55o 1 1669.53 in -4 4 ($) 14 94.5 283.5 2552 33 285 742 2600 550 S 80.93 iW3 5 (3}19 94.5 283.5 2552 33 285 742 2600 66o A 11.02 inA2 ' Cf not included �. t ?�.' o -az � $roti $ a'`��t •�t 'g�. _, � r � � st�x�. r �= S� _ t' DELTA UNIFORM wX124E1(L^3-2LXA2+XA3I PT LOAD X<a PbMEIL(LA2-VZXA2) DRS 3/2712007 AnyBeann Best Don 5.28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125W2 03127/07 Project: BYUIDAtId(tonum Shear ID:otumne = 22h5 - Max pos Size. 0.06 ft Right 6.28 kips Max neg Beam 33.50 ft Length 33,50tft. Uniform At x= w 0.375'k/tt Triangle 16.75 ft wati-OlEnd 0 k!ft 0.00 kip -ft 0.00 ft w at Right En+l Oj klft Deflection At x w OX0 kips Pt Load 0.00 ft kips at ': 06 ft. from left -2.2208 inch 16.75 ft kips al"13.50ft.fromleft LI 181 + OU; rov0.00: kips at P f3.0o, ft. from left kips at - 0.1 ft. from left Steel E kips at j: - 0.1ao'ft. from left Partial Uniform True 8 klft from to Fb - w1 0 :''8.06' ': -`41,60 W2 0 11.50 "",30.00 wtaX71 w3 4 x:.18,00 30.04, Partial Triangular klft on Rt aide from to Fb Lf# 33.00 an _;. Steel ;ft Req'd a a+b wl4x34 W1 48.60 340 D.soxrr .r16U0 - = 311,00". 33.00 373 w3 in"3(F, E.' ksi t" =in"4 Ll� �LFLIILZ UNIFORM TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE Reactions Shear At x= Left 6,28 kips Max pos 6.28 kips 0.06 ft Right 6.28 kips Max neg -6.28 kips 33.50 ft "' in'2 Moment At x= 11173 Max pos 52.61 kip -ft 16.75 ft Max neg 0.00 kip -ft 0.00 ft Deflection At x LI== 181 Max pos 0.0000 inch 0.00 ft I== 328:14929 Max neg -2.2208 inch 16.75 ft 448.0:-'"-in"4 LI 181 Stresses E .` 29000 ,., ksi fv fb A '= "' in'2 453.4 11173 tas SIn."3 I 448.0:-'"-in"4 Steel E 29000 ksi Steel True 8 a(rcvdtaeai I Fb fb FY _ Untraced Lenglh. 60" '`ksi 2 1 wtaX71 47.2 47.20 375 D.a Fr 13.37 Fb Lf# 33.00 an _;. Steel ;ft Req'd 2 3 wl4x34 48.6 48.60 340 D.soxrr 12.99 33.00 373 S in"3(F, wux3s 57.6 57.60 510 n�rl 10.98 33.00 seu 19.13 =.eeF,) 4 w1sx3a 56.5 56.50 448 D.IwF, 11.17 33.00 1 328.15 111"4 5 w14x3a 54.6 54.60 385 D.M-Fr 11.56 491 33.40 422 Doug FirE= s 1600 "'ksl DF A True S. I fv Fv Fb tQ3S psi 1 ewA #NIA #WA #WA #NIA #NIA 95 Fb WA Fb L7f #NIA Fv 95 'psi 2 eWA #WA #WA #WA #NIA #WA 95 #WA ewA #NIA Cf on(1)off (2),',:, 1 - 3 MA #WA #NIA #NIA #NIA #WA 95 #WA ewA #NIA Req'd 4 MA #WA #WA #NfA #WA #WA 95 #NIA ewA #WA I 5947.71 W4 5 MAL #WA #NIA #N1A #WA #WA 95 #NIA rwA #NIA S 609.92 103 S- includes C% rwA A 99,18 in"2 Glu Lam E 1890 ksi GLB A S I Fb 2400 <psl `psi 1 e1n.34 123.0 492,0 5904 fv 77 Fv 165 fb 1283 Fb • L7# # Fv: , Width Desired, '5125',: 165 ' '-. In 2 s 1n.s3.s 130.7 555.4 7082 72 165 1137 2400 2400 4az - Re9'd 3 s ttaa7 138,4 622.7 8406 68 165 1014 2400 s 2 I 5286,85 W4 4 a w#x2s,s 148.1 693.8 9887 65 165 910 2400 e73 S 263.03 W3 5 s 1#,,3a 153.8 768.8 11531 61 165 821 2400 7s5 A 57.10 in"2 'Cy not included LVL E 1900 ;ksi WL A S I Fb `` 2606 .,Psi 1 A71IA #WA #WA #WA tv #NIA Fv 285 fb #WA Fb • L/# Fv 265 ?psi 2 MA #WA #WA #.WA #NIA 285 #N1A 2600 ewA 1 Req' d 5008.59 in -4 3 rarA #NIA #NIA #N/A #NIA 285 #NIA 2600 ewA 26W ewA S 242.79 in13 4 5 MA #NIA #NIA #WA #NIA 285 WA 2600 VVA A 33.06 in12 VIVA #NIA #NIA #NIA #WA 285 #WA 2600 ewA ' Cf not included DELTA UNIFORM wX124E1(L"3-2LX"24X"3) PT LOAD X<a PbXI6EIL{L"2-b"2-X"2) DRS 3127/2007 AnyBeam Best Don 5.28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2f25f02 03127107 Project BW IDA iditprium Shear D: vl 23p 5.86 kips Size: gmoant�o'' Beam -5.86 kips Length `;" 3350ft. Uniform Moment w 0.35klft Triangle 49.10 kip -1118.75 wOUR End 0 kift Max neg 0.00 kip -ft w at Right End _ 0�: kM Deflection w 0.06'kips Pt Load 0.0000 inch kips at 6.96 ft from left Max neg -1.1177 inch kips at 13.50; ftfrom left U 360 kips at = ,";=JM!ft.from left kips at �O 60 ft. from left kips at 0 60;. ft. tram left Partial Uniform k(ft from to `.=tksi "�'ksi w7 D 8:00. '.. : 41:60 8 W2 Fb n3 Fb LI# Partial Triangular 50 k/ft an Rt side from to 47.2 47.20 375 a a+b w1 0. ---.,1614,00_ .;- 1506- M1 W2 0 - '= 00",. �, �. 30.00 vnsx34 W3 48,60 0.00'. -., -22.00: ._..._ E.. " ,29004 in14 UNIFORM TRIANGLE PAINT PARTIAL UNIFORM fPARTIAL TRIANGLE Reactions Shear At x= Left 5.86 kips Max pos 5.86 kips 0.00 ft Right 5.86 laps Max neg -5.86 kips 33.50 ft Moment Atx= 423.2 Max pos 49.10 kip -1118.75 ft 527 Max neg 0.00 kip -ft 0.00 ft Deflection A( x = U== 360 Max pos 0.0000 inch 0.00 ft I== ..366.27287, Max neg -1.1177 inch 16.75 ft U 360 Stresses E•.:`ksi fv ib Lf# 423.2 10428 527 t in14 Steel E .6_40040 `.=tksi "�'ksi Steel True S 8 Fb fb Fb LI# Fy- Unbraced Length 50 1 wlsxsl 47.2 47.20 375 o.ess•rr 12.48 33.00 M1 ..-. 2. '�. `:ft 2 vnsx34 48.6 48,60 34D o.eao•rr 12.12 33.00 4MSteel Req'd 3 wimas 57.6 57.60 510 o.sarrr 10.23 33.00 asa S 17.85 in-3lry=.sant 4 wtsxas 56.5 56.50 448 o.sas-Fr 10.43 33.00 527 I 306.27 inA4 5 witne 54.8 54,60 385 edau•Fr 10.79 33.00 457 Doug Fir E 160q .. : ksi OF A True S S. I fv Fv fb Fb LI# Fla 1436 ., psi 1 awti #NIA #WA #WA #WA #N/A 95 #WA #NIA swA Fv 95 ;•psi 2 #NIA #NIA #WA #WA #WA #NIA 95 #NIA #NIA #wA Cf on(1)off (2) 3 #wA #WA #WA #WA #WA #WA 95 #WA #NIA #wA Regd 4 INA #WA #WA #NIA #WA #WA. 95 #NIA #NIA #wA I 5551.19 in -4 5 IwA #NIA #WA #NIA #WA #WA 95 #WA #NIA #VA S 569.28 InA3 S• includes Cr A 92.57 in -2 Glu Lam E ,:. 1600 '`:;ksi GLB A S I fv Fv fb Fb 2404 j psi 1 s 1ma2# 123.0 492.0 5904 71 165 1198 Fb' 2440 U# Fv 185 :;psi 2 51ma26.5 130.7 555.4 7082 67 165 1061 2400 cn Width Desired�- 51,25 in - 3 1 118x 138.4 622.7 8406 64 165 946 24(70 517 Req'd 4 s 1m:ms 146.1 693.8 9887 60 165 849 24DO 613 721 I 4934.38 W4 5 s Imam 153.8 768.8 11531 57 165 S 245.49 W3 768 2400 541 A 53.34 in^2 ' Cv not included LVLE, ............ . 19(76 `.ksi LVL A S I Iv Fv fb Fb,2604 psi 1 sNrA #N!A #NfA #N!A #NIA 285 NWA Fb' 2600 U# INA Fv�'<;" 285 :;aP 2 VVA #NIA #WA #NIA #NIA 285 #WA 2600 swA Reqd 3 #wA #NIA #NIA #NIA #NIA 285 #WA 2600 rwA l 4674.69 inA4 4 WA #NIA #WA #NIA #NIA 285 #WA 2600 awA S 226.61 inA3 5 /WA #WA #NfA #NfA #NIA 285 A 30.86InA2 #WA 2600 #wA ' Cf not included DELTA UNIFORM wX/24EI(LA3-2LXA2+XA3) PT LOAD X" PbXI6EIL(LA2-b12-XA2) DRS 3127/2007 AnyBeam Best Don 5.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125/02 03127!07 Project: BYU )D Auditorium Shear I D: Colurtlns �'. S 22P.5 POINT Size: FARTIAL UNIFORM fPARTIAL TRIANGLE Beam 33.50 ft Length -33.SRft- Uniform At x= w Q.313'k!R Triangle 16.75 ft wOUR End 0 Wit 0.00 kip -ft 0.00 ft w et Rtgh1 End -- 0, Wft Deflection At x= W 0.00 kips Pt Load 9.0a. kips at `' 8.00�.f . trom left -1.1162 inch 16.75 ft kips at ° :'13;50 ft. from left 0.011 kips at ::13 00'ft. from left 0.00, kips at `, p 00`ft. from left ; 29000 ; ksi 0.00 kips at . 000'ft from left Partial Uniformloft ....... ......... from to W1 - 0 =:' 8.00 : ;i 4.1.50: 50 .-;ksi x2 wlax24 30.00` 38.40 w3 -rr 30.00 Partial Triangular 13.72 k/ft on Ri side from to 2 wt4x36 a a+b 42.00 W1 o.00 ' 15.00' WL ': 016,00._. 30-p0' Req'd W3 _ p =�.00 '.. "22.06 E -- i__.,. ,'29000 ` :: ksi 1 274 -. -inA4 U= 3bR. Reactions UNIFORM Shear TRIANGLE t POINT TM FARTIAL UNIFORM fPARTIAL TRIANGLE Reactions . 29000 ;;ksi Shear At x= Left 5.24 kips Max pos 5,24 kips 0.00 ft Right 5.24 kips Max neg -5.24 kips 33.50 ft A.:,� 2678,.,..,.,W2 Moment At x= Max pos 43.91 kip ft 16.75 ft Max neg 0.00 kip -ft 0.00 ft S +- 5650: isIn-3 Deflection At x= U== 360 Max pos 0.0000 inch 0.00 ft 1== ..273.89527 Max neg -1.1162 inch 16.75 ft I U 360 Stresses C . 29000 ;;ksi M ft1 L/# A.:,� 2678,.,..,.,W2 378.4 9326 5" S +- 5650: isIn-3 I >: 448 p .._ inA4 Steel E,., ; 29000 ; ksi Steel True S s Fb fb FY. 50 .-;ksi 1 wlax24 38.4 38.40 301 -rr 13.72 Fb LHk 93.00 ase UnbracedLen9�.......2...,....,!,;.ft 2 wt4x36 42 42.00 291 e.aea-Fy 12.55 33.00 382 Steel Req'd 3 w+exat 47.2 47.20 375 MMTV 11.16 33.00 am S 15.97 W3(Fb =.WF,) 4 w14xm 48.6 48.60 340 Qc Ty 10.84 33.00 +97 1 273.90 inA4 5 w1ex35 57.6 57.60 510 e.M'Fr 9.15 33.00 670 Doug Fir E - 1600:'ksi �:-.psi DF A True S S. I tv Fv fb Fb U# Fb 1p}5 1 NWA #WA #NIA #NIA #WA #WA 95 4 W #N!A rwA ;psi 2 MA #WA #NPA #NIA #NIA #WA .95 #WA #N/A ewA Cf on (1) off (2) ,_1...._. 3 swA #WA #NPA #N/A #NIA #WA 95 #WA #NIA Req'd 4 NWA #WA #NIA #WA #N/A #WA 95 #WA ewA #N/A ewA 1 4964.35 inA4 5 ewA #NIA #NIA #WA #NIA #WA 95 #WA #NIA NWA S 509.08 W3 5' includes C. A 82.78 in12 Glu Lam E =' 1.800 , .;ksi GLB A S I tv Fv fb Fb c 2400 '...psi 1 eta.22.5 115.3 432.4 4865 68 165 1218 Fb' U# 2400 Fv :: 365 ' ;psi 2 s vs.26 123.0 492.0 5904 64 165 1071 397 2400 Width Desired. 5.125 in - 3 91mxms 130.7 555.4 7082 60 165 949 ss2 2400 Req'd 4 s vs.27 138.4 622.7 8408 57 165 846 578 2400 "a 1 4412.76 inA4 5 a taa2r.5 146.1 693.8 9887 54 165 759 2400 S 219.54 in -3 sol A 47.66 in12 ' Cy not included LVLE 1900€ksi LVL A 5 I W Fv fb Fb' U# Fb� 2600 '?Psi 1 #erA #WA #NIA WA #NIA 285 #NIA 2600 ewA Fv -( 285 °jpsi 2 MA #NIA #WA NWA #N/A 285 #NIA 2600 ewA Regd 3 MA #N/A #WA NWA #WA 285 NWA 2600 ewA I 4180.51 inA4 4 NWA #N/A #WA #NIA #NIA 285 #WA 2600 ewA S 202.65 W3 5 PVA #NIA #N/A #NIA #NIA 285 #WA 2600 rwA A 27.59 W2 ' Cf not .included DELTA UNIFORM wXr24El(LA3-2LXA2+XA3) PT LOAD X<a PbMEIL(LA2-b-2-XA2) DRS 3127/2007 AnyBeam Best Don 5.28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03127/07 Project: BYO ID Audlttrlurn a D: ColumOa Size; Beam w2 0 Length 33.50;f - Uniform w `_.0.39`k111 Triangle Shear w.1 Left End 0 k1ft W3 0 0,00 w at Flight End - - 0; kilt Left 6.53 lips W 0.60 kips Pt Load - . 6"bo; kips at 8,9P., ft- from left 6.66 kips at � 13.SdR from left Max neg 0.001 kips at :. J&00 a. from left 6.00; kips at '" 0.00 ft. from left 0.00` kips at 000'8. from left Partial Uniform At x= k/ft from to wi 0.. .17:50: w2 0 t, 3.1.5,0'. .". .30.06: 16.75 ft a 16013 Partial Triangular kin on Rt side from to b UNIFQRM TRIANGLE POINT MT PARTIAL UNIFORM PARTIAL TRIANGLE DELTA UNIFORM wXJ24El(LA3.2LXA2+XA3) PTLOAD X<a PbX18E1L(LA2-bA2-XA2) ORS 3/27/2007 AnyBeam Best Don 5-28.99 a a+ w2 0 16,06 .30,00 Reactions Shear At x = W3 0 0,00 22.00 Left 6.53 lips Max pos 6.53 kips 0.00 ft Right 6.53 kips Max neg •6.53 kips 33.50 ft Moment At x= Max pos 54.71 kip -ft 16.75 ft Max neg 0.00 kip -ft 13.00 ft E __ `29000 ksi Deflection Al x= 1==' .. 341'- `. inA4 U=w 360 Max pos 0.0000 inch 0.00 ft U-360 _ 1== 341.27526: Max neg -1.1176 inch 16.75 ft tJ 360 StressesE� 29000':'zt�ksi fv Po LMf All 20,76 in -2 471.5 11620 473 =_`=inA3 I ": 448.0'-:' inA4 Steel E 29000. , 1 ksi Steel True S s;moaeeay I Fb fb Fb LV Fy [- so- .[?ksi 1 wi6x3t 47.2 47.20 375 eem•rr 13.91 33.00 30s VnbraaedLanglh;:,. 2 - ;':'ft 2 WY5x33 57.6 57.60 510 o.WFr 11.40 33.40 538 Steel Req'd 3 wisx35 58.5 58.50 448 e.ewrr 11.62 33.00 473 5 19.89 in13(ce-.66F,) 4 w14x3a 54.6 54.60 385 aarar r 12.02 33.00 Oce I 341.28 1nA4 5 wtsx4o 68.4 68.40 612 0. a Fr 9.60 33.00 646 Doug Fir E,:' 1600: '. ksi . OF A True S• I tv Fv fb Fb 4J# Fb 1035 ,'.':psi 1 *WA #NIA #WA #WA #N1A #WA 95 01A #NIA mwA Fv 95 ::.':_.psi 2 swA #NIP. #WA #WA #N1A #WA 95 *N/A #NIA FwA Cf on (1) off (2).'-_. .1'" 3 MIA #NIA *NIA #N1A #WA #NIA 95 #WA #NIA #wA Req'd 4 *WA #NIA #WA #N/A #N1A #WA 95 #WA #N/A #wA 1 6185.61 inA4 5 IwA #NIA #WA *NIA #NIA #NIA 95 #NIA #NIA #wA S 634.32 inA3 S' indudes Cf A 103.14 inA2 Glu Lam E,= 1806 i;iksl `; - GLB AS f fv Fv Po Fb' IN Fb--, C 2400, psi 1 s 1o.24 123.0 492.0 5904 80 165 1334 2400 387 Fv: 165; _ ;sP� -. 2 51111.25.5 130.7 555.4 7082 75 165 1182 2400 4w Width Desired,''... 5.125. ^: in 3 s in.57 138.4 622.7 8406 71 165 1054 2400 mo Req'd 4 sisws.5 146.1 693.8 9887 67 165 946 2400 1147 1 5498.32 inA4 5 s 14.aa 153.6 768.8 11531 64 165 854 2400 755 S A 273.55 in13 59.39 in -2 ' Gv not included LVLE .1960 'ksi WL A 5 I fv Fv fb Fb' Ly# Fb 2600psi 1 awA #N/A #NIA #WA #NIA 285 #NIA 2600 #wA Fv :, 285, ..��:,":?psi 2 AMA #N1A #WA *N/A PWA 285 #WA 213W ow Req'd 3 MA #N1A *NIA #WA #WA 285 #WA 2800 swA 1 5208.94 inA4 4 MWA #NIA #WA #NIA #NIA 265 #WA 20M SVA S 252.51 inA3 5 swA #N1A #NIA #NIA #NIA 285 #WA 2800 5wA A 34.38 in12 ' Cf not inducted DELTA UNIFORM wXJ24El(LA3.2LXA2+XA3) PTLOAD X<a PbX18E1L(LA2-bA2-XA2) ORS 3/27/2007 AnyBeam Best Don 5-28.99 TSBA BEAM DESIGN SIMPLE SPAN SEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03/27!07 Project: �PYUIDAudlforium I D: '.Columns r 22R �(x -: 3.27 kips Size: 3.27 kips 0.00 fl. Rlghl Beam Max neg Length.;, 3J.SOft. Uniform 235.8 w ; 0:195 wit Triangle 945 watLeft End 0 klft 27.35 kip -ft 16.75 ft watRightEnd 0klft Max neg 0.00 kip -ft w 0.00 kips Pt Load .; q;00;: kips at 8.00' ft. from left J== 1 kips at `' 13.$0"R from left 0.00 ft 0;0D, kips at IJ.00,TL from left -1.1143 inch aoo:- kips at a a0`a from left U 0.00` kips at 0 'R from left Partial Uniform Steel E;:° k/ft from fo Steel W1 _ _ 0 : '- 6.00 ��`. 11.54WS: Fb ,. ' Unbraeed Length ;:; S0 ': ksi 2 "uft Partial Triangular w1012 kM on Ri side from to 199 oa Fr a e+b Ib 11.32 W11 L/#F 42o Steel Req'd w2 0 33.4 33.40 204 ._ 0 ; ':P'60 ', - 22.00" E __ . "-21'06 'zksi anA4 U- 360'. UNII"ORM TRIANGLE POINT rim PARTIAL UNIFORM 1 1 PARTIAL TRIANGLE Stresses E Reactions Shear At x= Left 3.27 kips Max pos 3.27 kips 0.00 fl. Rlghl 3.27 kips Max neg -3.27 kips 33.50 ft 235.8 Moment At x= 945 Max pos 27.35 kip -ft 16.75 ft S Max neg 0.00 kip -ft 0.00 ft Deflection At x = J== 1 Max pas 0.0000 inch 0.00 ft I== 170.6378.3 Max neg -1.1143 inch 16.75 ft U 361 Stresses E 29000 ' i ksi N fb L/# A` 2076 ;""-W2 235.8 5810 945 S 5650 -`'AW3 _, I 4480".', W4 Steel E;:° 29000 :'?ksi Steel True s I Fb ' Unbraeed Length ;:; S0 ': ksi 2 "uft 1 w1012 29 29.00 199 oa Fr Ib 11.32 Fb 3300 L/#F 42o Steel Req'd 2 wlmxls 33.4 33.40 204 0.W'Fr 9.83 33,00 430 S 9.95 in9lFb` 3 w14x2: 38.4 38.40 301 D.eeo•Fy 8.55 33.00 635 �,I 4 wt4x2 $5.3 35.30 245 O.m'Fy 9.30 33.00 1 170.641nA4 5 wi lx3a 38.6 38.60 238 D.M-Fy 517 8.50 33.00 502 Doug Fir E'.:_. 1600 'ksi DF A True S S. I Cv Fv Fb 1036 ';=psi '';,psi 1 IRA #NIA #WA #WA #N/A #N/A 95 to #WA Fb #N/A L/# Fv.,. Cf 45 2 ewA #N/A #WA #NIA #N1A #NIA 95 #WA #N/A NwA NWA on (1) off 12J, 1 ,. � 3 NWA #NIA #NIA #WA #NIA #NIA 95 #N/A #NIA Req'd� 4 WUA #WA #N1A#WA #NIA #WA 95 #WA #WA mwA I 3092.81 W415 NNIA #WA #N/A #WA #NIA #NIA 95 NWA #WA :WA S 317.16 103 S• includes C, eWA A 51.57 inA2 Glu Lam E 1800 ":,ksi GLB A S 1 Fb ' 2900 ';psi 1 s tnxls.1 09.9 324.8 3167 fv 49 Fv 165 fb 1011 Fb' L/# Fv" Widthfh3sired: 165 , psl - 5,525 in 2 s stunt 107.6 376.7 3955 46 165 871 2400 2400 415 51e .'- Req'd - 3 srenzs 115.3 432.4 4865 42 165 759 2400 ear 1 2749.16 inA4 4 511SX24 123.0 492.0 5904 40 165 667 2400 773 S 136.77 inA3 5 slrsn3.5 130.7 555.4 7082 37 165 591 2400 927 A 29.69 inA2 ' Cv not included LVL E 1900 :. ksi LVL A S I Flb 2600 ":;psi i NwA #WA #WA #N/A N #N!A Fv 285 fb #WA Fb' LI# Fv '- .266.:.". psi - - 2 ecru #WA #WA #WA #NIA 285 #WA 2600 2600 5wA 1 Re9'd 2604.47 inA4 3 4 naA #N/A #WA #NIA #NIA 285 #WA 2600 5wA NWA S 126.25 W3 5 NIDA #NIA #NIA #N/A #NIA 285 #WA 2600 EWA A 17.19 inA2 MA #NIA NWA #WA #NIA 285 #NIA 2600 eruA Cr net included DELTA UNIFORM WX124E1(LA3-2LXA2+XA3) PT LOAD X -a PbX/6EIL(LA2-b-2-XA2) DRS 3127/2007 AnyBeam Best Don 5.28-99 TS BA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03!27107 Project::6YU Cil Auditorium D: `CoFumns' 22R, YY. 3.27 kips Size: 3.27 kips 0.00 ft Right Beam Max nag Length 33,0_ft. Uniform 5810 yrs--:.0.195:k1ft Moment Triangle wat Left End 0 kift 27,35 kip -ft 16.75 ft w at Right End 0'k1R Max nag 0.00 kip --ft W D.00 kips Pt Load ,, C'01: kips at 800 ft. from left U== 361 ... 448:0,` ;. inA4 kips at '- _13,50: ft. from left 0.00 ft I =,.170.6,3763 kips at - ..13.00. ft from left -1.1143 inch 6.-Pq kips at 0:00' ft. from left _ q.00 kips at 0100 8from left Partial Uniform sC�nedy klft from to W1 0 ; 8.00 < 41.50: UnbmeedLength; w2 0 - ':-71.50 '30:00' 29 W318.00 199 30.01:2. Partial Triangular k/ft on Rt side from to Steel Req'd - 2 3 a a+b 33.4 W1 204 n.earrr x2 0 ' : `-``' 16.00 ` 30.00. S W3 "0 0.00 _ 22,01' E- 244Q4 ksi = ` 771 • inA4 Lh 360__, , UNIFORM TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE Stresses Es. Reactions Shear At x= Left 3.27 kips Max pos 3.27 kips 0.00 ft Right 3.27 kips Max nag -3.27 kips 33.50 ft 5810 Moment At x= Max pos 27,35 kip -ft 16.75 ft Max nag 0.00 kip --ft 0.00 ft Deflection At x= U== 361 ... 448:0,` ;. inA4 Maus Pas 0.0000 inch 0.00 ft I =,.170.6,3763 Max nag -1.1143 inch 16.75 ft LI 361 Stresses Es. 29000" i ;ksi ry Po, A', 2078 5,.`In-2 235.8 5810 sss S ' Sfi,So-' 'inA3 L ... 448:0,` ;. inA4 Steel°c 29000,-'r�ksi Steel TrueS sC�nedy I Fb fb UnbmeedLength; 50 ' ';ksi 8: ft 1 wtax22 29 29.00 199 n.sw•rr 11.32 Fb L/#Fy 33.00 Oaf Steel Req'd - 2 3 v12xa 33.4 33.40 204 n.earrr 9.83 33.00 430 S inA3tFe•.66F,C msxn 38.4 38.40 301 aesvrr 8.55 33.00 ass 9.95 4 wtax2a 35,3 35.30 245 a.ssarr 9.30 33.00 517 1 170.64 inA4 5 wttzaa 38.6 38,60 238 9,5aq'rr 8.50 33.00 sot Doug Fir EL 1800 idi-ksi '10'W",-, DF A True S. I fv Fv Pb;, psi 1 rare #NIA AWA #NIA #NIA #WA 95 fb #WA Fb LI# #NIA 45 ., ;.;psi 2 IRNA #NIA #NIA #WA #NIA. #NIA 95 4 W awA #NIA Cf on (1) oft (2).. -; V 3 WWA #NIA #NIA #NIA #WA #WA 95 #NIA rwA #NIA Req'd 4 MA #WA #NIA #WA #WA #NIA 95 #NIA rwA #NIA o. I 3092.81 inA4 5 rwA #NIA #NIA #NIA #NIA #NIA 95 #NIA #NfA rwA S 317.16 inA3 S• includes 4 A 5L57 inA2 Glu Lam E_ - 1800 -?ksi GLB A S I Fb:, 2400 _ :;psi 1 alrteu.s 99.9 324.8 3167 fv 49 Fv 165 fb 1011 Fb' L1# 2400 Fv: 185.', psi 2 s1as21 107.6 376,7 3955 46 185 871 e15 2400 Width Desired 5.125 in 3 smrl2.e 495.3 432.4 4865 42 165 759 sse 2400 Req°d..,. 4 stax24 123.0 492.0 5904 40 165 667 a37 2400 I 2749.16 inA4 5 straws 130.7 555.4 7082 37 165 5911 773 S 138.77 inA3 2400 927 A 29,69 in12 Cv not inGuded LVL E :- 19081 > -_' ksi LVL A S I fv F6 T.- Fw`.'i 2600 . ."Psi 1 NWA #WA *WA #NIA #NIA Fv 285 ro #NIA Fb' LI# 2600 rwA 2a5' ;' psi Req'd 2 MA WA #WA #WA #NIA 285 #NIA 26W rwA I 2604.471nA4 3 4 FWA #NIA #WA #WA #NIA 285 #NIA 2600 rwA S 126.25 inA3 nrrA #NIA #NIA #NIA #NIA 285 #NIA 2600 ow A 17.19 in -2 5 aria #NIA #NIA #NIA #WA, 285 #WA 2600 awA Cf not included DELTA UNIFORM wX124EI(LA3-2LXA2+XA3) PT LOAD Xaa PbXIGEIL(1-12-bA2-XA2) DRS 3/27/2007 AnyBeam Best Don 5-28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03/27/07 Project: Reactions Shear 10: �> ....;:.. 6.13 kips Max pas 6.13 kips Size: Right 6.13 kips Max neg •6.13 kips Beam 442.3 Length1900"ft Moment Uniform r,sse w -:0.645`klft Triangle " w at Left End 0 klft 0.00 ft w at Right End >.'.0 klft At x= U== 360 W 0.00 kips Pt Load t== 102973fi'0. 0.00 kips at 16.00 M. from left 9.50 R 0.00- kips at 13.548 from left 0.00: kips at 13.00 111, from left Steel 0.00 kips at 0,00 ft from left Fb .0.00 kips at 0.00'8 from left Partial Uniform Fy `. 50 k(ft from to 17.1 wi 103 0 .16100. 19.00 W2 33.00 0 - 11.50 30.00 2; ,,;eft w3 W12x11 ,0 _. ,16.0u.. _ 30.00 Partial Triangular 0.6e0•F, k/it on Rt side from to 33.00 w Steel Ragcl a 8+b W1 Zx22 wt, 25,40 156 14.01!; 13.00' W2 13.75 "0. -` Is" ':`. 30:00. S w3 4 Q:. ,. E__. 'c;39U00;.; ksi 1031=:...'inA4 UR* 360' UNIFORM TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE Stresses E. Reactions Shear A4x= Left 6.13 kips Max pas 6.13 kips 0.00 R Right 6.13 kips Max neg •6.13 kips 19.00 ft 442.3 Moment At x= r,sse Max pos 29.11 kip -A 9.50 ft " Max nag 0.00 kip -ft 0.00 ft Deflection At x= U== 360 Max pos 0.0000 inch 0.00 ft t== 102973fi'0. Max nag 0.6332 inch 9.50 R U 360 Stresses E. 29000 "' . ksi fv fb LI# A 26713 -lin-2 442.3 6182 r,sse " 1-' - 448.6' ": '. in^4 Steel E:290o0. !`Asi '-:ksi Steel True S s (a�s.e( I Fb fb Fb UI Fy `. 50 1 wimis 17.1 17.10 103 0a -F, 20.43 33.00 360 Unbraced length :r 2; ,,;eft 2 W12x11 21.3 21.30 130 0.6e0•F, 16A0 33.00 w Steel Ragcl 3 W1 Zx22 25.4 25,40 156 0.605•F, 13.75 33.00 545 S 10.58 inA3(Fe -MF,) 4 W14x22 29 29.00 199 O4 F, 12.04 33.00 65 I 102.97 in14 5 WI0x22 23.2 23.20 118 0.M'F, 15X5 33.00 413 DougFIrE',.`" 1600 -,:ksi DF A True S. I IV Fv fb Fb U# Fb :' 1035 .';_ psf 1 *7 A #WA NWA #NIA #NIA #NIA 95 #NIA #N!A #wA Fv°.- 95 `:psi 2 aWA #WA #WA #NIA #NIA #NIA 95 #WA #NIA #wA Cl on (1) off (2), ': 1 ;_ ... 3 acro #NIA #WA #NIA #NIA #NIA 95 #N1A #N1A rwA Req'd 4 IWA #WA #WA #NIA #WA #NIA 95 #WA #WA evA 1 1866.40 inA4 5 PUA #WA #WA #NIA #WA #WA 95 #NIA #WA rwA S 337.46 inA3 S' includes G A 96.75 inA2 Glu Lam Ei. '(804":,._:;ksi GLB A S I fv Fv et Fb' LN Fb 2400 q; psi 1 1 m:16.3 84.6 232.5 1919 109 165 1502 2400 416 Fv : 185 -5 psi 2 sirs.is 92.3 276.8 2499 100 985 1282 2400 ss0 Width Desired , in 3 sfn■as 99.9 324.8 3167 92 165 1075 2400 sex Req'd 4 sinal 107.6 378,7 3955 85 165 927 2400 ase 1 1659.02 inA4 5 s 116.22.5 115.3 432.4 4865 80 165 808 2400 toss S 145.53 Irk -3' Cy not included A 55.70 in12 LVL E;. r_ 1900 : =:' ksi �-':psi LVL A S I fv Fv fb Fb' LI# Fb--' 2600= 1 (2)11 63.0 189.1! 9701 148 285 1848 2600 350 Nil';,- psi 2 (2111 84.0 224.0 1792 109 285 1559 2600 410 Req'd 3 (3)11 94,5 283.5 2552 97 285 1232 2600 564 f 1571.70 inA4 4 (3) 11 94.5 283.5 2552 97 285 1232 2600 NA S 134.33 in103 5 pin 94,5 283.5 2552 97 285 1232 2600 sm A 32.25 in12 ' Cf not included 1 � 1 •fat s` f ' 1=t''#F w j,3 DELTA UNIFORM wX/24E1(LA3.2LXA2+XA3) PT LOAD X<a PbXIBEIL(LA2-bA2-XA2) DRS 3127/2007 AnyBeam Best Don 5.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2!15102 03/28107 Project: �.�YUIpAsadforium`.: a - 14.00 I D: .Columns "= R20 XX'. Size: Beam Length ' 19.0044. Uniform w . 0,375. Wit Triangle w-1 Left End 0loft w at Righl End 0. Wit 22,00::: 1N 0.00 kips Pt Load ;1;60; kips at :: 14.110.. it from left 'j)A kips at 13.P.M. from left x,00 kips at 'I, a3.00'Jt from left -5.56 kips -0100" kips at 0 0i)'ft. from left 0.,00 kips at :: 000 t from left Partial Uniform Wit from to Moment W11-.0.188 19:00'. 501 30.110 W3 0 - 16.00 '. 30,00 Partial Triangular 11.02. it klft on Rt side from to UNIFORM TRIANGLI? l� POINT PARTIAL UNIFORM PARTIAL TRIANGLE rte„ iGt �>1Io �' DELTA UNIFORM wX/24EI(L13-2LX12+XA3) PT LOAD X<a PbX76EIL(LA2-bA2.XA2) ARS 3128/2007 AnyBeam Best Don 5.28-99 W1 0 a - 14.00 a+b .15.00, W2 0 16.00 30.00 Reactions Shear At x= w3 , 0 ' ,'- 0.00 22,00::: Left 4.11 kips Max pos 4.11 kips 0.00 it Right 5.56 kips Max neg -5.56 kips 19,00 ft Moment At x= Max pos 22.49 kip -ft 11.02. it Max neg 0.00 kip -it 0.00 ft E-19000 "ksi Deflection At x= 1 =_ ""80 - '.'inA4 Lia= 359 Max Pos 0.0000 inch 0.00 it Ll== 350, I '80,113533 Max neg -0.6342 inch 9.69 it U 359 Stresses E_ 29000'''"ksi "`,'"inA2 N fb L/# A. 2078 401.2 4777 s,o13 S; .56,50. ' !in13 Steel E" -- 29000 i`" ksi Steel True S s (-wdmQ I Fb fb Fb LI# Fy'' 50: :;:;ksi 1wtu1e 14.9 14.90 88.6 o.-rr, 16.11 33.00 sae Unbraced Length, 2 :;-.: =fl 2 MUM 17.1 17.10 103 oemF, 15.79 33.00 4113 Steel Req'd 3 maw 18,2 16.20 81.9 o.wF, 16.66 33.00 368 S 8, IS inA3(Fb=-66F,) 4 muim 21.3 21,30 130 O. -F, 12..67 33.00 58.4 1 60,11 inA4 5 maxim 18.8 18.80 96.3 o-arF, 14.38 33.00 sat Doug Fir E;::. 1600,";;=:,;ksi DF A True S. I N Fv fb Fb U# Fb 1035' ',:;psi 1 #WA *N/A #NIA #NIA #WA #NIA 95 #NIA #WA ewA Fv 95 ..'.psi 2 WA #N/A #NIA #NIA #WA #NIA 95 #NIA #NIA swA Cf on(1)off(2),"`-: 1'" 3 awA #NIA #WA #N/A #NIA #NIA 95 #N/P, #NIA swA Req'd 4 AWA #N/A. #WA #NIA #NIP. #WA 95 #N/A #NIA ewA I 1452.06 inA4 5 WA #NIA #WA #WA #WA' #WA 95 #WA 9141A ewA S 260.77 inA3 S• includes 4 A 87.75 W2. ..................... Glu Lam E ,�',; 1800 :;.::ksi GLB A S I N €v fi Fb • U# Fb. 24W' -;:.psi 1 Simms 76.9 192.2 1441 108 165 1404 2400 4o2 Fv;-:-'spsi 2 s1re.ls.s 84.6 232,5 1919 99 165 1161 2400 5m WldthDesired -5. 11V in 3 sm.0 92.3 276.8 2491 90 165 975 2400 8ss Rod 4 s imms 99.9 324.8 3167 83 165 831 2400 i>gs 1 1290.72 inA4 5 610,21 107.6 376,7 3955 77 165 717 2400 1.1m 5 112.46 in -3 " Cv not included A 50.53 W2 LVL E 1,900 "' ksi LVL A S I N €v fb Fb' U# Fb `. 2660'" ::. psi 1 (=)10 63.0 189.0 1701 132 285 1428 2600 soi Fv z., 285 ' `2 psi 2 13116 84.0 224.0 1792 99 285 1205 26W 628 Req'd 3 (3) 18 94.5 283.5 2552 68 285 952 2600 751 1 1222.79 W4 4 (3111 94.5 283.5 2552 88 285 952 260 751 S 103.81 inA3 5 fills 94.5 283.5 2552 88 285 952 2600 751 A 29.25 W2 ' C1 not included rte„ iGt �>1Io �' DELTA UNIFORM wX/24EI(L13-2LX12+XA3) PT LOAD X<a PbX76EIL(LA2-bA2.XA2) ARS 3128/2007 AnyBeam Best Don 5.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03!28107 Project: BYU ID Auditorium At x= I D: Columns Lf- 360 R20 W 29000 ksi Size: 20.78 W2 S 56.50 in -3 1 Beam Steel E 29000 ksi Length 14.00 ft. Uniform 2 ft Steel w 0.39 krft Triangle 1 24.91 in44 wMLeaEnd 0 k!R Fb 1035 psi Fv w st Right End 0 k/ft 1 0.600'FY Req'd W 0.00 kips Pt Load 110.78 in -3 0.00 kips at 14.00 ft. from left 1800 ksi Fb 0.00 kips at 13.50 ft_ from left Width Desired 5.125 in 0.00 kips at 13.00 ft. from left 401.31 m14 S 0.00 kips at 0.00 ft. from lell LVL E 1900 ksi 0.00 kips at 0.00 ft. from left Partial Uniform a.s06rY Req'd wit from to S W1 A 0 14.00 19.00 30.8 w2 0 11.50 30.00 30.00 W3 DF 0 18.00 30.00 Partial Triangular i fV Wit on Rt side from to Fb U# 1 (3) U14 59.6 a a+b 118.5 W1 68.7 0 14.00 15.00 932 w2 2 (1)2x14 0 16,00 30.00 118.5 ,ars 68.7 0 0.00 22.00 UNIFORM -1 !i TRIANGLE POINT -111 PARTIAL UNIFORM 1 Reactions Left 2.73 kips Right 2.73 kips tJ== 361 1== 24.908897 PARTIAL TRIANGLE E _= 29000 ksi At x= 1 25 n^4 2.73 kips Lf- 360 Stresses E 29000 ksi A 20.78 W2 S 56.50 in -3 1 448.0 m^4 Steel E 29000 ksi Fy 50 ksi Unbraced Length 2 ft Steel Req'd S 3,47 in^3(1`b=.66F,1 1 24.91 in44 Doug Fir E 1600 ksi Fb 1035 psi Fv 95 psi Cfon(1)off (21 1 0.600'FY Req'd 1 451.47 inA4 S 110.78 in -3 A 43.11 in12 Glu Lam E 1800 ksi Fb 2400 psi Fv 165 psi Width Desired 5.125 in 3 M70xo Req'd 1 401.31 m14 S 47.78 m13 A 24.82 m-2 LVL E 1900 ksi Fb 2600 psi Fv 285 psi a.s06rY Req'd 1 380.19 in14 S 44.10 in -3 A 14.37 in^2 UNIFORM -1 !i TRIANGLE POINT -111 PARTIAL UNIFORM 1 Reactions Left 2.73 kips Right 2.73 kips tJ== 361 1== 24.908897 PARTIAL TRIANGLE fV Shear At x= Max pas 2.73 kips 0.00 ft Max nag •2.73 kips 14.00 fl Moment At x = Max pas 9.56 kip.ft 7.00 9 Max nag 0.00 kip -ft 14.00 ft Deflection At x= Max pos 0.0000 inch 14.00 ft Max neg -0.4650 inch 7.00 ft U 361 U# fV fb LJ# 197.1 2029 6.475 Steel True S s 1,-dfi.dl I Fb fb Fb U# 1 MIax7.5 6.57 5.97 32.8 0.600'FY 17.45 30.00 474 2 Mtoxa 6.94 8.31 34.5 0600'FY 16.52 30.00 499 3 M70xo 7.76 7.05 36.8 0WFY 14.78 30.00 561 4 M12x16 10.3 9.36 61.6 a.s06rY 11.13 30.00 890 5 wex18 7.81 7.10 30.8 newwY 14.68 30.00 dos DF A True S S. i fV Fv fb Fb U# 1 (3) U14 59.6 131.7 118.5 872.3 68.7 95 968 932 636 2 (1)2x14 59.6 131.7 118.5 872.3 68.7 95 968 932 696 3 1712x14 59.6 131.7 118.5 872.3 68.7 95 968 932 696 4 (3)2x14 59.6 131.7 118,5 872.3 68.7 95 968 932 we 5 (3)2.14 596 131.7 118,5 872.3 68.7 95 968 932 695 S' includes OtB A S I fV Fv fb Fb' U# 1 e 174x10.5 53.8 94.2 494 76 165 1218 2400 444 2 s 1!1.12 61.5 123,0 738 67 165 932 2400 662 3 svaxls.s 69.2 155.7 1051 59 165 737 2400 443 4 swaxls 76.9 1922 1441 53 165 597 2400 1.293 5 611ax16.5 84,6 232.5 1919 48 165 493 2400 1.721 ` Cv not included LVL A S I fv Fv fb Fb' U# 1 14 24;5 573 400 167 285 2006 2600 379 2 (2111114 39.4 73.8 415 104 285 1553 2600 a93 3 (2)11 wa 416 82.3 488 99 285 1394 2600 462 4 [2)14 49,0 114.3 800 84 285 1003 2600 758 5 (2)16 56,0 149.3 1195 73 285 768 2600 1,131 ' Cf not included DELTA UNTORM wX724EIILA3-2LXA2+XA3j PT LOAD X'a PbX16EILIL^2-b"2-XA2) DRS 312812007 AnyBeam Best Don 5.28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03127/07 UNIFORM Project: BYU ID Auditorium I D: Columns 819.5 Size: Beam Length 35.87 ft. TRIANGLE Uniform w 0 klfl Triangle wa+gh End 0 k/ft l l POINT w at Right End 0 k!ft W 0.00 kips Pt Load 3.00 kips at 14.00 ft. from left O,oO kips at 13.50 ft. from left 0.40 kips at 13.00 ft from left PARTIAL UNIFORM 0.00 kips at 0.00 ft. from left 0.00 kips at D.Oo ftfrom left Partial Uniform k1ft from to wl 0.375 14.00 35.87 w2 0 11.50 30.00 = PARTIAL TRIANGLE w3 0 18.00 30.00 Partial Triangular k/ft on RI side from to a a+b W1 0 14.00 15.00 w2 0 16.00 30.00 Reactions Shear At x= W3 0 0.00 22.00 Left 4.33 kips Max pos 4.33 kips 0.00 f+ Right 6.87 kips Max nag -5.87 kips 35.87 ft Moment At x= Max pos 62.97 kip -ft 17.58 ft Maxneg 0.00 kip -ft 35.87 ft E_= 29000 ksi Deflection At x= 1 == 405 in -4 U== 360 Max pos 0.0000 inch 35.87 ft U== 360 Imm 404.6908 Max nag -1.1948 inch 18.29 ft U 360 Stresses E 29000 ksi fy fb U# A 20.78 12712 496.1 13373 359 5 56.50 in -3 1 446,0 in14 Steel E 29000 ksi Steel True S s (modi6etl) I Fb fb Fb U# Fy so ksi 1 #13x33 57.6 57.60 510 me ." 13.92 33.00 454 Unbraced Length 2 ft 2 #16x36 56.5 56.50 448 om.Fy 13.37 33.00 3% Steal Regd 3 #13x40 68.4 68.40 612 0-ea0•ry 11.05 33.00 644 S 22.90 inA3(Fb=s6F,y 4 WIex40 64.7 64.70 518 0a60Ty 11.68 33.00 Oat 1 404.69 inA4 5 513)(42.8 59.6 59.60 447 0eal-F, 12.68 33.00 398 Doug Fir E 1600 ksi DF A True S S. I tv Fv fb Fb U# Fb 1035 psi 1 ONIA #NIA #NIA #NIA #NIA #NIA 95 #NIA WA awA Fv 95 psi 2 #wA #NIA #NIA #NIA #NIA #NIA 95 #N1A #N1A iwA Cf on (1) off (2) 1 3 NWA #NIA #NIA #NIA #NIA #NIA 05 #N1A #NIA #wA Req'd 4 #NWA #NIA #N)A #NIA #NIA #NIA 95 #NIA #N1A #wA 1 7335.02 in14 5 #NIA #NIA #NIA #NIA #NIA #NIA 95 #NIA #NIA #wA 5 730.03 in13 S' includes Cfr A 108.51 in -2 Glu Lam E 1800 ksi GLB A S I fv Fv fb Fb' U# Fb 2400 psi 1 5113.35.6 130.7 555.4 7082 79 165 1360 2400 391 Fv 165 psi 2 5113x27 138.4 622.7 8416 74 155 1213 2400 454 Width Deare0 5,125 in 3 #116.x3.5 146.1 693.8 9887 71 165 1089 2400 545 Req'd 4 s 116x,70 153.8 768.8 11531 67 165 983 2400 637 1 6520.02 inA4 5 5116.31.5 161.4 847.5 13349 64 165 891 2400 737 S 314.83 inA3 ` Cv not included A 62.47 in12 LVLE 1900 ksi LVL A S I tv Fv fb Fb' L#f Fb 2600 psi 1 #NIA #NIA #NIA *MIA #NIA 285 *NIA 2600 #wA Fv 285 psi 2 #NIA #NIA #NIA #NIA #NIA 285 #NIA 2600 #wA Req'd 3 #NIA #NIA #NIA #NIA #WA 285 #NIA 2600 #wA 1 6176.86 inA4 4 #NIA #NIA #NIA #NIA #WA 285 #N/A 2600 #N!A S 290.61 inA3 5 4111A #NIA #NIA #NIA #WA 285 #NIA 2600 #NIA A 36.17 in12 ` Cf not included 6 E ARAM pg 1 t ��4 f o, __ _ DEFLECTION DEAGRAM z 80 r, -ISM f X0000 a l .a1..._ x00 4* '....z 55.400 , 600 14 8 �- hM. xta) 006200 - 10 400 000 359 7,17 10.78 11.3&JLWI.5225.112eao 3225 .5.5.37 360 s.w 7.17 w7# 141VIAN 2im x111 3570 az.za 33.37 0 35a7 x174 ID76 q ric7je4 x1.57 25 11 287 32.2a ss er DELTA UNIFORM wX124E1(L13-21.X12+X13) PT LOAD Xaa PbVaEIL(L12-b-2-X12) DRS 3127/2007 Any Beam Best Don 5-28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2!25102 0327107 Project: I D: Size: Beam Uniform Triangle Pt Load Partial Uniform Partial Triangular BYU ID Auditorium Columns R19 E _= 29000 ksi 1 == 39 inA4 U== 360 I1 -I �n I:1 Length 19.0011. TRIANGLE w 0 klft 1.94 kips -I Leh End 0 kill Max neg w at Right End 0 kill w 0.00 kips 3.00 kips at 14.00 ft. from left. 0.00 kips at 13.50 ftfrom left. 0.00 kips at 13,00 ft. from left 0100 kips at 0.00 ft. from left 0.00 kips at 0.00 ftfrom left 0,0000 inch k!ft from to W1 0.375 14.00 19.00 M2 0 11.50 30.00 Mr3 0 16.00 30.00 Wit on Rt side from to a a4b wl 0 14.00 15.00 w2 0 16,00 30.00 W3 0 0.00 22..00 E _= 29000 ksi 1 == 39 inA4 U== 360 I1 -I �n I:1 UNIFORM __,r TRIANGLE POINT PARTIAL UNIFORM PARTIAL TRIANGLE Reactions 29000 ksi ShearAt x= Lek 1.04 kips Max pos 1.94 kips 0.00 ft Right 3.84 kips Max neg -3.84 kips 79.00 ft A Moment At x= 277-1 Max pos 14.39 kip -ft 1 4, 06 ft 4,132 Max neg 0.00 kip -ft 0.00 ft Deflection At x= U== 360 Max pos 0,0000 inch 0.00 ft 1== 39.030168 Max neg -0.6338 inch 10.64 ft II 360 1 Stresses E 29000 ksi tv fb U# A 20.78 in -2 277-1 3056 4,132 S 56.50 in13 1 448.0 W4 Steel E 29000 ksi Steel True S a (ewae•e) I Fb to Fb LI# Fy 50 ksi 1 M%2xto 10.3 9.36 61.6 u.e ry 16.76 30.00 sae Unbraced Length 2 ft 2 Mux%e.a 10.9 9.91 65 Cux-Fy 15.84 30.00 600 Steel Req'd 3 M12xt1d 12 10.91 71.9 .-.Py 14.39 30.00 683 S 5.23 W3SFe=,66F,1 4 w16x12 10.9 9.91 53.8 o.M'Fy 15.84 30.00 4% 1 39,03 inA4 5 wex3 9.91 9.91 39.8 Gu T, 17.42 33-00 Sea Doug Fir E 1600 W OF A True S S` I fv Fv fb Fb U# Fb 1035 psi 1 8N7A #N1A #N1A #NIA #NIA #N/A 95 #NIA #NIA ewA Fv 95 psi 2 NNIA #NIA #N1A #NIA #NIA #N1A 95 #N1A #NIA ewA Cf on (1) off 12) 1 3 NNIA #N1A #N1A #NIA #N1A #NIA 95 IWA #N1A rNIA Req'd 4 NNIA #NIA #NIA #NIA #NIA #NIA 95 #NIA #NIA rNfA 1 70742 in -4 5 rwlA #NIA #NIA #NIA #NIA #N1A 95 #N1A #N1A ewA S 466.82 inA3 S' includes CF A 60.61 in -2 Glu Lam E 1800 ksi GLB A S I tv Fv fib Fb' L71 Fb 2400 psi 1 e 13.12 61.5 123.0 738 94 165 1404 2400 423 Fv 165 psi 2 511603.5 69,2 155.7 1051 83 165 1109 2400 602 WdthOesired 5.125 in 3 e11e.1s 76.9 192.2 1441 75 165 698 2400 825 Req'd 4 ssexim 84.6 232.5 1919 68 165 742 2400 lose 1 628.821nA4 5 5118x16 92.3 276.8 2491 62 165 624 2400 tA20 S 71.94 in13 ' Cv not included A 34,90 inA2 LVLE 1900 ksi LVL A S I tv Fv fb Fb' U# Fb 2500 psi 1 (2)14 49.0 114.3 800 118 265 1510 2600 484 Fv 285 psi 2 (2) to 58.0 149.3 1195 103 285 1156 2600 722 Req'd 3 (a)it114 59.1 110.7 623 97 285 1559 2600 376 1 595.72 W4 4 (3)11 Ira 62.3 123.4 733 92 285 1399 2600 443 S 66.41 inA3 5 (2) 10 63.0 189.0 1701 91 285 914 2600 1,o2a A 20.20 inA2 ' Cf not included MEN mwig MIMP",man 1!t DELTA UNIFORM wX124E1(LA3-2LXA2+XA3) PT LOAD X<a Pb=EIL(LA2-bA2-XA2) DRS 312712007 AnyBeam Best Don 5-28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2/25102 03/27107 Project: BYU ID Auditorium 29000 ksi I D. Columns 450 in14 Fi 1 Size: Stresses E 29000 ksi At x= A Beam 18.19 ft S Length 37.13 K. Uniform 448.0 W4 At x = w 0 kill Triangle Fy 50 ksi watLeft End 01 2 ft 57.60 Steel w at Right End 0 Id" S 24.46 in13 iFe=,esF,l 33.00 408 W 0.00 kips Pt Load Doug Fir 3.00 kips at 14.00 ft. from telt 1035 psi 33.00 490 0 0 kips at 13.50 f1. from Ii0.00 Cf on (1) off (2) 1 kips at 13.00 ft. from left 33.00 414 I 0.00 kips at 0.00 ft- from lett 780.00in13 0.00 kips at 0.00 ft. from left Partial Uniform 1800 ksi 72.70 i from to w1 165 psi 0.375 14.00 37.13 5.125 in w2 S' 0 11.50 30.00 1 w3 Fb L!# 0 18.00 30.00 Partial Triangular A 64.59 iri kilt on Rt side from to 1900 1 #NIA swA Fb 2600 psi a a+b Fv w1 1 0 14.00 15.00 #NIA #wA w2 6868.47 in14 0 16.00 30.00 310.50 in'3 W3 A 0 0.00 22.00 UNIFORM --,� TRIANGLE PAINT i, PARTIAL UNIFORM Reactions Left 4.57 kips Right 7.10 kips L1== 360 1== 450.00305 PARTIAL TRIANGLE E _= 29000 ksi Max pos I == 450 in14 Max nag 1 360 Stresses E 29000 ksi At x= A 20.78 in12 18.19 ft S 56.50 in13 0.00 ft I 448.0 W4 At x = Steel E 29000 ksi 0.00 ft Fy 50 ksi 16-94 ft Unbraced Length 2 ft 57.60 Steel Req'd S 24.46 in13 iFe=,esF,l 33.00 408 1 450,00 W4 68.40 Doug Fir 1600 ksi Fb 1035 psi 33.00 490 Po 95 psi 6470 Cf on (1) off (2) 1 Req'd 33.00 414 I 8156.31 in -4 81.60 S 780.00in13 A 112,13 inA2 33.00 614 Glu Lam E 1800 ksi 72.70 Fb 2400 psi Fv 165 psi 33.00 4s9 Width Cesired 5.125 in True S S' Req'd tv 1 725095 in -4 Fb L!# S 336.38 inA3 #N/A A 64.59 iri #NIA LVL E 1900 1 #NIA swA Fb 2600 psi #NfA Fv 285 psi 1 95 Req'd #NIA #wA 1 6868.47 in14 lai S 310.50 in'3 #NIA A 37.39 in -2 111 swA UNIFORM --,� TRIANGLE PAINT i, PARTIAL UNIFORM Reactions Left 4.57 kips Right 7.10 kips L1== 360 1== 450.00305 PARTIAL TRIANGLE tv Shear At x= Max pos 4.57 kips 0.00 ft Max nag -7.10 kips 37.13 ft 512.7 Moment At x= Max pos 67.28 kip -ft 18.19 ft Max neg 0.00 kip -ft 0.00 ft Steel Deflection At x = Max pos 0.0000 inch 0.00 ft Max nag .1.2377 inch 16-94 ft u 360 57.60 tv fb U# 512.7 14289 358 Steel True 6(-d,sadl I Fb fb Fb L!# 1 W1ex1e 57.6 57.60 510 o.eea•rr 14,02 33.00 408 2 vnamo 68.4 68.40 612 o wo rr 11.80 33.00 490 3 WIGX40 647 6470 518 0sea'Fr 12.48 33.00 414 4 W21x44 81.6 81.60 843 a.eso•rr 9,89 33.00 614 5 Wlax4e 72.7 72.70 586 asswFr 11.10 33.00 4s9 OF A True S S' I tv Fv (b Fb L!# 1 rwA #N/A #N/A #NIA #NIA #NIA 95 #NIA #NIA swA 2 ewA #NfA #NfA #NIA #NIA 1 95 Ni #NIA #wA 3 eNrA #NIA lai #NIA #NIA #NIA 95 1 111 swA 4 ewA #N/A #141A #NIA #NIA #NIA 95 #NIA #NIA swA 5 eNrA #N/A i #N/A 11 #N1A 95 #NIA #NIA swA S` inciudes Cr Gi_B A S I tv Fv fb Fb' L!# 1 5ver22 138.4 622.7 8406 77 165 1296 2400 417 2 e 11111 146.1 693.8 9887 73 165 1164 2400 491 3 shwa 153.8 768.8 11531 69 165 1050 2400 573 4 s vee7l.s 161.4 847.5 13349 66 165 953 2400 sn 5 $ Ifin,13 169.1 930.2 15348 63 165 868 2400 762 ' Cv not Included LVL A S 1 tv Fv Ib Fb' i 1 ON& #NIA #NIA #N/A #NIA 285 #NIA 2600 swA 2 ewA #NIA #NIA #NfA #N1A 285 #NIA 2600 NWA 3 eNrA #N/A #NIA #NfA #NIA 285 #NfA 2600 swA 4 WA #N/A #N/A #NIA #11,11 285 #NIA 2600 MA 5 eNrA i #NfA #N/A ali 285 #N/A 2600 smA ' Cf not included :_:C P1111.911 I DELTA UNIFORM wX124E1(LA3-2LXA2+XA3) PT LOAD X<a PbX76EIL(LA2-bA2-XA2) DRS 312712007 Any®eam Best Don 5.28-99 TSBA SEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2!25102 03127107 Project: I D: Size: Beam Uniform Triangle Pt Load Partial Uniform Partial Triangular BYU ID Auditorium Columns Rt8 J,LUNIr-orzlvl I TRIANGLE POINT Reactions Left 1.04 kips Right 3.84 kips U== 360 1== 39.030168 PfiR'i'IfiL UNIFORM PARTIAL TRIANGLE Length 19.00 M 1== 39 inA4 w 0 Pitt Stresses E w at Left End 0 kltt 20.78 in12 w at fluff End 0 k/ft 1 W 0.00 kips 3.00 kips at 14.00 ft. from left 0.00 kips at 53.50 ft. from left 0.00 kips at 13.00 ft. from left 0.00 kips at 0.00 ft, from teff 0.00 kips at 0.00 ft. from left Fv klft from to wi 0.375 14.00 19.00 w2 0 11.50 30.00 w3 0 18.00 30.00 Glu Lam E W11 on Rt side from to 2400 psi Fv a a+b W1 014.01) 15.00 w2 0 18.00 30.00 w3 0 0.00 22.00 J,LUNIr-orzlvl I TRIANGLE POINT Reactions Left 1.04 kips Right 3.84 kips U== 360 1== 39.030168 PfiR'i'IfiL UNIFORM PARTIAL TRIANGLE E _= 29000 ksi At x= 1== 39 inA4 1.04 kips U== 360 Stresses E 29000 ksi A 20.78 in12 S 56.50 inA3 1 446-0 inA4 Steel E 29000 ksi Fy 50 ksi Unbraced Length 2 ft Sleet Req'd S 5.23 in^31rp=.s6r,) 1 39.03 W4 Doug Fir E 1600 Mi Fb 1035 psi Fv 95 psi Cf on(1)off(2) 1 0.300'Fy Req'd 1 707.42 inA4 S 166.82 in13 A 6061 in -2 Glu Lam E 1800 ksi Fb 2400 psi Fv 165 psi Width Desired 5.125 in 3 M12x11.6 Req'd 1 628.82 inA4 S 71.94 inA3 A 34.90 inA2 LVL E 1900 ksi Fb 2600 psi Fv 285 psi a5ooror Req'd f 595,72 in14 S 66.41 inA3 A 20.20 inA2 J,LUNIr-orzlvl I TRIANGLE POINT Reactions Left 1.04 kips Right 3.84 kips U== 360 1== 39.030168 PfiR'i'IfiL UNIFORM PARTIAL TRIANGLE rV Shear At x= Max pos 1.04 kips 0.00 ft Max neg -3.64 kips 19.00 ft Moment At x= Max pos 14.39 kip -ft 14.08 ft Max neg 0.00 kip -ft 0.00 ft Deflection At x= Max pos 0.0000 inch 0.00 ft Max. neg -0.6336 inch 10.64 ft 11 360 Li# rV rb L!# 277.1 3056 4,132 Steel TrueS s(ammed) I Fb fb Fb Li# 1 M12x10 10.3 9.36 61.6 0.300'Fy 16.76 30.00 ss3 2 M17x1e.6 10.9 9.91 65 5.3m•ry 15.84 30.00 sca 3 M12x11.6 12 10.91 71.9 3wo'ry 14.39 30.00 683 4 W19xi2 10.9 9.91 53.8 a5ooror 15.84 30.00 4% 5 W5x13 9.91 9.91 39.6 oseaFy 17.42 33.00 Sas OF A True S S' I tv Fv i Fb L/# 1 NWA #NIA #N1A #N1A #NFA #NIA 95 #NIA #WA Ji 2 NWA #N1A #NIA #NIA #NIA #N/A 95 #NIA #NIA 3wA 3 8wA #N1A #NIA #NIA #N1A #N1A 95 #NIA #NIA mw 4 EWA #Ni #N1A #NIA #NIA #N/A 95 #NIA #NIA 4wA 5 01 #NIA #NIA #WA #N1A 11 95 #NIA #N!A 6wA S' includes CF GILD A S f fV Fv fb Fb' U# 1 5116x12 61.5 123.0 738 94 165 1404 2400 423 2 5 U11M.6 69.2 155.7 1051 83 165 1109 2400 IM 3 e 118.15 76.9 192.2 1441 75 165 898 2400 625 4 a uwas 84.6 232.5 1919 68 165 742 2400 i.ra9 5 a u8ai6 92.3 276.8 2491 62 165 624 2400 1.426 ' Cv not included LVL A S I fV Fv rb Fb' L1# 1 (2) 14 49.0 114.3 800 118 285 1510 2600 464 2 12116 56.0 149.3 1195 103 285 1156 2600 722 3 (3)15114 59.1 110.7 623 97 285 1559 2600 376 4 IA t 5 716 62.3 123.4 733 92 285 1399 2600 443 5 12113 63.0 189.0 1701 91 285 914 2600 1,o2e ' Cf not included 1: lleff .1--aa- DELTA UNIFORM wX/24E1(LA3-2LXA2+XA3) PT LOAD Xaa PbX16EIL(LA2-bA2-XA2) DRS 3/2712007 AnyBeam Best Don 6-28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2!25102 03127/07 0 0 0 now Nam NEMMMMIMMMIM L mmm i .. „ DELTA UNIFORM wXI24F1(L-3-2LX-2+XA3) PT LOAD X4a PbXI6EIL(LA2-bA2-XA2) M 3127120D7 AnyBeam Best Don 548.99 UNIFORM Project: BYU ID Auditorium I D: Columns 817.5 Size: Beam Length 37.13 It, r TRIANGLE Uniform w 0 kik t t Triangle watLeBEnd 0 krl POINT w at Right End 0 IVk W 0.00 kips 1 II 1 I Pt Load 3.00 kips at 14.00 1from lel. Moo kips at 13.50 k, from left 0,00 kips at 13.001. from lel I PARTIAL UNIFORM 0.00 kips at 0.00 k. from left 0-00 kips at 0.00 k. from left F"SII" Partial Uniform kik from to wf 0.375 14,00 37.13 w2 0 11.50 30.00 PARTIAL TRIANGLE w3 0 18.00 30.00 Partial Triangular kill on Rt side from to a a+b W1 0 14.00 15.00 w2 0 16.00 30.00 Reactions Shear At. x = w3 0 0.00 22.00 Left 4.57 kips Max pos 4.57 kips 0.00 It Right 7-10 kips Max nag -7.10 kips 37.13 k Moment At x = Max pas 67.28 kip It 18.19 ft Max nag 0.00 kip -ft 0.00 k E _= 29000 ksi Deflection At x= 1 == 450 in -4 U== 360 Max pos 0.0000 inch 0.00 it U== 360 I== 450.00305 Max nag -1.2377 inch 18.94 k U 360 Stresses E 29000 ksi iv Ib U# A 20.78 inA2 512.7 14269 358 S 56.50 inA3 1 448.0 inA4 Steel E 29000 ksi Steel True S s;m drad> I Fb fb Fb U# Fy 50 ksi 1 wlax35 57.6 57.60 510 3sao'ry 14,02 33.00 Oce Unbraced Length 2 k 2 wlax4a 68.4 ESAU 612 a-Fy 11,80 33,00 490 Steel Req'd 3 wlax4a 64.7 64.70 518 a.asc'Fy 12.48 33.00 414 S 24.46 W3(Fb =.66F,1 4 w21x44 81.6 81.60 843 o. W-Fy 9.89 33.00 674 1 450.00 inA4 5 wlax4a 72.7 72.70 586 o y 11.1(} 33.00 469 Doug Fir E 1600 ksi OF A Two S S. I tv Fv fb Fb U# Fb 1035 psi 1 aNrA #N1A #NIA #NIA #NIA #NIA 95 #NIA #NIA aNrA Fv 95 psi 2 ANIA #NIA #NFA #NIA #NIA #NIA 95 #NIA #NIA .N;A Cf on (1) off (2) 1 3 ANIA #NIA #N/A #N1A #NIA #NIA 95 #NIA #NIA swA Req'd 4 *NIA #NFA #NIA #NIA #NIA #NIA 95 #NIA #NIA rwA 1 8156.31 in -4 5 aNrA #NIA ANIA #NIA #NIA #NIA 95 #NIA #NIA 4wA S 780.00 inA3 5' includes C. A 112.16 inA2 Glu Lam E 1800 ksi GL8 A S I fv Fv fb Fb' Ll# Fb 2400 psi 1 s 1111x27 138.4 622.7 8406 77 165 1296 2400 417 Fv 165 psi 2 a ua.2a.s 146.1 6938 9887 73 165 1164 2400 491 Width Desired 5.125 in 3 51111130 153.8 768.8 11531 69 165 1050 2400 573 Req'd 4 51fsx31.s 161.4 847.5 13349 66 165 953 2400 ess 1 7250.05 1nA4 5 s 1ra.33 169.1 930.2 15348 63 165 868 2400 762 S 335.38 inA3 • Cv not included A 64.58 in -2 LVL E 1900 ksi LVL A S I tv Fv to Fb • U# Fb 2500 psi 1 4NIA #NIA ANIA #NIA #NIA 285 #NIA 2600 rwA Fv 285 psi 2 ANIA #NIA #NIA #N1A #NIA 285 #NIA 2600 0wA Req'd 3 awA #WA #NIA #N1A #NIA 285 #NIA 2600 11wA 1 6868.47 in -4 4 SNA #NIA #N1A #NIA #NIA 265 #N/A 2600 AruA S 310.50 inA3 5 awn #NIA #N1A *NIA #NIA 285 #NIA 2600 4wA. A 37.39 in12 • Cf not inCudad 0 0 0 now Nam NEMMMMIMMMIM L mmm i .. „ DELTA UNIFORM wXI24F1(L-3-2LX-2+XA3) PT LOAD X4a PbXI6EIL(LA2-bA2-XA2) M 3127120D7 AnyBeam Best Don 548.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03127107 Project: BYUIDAudilodum I D: Columns R17 Size: Beam Length 19.00 ft. Uniform w 0 kilt Triangle w a1 Lea End 0 k/8 2 1 0 5 I 0 tv 277.1 E _= w at Right End 0 1 I == 39 inA4 W 0.00 kips Pt Load 3.00 kips at 14.00 ft. from left A 0.00 kips at 13..50 ft from left $6.50 inA3 0.00 kips at 13.00 ft. from left At x= 0.00 kips a1 0.00 ft. from left Fy 0,00 kips at 0.00 in from left Partial Uniform 3 Mi2x11.e loft from to wi S 0.375 14.00 19.00 w2 39.03 in14 0 11.50 30.00 W3 9.91 0 18.00 30,00 Partial Triangular Fv kilt. on Rt side from to Cf on (1) off (2) 1 9.91 a a+b wl 0WT, 0 14.00 15.00 w2 S 0 16.00 30.00 w3 60.61 inA2 0 0.00 22.00 2 1 0 5 I 0 tv 277.1 E _= 29000 ksi TRIANGLE I == 39 inA4 Max neg 1 360 Stresses E 29000 ksi At x= A 20.78 inA2 14.06 ft S $6.50 inA3 0.00 ft 1 448.0 inA4 At x= Steel E 29000 ksi 0.00 ft Fy 50 ksi 10.64 ft Unbraced Length 2 ft 3 Mi2x11.e Steel Req'd 71.9 S 5.23 inA31F, - mF,1 1 39.03 in14 663 Doug Fir E 1600 ksi 9.91 Fb 1035 psi Fv 95 psi 30.00 Cf on (1) off (2) 1 9.91 9.91 Req'd 0WT, 1 707.42 inA4 17.42 S 166.82 in -3 DF A 60.61 inA2 G. Glu Lam E 1800 ksi Fv Fb 2400 psi U# Fv 165 psi #NIA Width Desired 5.125 in #NIA 95 Req'd #N1A 1 626.82 in -4 #NIA S 71.94 in13 #N1A A 34.90 inA2 #N1A LVL E 1900 ksi 3 ANIA Fb 2600 psi #NIA Fv 285 psi 95 111 Req'd aNrA 1 595.72 inA4 #NIA 5 66.41 in13 #NIA A 20.20 W2 #N/A 2 1 0 5 I 0 tv 277.1 fig PARTIAL UNIFORM Reactions Left 1.04 kips Right 3.84 kips L1== 360 1== 39.030168 fb i 3058 4.132 PARTIAL TRIANGLE UNIFORM -------- n ii TRIANGLE 1 1 P©INT fig PARTIAL UNIFORM Reactions Left 1.04 kips Right 3.84 kips L1== 360 1== 39.030168 fb i 3058 4.132 PARTIAL TRIANGLE Steel Shear At x= Max pas 1.04 kips 0.00 ft Max neg •3.84 kips 19.00 ft 1 M12xte Moment At x= Max pas 14.39 kip -N 14.06 ft Max nag 0.00 1 0.00 ft 505 Deflection At x= Max pas 0.0000 inch 0.00 ft Max neg -O.6338 inch 10.64 ft U 360 3 Mi2x11.e Steel True S s 1�lsadl I Fb fb Fb U# 1 M12xte 10.3 9.36 51.6 06W'Fy 16.76 30.00 505 2 M12x10.1 10.9 9.91 65 OWTY 15.84 $0.00 600 3 Mi2x11.e 12 10.91 71.9 0sm•ry 14.39 30.00 663 4 wiax12 10.9 9.91 53.8 es30Ty 15.84 30.00 496 5 wax13 9.91 9.91 39.6 0WT, 17.42 33.00 ses DF A True S G. I fv Fv fb Fb U# 1 ANIA #NIA #NIA #N1A #NIA #NIA 95 #NIA #N1A awA 2 ■NIA #NIA Ni #NIA #N1A #NIA 95 #N1A #i invA 3 ANIA #NIA #NIA #NIA #i #NIA 95 111 #NIA aNrA 4 aNrA #NIA #NIA #i #NIA #NIA 95 #NIA #N/A awA 5 MA #N/A #N/A #NIA #NIA #NIA 95 #NIA ti awA S' includes C� GLB A S I tv Fv fb Fb' U# 1 1119,12 61.5 123.0 738 94 165 1404 2400 423 2 sfrexr3.s 69.2 155.7 1051 83 165 1109 2400 602 3 sveals 76.9 1922 1441 75 165 898 2400 ass 4 a asxtcs 84.6 232.5 1919 68 165 742 2400 ices 5 1va,is 92.3 276.8 2491 62 165 624 2400 1.420 ' Cy not included LVL A S I IV Fv fb Fb' LNF 1 12114 49.0 114.3 800 118 285 1510 2600 454 2 (2)16 56.0 149.3 1195 103 285 1156 2600 722 3 13p 11 114 59.1 110.7 623 97 285 1559 2600 376 4 13111 na 62.3 123.4 733 92 265 1399 2600 443 5 (21e 63.0 189.0 1701 91 285 914 2600 %1921 ' Cf not included =ONE Lw MMM 112011 DELTA UNIFORM PT LOAD X<a DRS wYJ24 E I (L- 3-2 tX A2+XA 3) Pb"EIL(LA2-i 3127/21 a 'N al l WNW - "M l Any Beam Best Don 5.28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03127107 Project: BYU ID Auditorium. At x = I D: Columns U== 360 R16.5 29000 ksi Size: 20.78 inA2 S 56.50 inA3 1 Beam Steel E 29000 ksi Length 35.87 ft Uniform 2 ft Steel w 0 klft Triangle 1 404.69 in14 wat Lee End 0 kift Fb 1035 psi Fv w at Right End 0 k/ft 1 13.12 Req'd W 0,00 kips Pt Load 730.03 inA3 3.00 kips at 14.00 A from left 1800 ksi Fb 0.00 kips at 13.50 ft. from left Width Desired 5.125 in 0.00 kips at 13.00 ft- from left 6520.02 inA4 S 0.00 kips at 0.00 it. from left LVL E 1900 ksi 0.00 kips at 0.00 ftfrom left Partial Uniform 59.6 Req'd kilt from to S W1 A 0.375 14.00 35.87 A wr2 $' 0 11.50 30..00 Fv W3 Fb LIN 0 18.00 30.00 Partial Triangular #NfA #NfA Wit on Rt side from to #NIA #NIA mmm 2 NNIA #NIA a a+b #NIA wl #NIA 0 14.00 15.00 #NIA rwA w2 #NIA 0 16.00 30.00 #NIA w3 95 0 0.00 22.00 ttUNIFORM TRIANGLE POINT 1 1 PARTIAL UNIFORM Reactions Left 4.33 kips Right 6.87 kips U== 360 1== 404.6908 PARTIAL TRIANGLE E _= 29000 ksi At x = 1 == 405 inA4 4.33 kips U== 360 Stresses E 29000 ksi A 20.78 inA2 S 56.50 inA3 1 449.0 inA4 Steel E 29000 ksi Fy 5o ksi Unbraced Length 2 ft Steel Req'd S 22.90 inA$(Fb-.66Fy) 1 404.69 in14 Doug FILE 1600 ksi Fb 1035 psi Fv 95 psi Cf on (1) off (2) 1 13.12 Req'd 1 7335.02 inA4 S 730.03 inA3 A 108.51 in -2 Glu Lam E 1800 ksi Fb 2490 psi Fv 165 psi Width Desired 5.125 in Req'd 1 6520.02 inA4 S 314.83 in13 A 62-47 in12 LVL E 1900 ksi Fb 2600 psi Fv 285 psi 59.6 Req'd I 6176.86 inA4 S 290.61 inA3 A 36.17 in -2 ttUNIFORM TRIANGLE POINT 1 1 PARTIAL UNIFORM Reactions Left 4.33 kips Right 6.87 kips U== 360 1== 404.6908 PARTIAL TRIANGLE fv Shear At x = Max pos 4.33 kips 0.00 ft Max nag -6.87 kips 35.87 ft 495.1 Moment At x= Max pos 62.97 kip -ft 17.58 ft Max Peg a.00 kip -ft 35.87 ft Steel Deflection At x= Max pos 0.0000 inch 35.87 ft Max nag -1.1948 inch 18.29 ft U 360 57.60 fv fb L/# 495.1 13373 399 Steel True S 6 pnoaN•al I Fb fb Fb LI# 1 WIax35 57.6 57.60 510 0.•80 -FY 13.12 33.00 434 2 wisms 56.5 56.50 448 0&WFY 13.37 33.00 399 3 wlemo 68.4 68.40 612 a.sswFY 11.05 33.00 544 4 wlex40 64.7 64.70 518 0,M'FY 11.68 33.00 461 5 313x42.9 59.6 59.60 447 a.eea•rr 12.68 33,00 39a OF A True S $' 1 N Fv fb Fb LIN 1 3NIA #N/A #NIA #NfA #NfA #NIA 95 #NIA #NIA mmm 2 NNIA #NIA #NIA #NIA #N/A #NIA 95 #NIA #NIA rwA 3 NNIA #NIA #NIA #NIA #NIA #NfA 95 #NIA #N/A rwA 4 NNIA #NIA #NIA #NIA #NIA #NIA 95 #NIA #NIA rwA 5 NNIA #N1A WA #NIA #NIA #NIA 95 #NIA #NIA rwA S' includes CF GLB A S I fv Fv fb Fb • U# 1 5 tre.25.e 130.7 555.4 7082 79 165 1350 2400 391 2 s ua.22 1384 622.7 8406 74 165 1213 2400 464 3 61rex23a 146.1 693.8 9887 71 165 1089 2400 546 4 5113.30 153.8 768.8 11531 67 165 983 2400 637 5 5118x31.5 161.4 847.5 13349 64 165 891 2400 737 ' Cv not included LVL A 5 I tv Fv fb Fb' U# 1 NNIA #NIA NNIA #NIA #NIA 285 #NIA 2600 3wA 2 YNIA #N/A #NIA #NIA #NIA 285 #NIA 2600 rwA 3 MA #NIA #NIA #NIA NNIA 285 #NIA 2600 rwA 4 eNIA #NIA NNIA #NIA #NIA 285 #NIA 2600 rwA 5 ANIA #N/A #NIA #NIA #N/A 285 #NIA 2600 rwA ' Cl not included E;W • `•,' A • • • • b DELTA UNIFORM wX/24EI(LA3-2LXA2+X43) PT LOAD X" PbX/6EIL(02-b^2-X^2) DRS 3/2712007 AnyBeam Best Don 5.28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03/27107 Project: BYU 16 Auditorium Al x= 11: Columns U== 360 Rib 29000 ksi Size: 20.78 in -2 S 58.50 in -3 1 Beam Steel E 29000 ksi Length 19.00 k. Uniform 2 ft Steel w 0 k(ft Triangle 1 39,03 in"4 w at Let End 0 kift Fb 1035 psi Fv w at Right end 0 klft 1 osoo•Fy Req'd w 0.00 kips Pt Load 166.62 in"3 3..00 kips at 14A0 ftfrom left 1800 ksi Fb 0.00 kips at 13.50 ft. from left Wdth Desired 5.125 in 0A0 kips at 13.00 ft. from Ieh 628.82 in°4 S 0.00 kips at 0.000 ft. from left LVL E 1900 ksi 0.00 kips at 0.00 11. from left Partial Uniform asaa•rr Req'd klft from to S W1 A 0,375 14.00 19.00 39.6 v2 0 11.50 30.00 33,00 w3 OF 0 18.00 30.00 Partial Triangular I fv k/tonR1side from to Fb U# 1 AVIA #NIA a aab #IWA W1 #NIA 0 14.00 15.00 #NIA v2 2 NNIA 0 18.00 30.00 #NIA w3 #NIA 0 0.00 22.00 i� PAR'T'IAL UNIFORM Reactions Left 1.04 kips Right 3.84 kips U== 360 1== 39.030168 PARTIAL TRIANGLE E _= 29000 ksi Al x= 1 == 39 in14 1 1 U== 360 Stresses E 29000 ksi A 20.78 in -2 S 58.50 in -3 1 448.0 in14 Steel E 29000 ksi Fy s0 ksi Unbraced Length 2 ft Steel Req'd S 523 in"31Fe= eer,f 1 39,03 in"4 Doug Fir E 1600 ksi Fb 1035 psi Fv 95 psi Of on)1)off (2) 1 osoo•Fy Req'd 1 707.42 in"4 S 166.62 in"3 A 60.61 in -2 Gtu Lam E 1800 ksi Fb 2400 psi Fv 165 psi Wdth Desired 5.125 in 3 M12xii s Req'd 1 628.82 in°4 S 71.94 in13 A 34.90 in12 LVL E 1900 ksi Fb 2600 psi Fv 285 psi asaa•rr Req'd 1 595.72 In"4 S 86.41 in"3 A 20,20 in -2 i� PAR'T'IAL UNIFORM Reactions Left 1.04 kips Right 3.84 kips U== 360 1== 39.030168 PARTIAL TRIANGLE UNIFORM Al x= TRIANGLI 1 1 POINT i� PAR'T'IAL UNIFORM Reactions Left 1.04 kips Right 3.84 kips U== 360 1== 39.030168 PARTIAL TRIANGLE fv Shear Al x= Max pas 1.04 kips 0.00 ft Max neg -3.84 kips 19.00 ft Moment Al x= Max pas 14.39 kip -ft 14.06 ft Max neg 0.00 kip -11 0.00 ft Deflection At x = Max pas 0.0000 inch 0.00 ft Max neg -0.6338 inch 10.64 ft U 360 LI# fv fb LI# 277.1 3058 4,132 Steel True S Is tmaaeeet I Fb fb Fb LI# 1 MIMI) 10.3 9.36 61.6 osoo•Fy 16.76 30.00 sea 2 M12x1a,a 10.9 9,91 65 8888•// 15.84 30.00 s00 3 M12xii s 12 10.91 71.9 o.am•Fy 14.39 30.00 sra 4 wioxl2 10.9 9.91 53.8 asaa•rr 1584 30.00 ass 5 Wax13 9.91 9.91 39.6 osw•rr 17.42 33,00 3e5 OF A True 5 S. I fv Fv tb Fb U# 1 AVIA #NIA #NIA #IWA #NIA #NIA 95 #NfA #NIA 4NrA 2 NNIA #NIA #NIA #NIA #NIA #NIA 95 #NfA #NIA OWA 3 NNIA #NIA #NIA #NfA #NfA #NIA 95 #NfA #NfA 4NlA 4 NNIA #NIA #NIA #NIA #NIA #WA 95 #NfA NNIA xwA 5 NNIA NNIA #NIA #NfA #NfA #NIA 95 #NIA #NIA INrA S' includes Cr GLIB A S I fv Fv fb Fb' U# 1 81/8x12 61.5 123,0 738 94 165 1404 2400 423 2 a 1atx13.s 69.2 155.7 1051 63 165 1109 2400 602 3 svans 76.9 1922. 1441 75 165 898 2400 825 4 a vame.s 84.6 232.5 1919 68 165 742 2400 i.0ea 5 a vI 92.3 276.8 2491 62 165 624 2400 1,426 ' Cv not included LVL A S I fv Fv fb Fb' U# 1 (2114 49.0 114.3 800 116 285 1510 2600 484 2 Ili 1e 56.0 149.3 1195 103 285 1156 2600 722 3 13111114 59,1 110.7 623 97 285 1559 2600 376 4 (31 11 va 62.3 123.4 733 92 285 1399 2600 443 5 (21 11 63,0 189.0 1701 91 285 914 2600 1,028 ' Of not included DELTA UNIFORM wX724EIVL-2LX^2+X13) PT LOAD X<a PlaMEILgL-2-b-2-X'2) 1 312712007 AnyBeam Best Don 5-28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03127107 A •:� r a ._. •r . JIM MMM 1-' DELTA UNIFORM wk24E1(L^3-2LX^2+X^3) PT LOAD X<A PWBEIL(L42�V2•XA2) DRS 3127!2007 AnyBeam Best Don 6-28.99 11 1 UNIFORM Project: BYU ID Auditorium I D: Columns 815.5 Size: TRIANGLE Beam Length 34.63 k. Uniform w 0 kik Triangle watLEnd 0 kik ppINT w aS Righgh[ End 0 kill w 0,00 kips Pt Load 3.00 kips at 14.00 N. from left 0.00 kips at 13.50 R from left 0.00 kips at 13.00 ft. from left PARTIAL UNIFORM 0.00 kips 411 0.00 ft. from left 0.00 kips at 0.00 U. from left 1 1 Partial Uniform kik from to wl 0.375 14.00 34.63 i W2 0 11.50 30.00 PAR`T'IAL TRIANGLE" vf3 0 18.00 30.00 Partial Triangular Wit on Rt side from to a a+b W-1 0 14.00 15.00 W2 0 16.00 30,00 Reactions $hear At x= W3 0 0.00 22.00 Lek 4.09 kips Max pas 4.09 kips 0.00 k Right 6.64 kips Max nag -6.64 kips 34.63 k Moment At x= Max pos 58.87 kip -ft 16.97 k Max nag 0.00 kip -ft 34.63 ft E _= 29000 ksi Deflection At x - I == 363 in14 U== 360 Max pos 0.0000 inch 0.00 ft U== 360 1== 382.96322 Max nag -1.1542 inch 17.66 ft U 360 Stresses E 29000 ksi fV fb L1# A 20.78 in12 479.6 12503 444 S 56.50 in13 I 448.0 inA4 Steel E 29000 ksi Steel True S s (-ir of I Fb fb Fb U# Fy 50 ksi 1 WIax31 47.2 4730 375 o.66a'Fy 14.97 33 CO 372 Unbraced Length 2 ft 2 wfax3s 57.6 57.60 510 ess0•ry 1236 33.00 506 Steel Req'd 3 W1ax30 56.5 56.50 448 Oean•Fy 12.50 33.00 444 S 21.41 in^3i!`b .66F,1 4 wt4x3a 546 54.60 385 OW'Fy 12.94 33.00 3a2 1 362.96 inA4 5 wfax40 68.4 68.40 612 0ss0•F, 10.33 33.00 607 Doug Fir E 1600 ksi DF A True S S. I IN, Fv fb Fb Ll# Fb 1035 psi 1 NWA #NIA #NIA #NIA #NIA #Ni 95 #NIA #NIA rwA Fv 95 psi 2 NNIA #NIA #NIA #NIA #NIA #N1A 95 #N1A #NIA FNrA Cf on (1) off (2) 1 3 NNIA #N1A #NIA #NIA #NIA #NIA 95 #NIA NNIA FN7A Req'd 4 rNIA #NIA #NIA #NIA #N1A #Ni 95 #NIA WA mm 1 6578.711n^4 5 NWA #NIA #NIA #NIA #N1A #N!A 95 #N1A #NfA rNIA S 682.54 in13 S' includes Cr A 104.92 1n42 Glu Lam E 1800 ksi GL8 A S. I fv Fv fb Fb' L1# Fb 2400 psi 1 s 1141.24 123.0 4920 5904 81 165 1436 2400 asa Fv 165 psi 2 s va.2s.s 13D.7 555.4 7082 76 165 1272 2400 436 Width Desired 5.125 in 3 s 9a.27 138.4 622.7 8406 72 165 1134 2400 519 Req'd 4 s uwaz 146.1 693.8 9887 68 165 1018 2400 6m 1 5847.74 inA4 5 s 1141.20 153.8 766,8 11531 65 165 919 2400 710 S 294.35 in^3' Cv not included A 60.41 in^2 LVLE 1900 ksi LVL A S I fv Fv fb Fb' U# Fb 2600 psi 1 ANIA #NIA NNIA #N1A #NIA 285 #NIA 2600 rwA Fv 285 psi 2 AVIA #NIA #N1A #N1A #NIA 285 #NIA 2600 rNIA Req'd 3 !NIA #NIA #N/A #NIA. #NIA 285 #NIA 2600 rNIA 1 5539.96 in^4 4 NNIA #NIA NNIA NNIA #NIA 285 #N1A 2600 #wA S 271.70 in13 5 NNIA #NIA #N1A #N1A #NIA 285 #N1A 2600 rwA A 34.97 in -2 ' C1 not included A •:� r a ._. •r . JIM MMM 1-' DELTA UNIFORM wk24E1(L^3-2LX^2+X^3) PT LOAD X<A PWBEIL(L42�V2•XA2) DRS 3127!2007 AnyBeam Best Don 6-28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2/25102 03127/07 Project: I D: Size: Beam Uniform Triangle Pt Load Partial Uniform Partial Triangular BYU ID Auditorium Columns R15 E _= 2900D ksi ,1 == 37 in14 Ua= 360 I UNIFORM --Yr T TRIANGLE Vi POINT 1 1 nTF PARTIAL UNIFORM PARTIAL TRIANGLE Reactions Length 19.00 ft At x= w 0 k/ft 0.97 kips w at Left End 0 klfl Max neg w at Right End 0 k/ft w 0.00 kips 2.80 kips at 14.00 it. from left 0.00 kips at 13.50 ft. from left O.DO kips at 13.00 0. from left 0.00 kips at 0.00 ft. from left 0.00 kips at 0.00 ft. from left 0.0000 inch klft from to wt 0.35 14.00 19,00 w2 0 11.50 30.00 w3 0 18,00 30.00 klft on RI side from to a a+b wl 0 14.00 15.00 w2 D 16.00 30.00 w3 0 0.00 22.00 E _= 2900D ksi ,1 == 37 in14 Ua= 360 I UNIFORM --Yr T TRIANGLE Vi POINT 1 1 nTF PARTIAL UNIFORM PARTIAL TRIANGLE Reactions 29000 ksi Shear At x= Left 0.97 kips Max pos 0.97 kips 0.00 ft Right 3.58 kips Max neg -3.58 kips 19.00 ft A Moment At x= 258.6 Max PCs 13.43 kip -4 14.06 ft 4.427 Max nag 0.00 kip -ft 0.00 ft Deflection At x - U== 366 Max pos 0.0000 inch 0.00 ft 1== 36.428156 Max nag -0.6235 inch 10.64 ft U 366 1 Stresses E 29000 ksi fv fb L1# A 20.78 in12 258.6 2852 4.427 S 56.50 in13 1 448.0 104 Steel E 29000 ksi Steel True S s (roa5.a) I Fb fb Fb U# Fy 50 ksi 1 M14x9 7.76 7.05 38.8 a.eWTV 2477 30.00 �e3 Unbraced Length 2 ft 2 M12x12 10.3 9.36 61.6 a.a Ty 15.65 30.00 eos Steel Req'd 3 M12x10,5 10.9 9.91 65 a5arry 14.78 30-00 647 S 4.88 in-3(Fn=ssr,) 4 miwis 12 10.91 71.9 o. ." 1343 30.00 715 { 36.43 inA4 5 w1ox12 10.9 9.91 53.8 0.5aary 14.78 30.00 532 Doug Fir E 1600 ksi DF A True S 5' 1 fv Fv to Fb U# Fb 1035 psi 1 ANIA #NIA #NIA #NIA 11191A #NIA 95 #NIA #NIA awA Fv 95 psi 2 ANIA #NIA #NIA #NIA #NIA #NIA 95 #NIA #NIA awn Cf On (1) off (2) 1 3 /NIA #NIA #NIA #NIA #NIA #NIA 95 #NfA #NIA #wA Req'd 4 Awa #NIA #NIA #NfA #NfA #NIA 95 #NIA #NJA #wA 1 660.26 inA4 5 ANIA #NIA #NIA #NIA #NIA #NIA 95 #NIA #NIA #NIA S 155.70 inA3 S' includes CF A 56-57 inA2 Glu Lam E 1800 ksi GLB A S I tv Fv to Fb' L7# Fb 2400 psi. i 4115.12 61.5 123.0 738 87 165 1310 2400 453 Fv 165 psi 2 5115x15.5 69.2 155.7 1051 78 165 1035 2400 645 Width Desired 5.125 in 3 5115.15 76.9 1922, 1441 70 165 838 2400 6& Req'd 4 51A1.1A.s 846 232.5 1919 64 165 693 2400 ij1 1 586.90 inA4 5 6fra.15 92.3 276,8 2491 58 165 582 2400 1.s2a S 67.14 inA3 ' Cv not included A 32.67 W2 LVLE 1900 ksi LVL A S I fv Fv fb Fb' LN Fb 2600 psi 1 (2)14 49.0 114.3 800 110 285 1409 2600 518 Fv 285 psi 2 (2)15 56.0 149.3 1195 96 265 1079 2600 774 Redd 3 (3)11114 59.1 110.7 623 91 285 1455 2600 403 1 556.01 inA4 4 (3) it 7Ia 62.3 123.4 733 88 285 1306 2600 474 S 61.98 inA3 5 (2)15 63.0 189.0 1701 85 285 853 2600 1.101 A 18.86 inA2 ' Cf not included imp- C 111. jjq DELTA UN4FORM wX124E1(LA3-2LXA2+XA3) PT LOAD X<a PbX16E1L(LA2-bA2-XA2) DRS 3127/2007 Any®eam Best Don 5.28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2!25102 03127!07 Project: 10: Size: Beam Uniform Triangle Pt Load Partial Uniform Partial Triangutar BYU ID Auditorium Columns R14 E _= 29000 ksi I == 142 inA4 U== 360 i FFM Length 33.50 ft. TRIANGLE IN 0 k/ft 1.68 kips wat Left End 0 k/f1 PARTIAL TRIANGLE wat Right End O k/ft w 0.00 kips 1.30 kips at 14.00 ft. from left 0.00 kips at 13.50 ft, from left 0.00 kips at 13.00 ft. from left 0.00 kips at 0.00 ft. from loft 0.00 kips at 0.00 ft. from fait 0.0000 inch kfft from to w1 0.163 14.00 33.50 w2 0 11.50 30.00 W3 0 18.00 30.00 klft on Rt side from to a a*b wl 0 14.00 15.00 w2 0 16.00 30.00 w3 0 0.00 22.00 E _= 29000 ksi I == 142 inA4 U== 360 i FFM UNIF'C)RM Shear TRIANGLE i POINT 1.68 kips PARTIAL UNIFORM Right 2,80 kips PARTIAL TRIANGLE Reactions 29000 ksi Shear At x= Left 1.68 kips Max pos 1.68 kips 0.00 ft Right 2,80 kips Max nog .2.80 kips 33.50 ft A Moment Al x = 201.9 Max pos 23.99 kip -ft 16.42 ft 1.135 Max neg 0.00 kip -Il 0.00 It Deflection At x = U== 380 Max pos 0.0000 inch 0.00 ft 1== 142.11641 Max nag -1A176inch 17.09h U 360 1 Stresses E 29000 ksi tv fb U# A 20.78 in -2 201.9 5096 1.135 S 56.50 m13 1 448.0 in14 Steel 29000 ksi Steel TrueS 6(..d19.d) I Fb fb Fb U# Fy 50 ksi 1 W12x22 25.4 25.40 156 O.W-Fy 11,33 33.00 155 Unbraced Length 2 ft 2 ws,iw 29 29.00 199 0.580'Fy 9.93 33.00 504 Steel Req'd 3 ws0x2s 27.9 27.90 144 05 'Fy 10.32 33.00 ass S 8.72 inA3;F6=.5sF,1 4 w12x26 33.4 33.40 2D4 0.e60'Fy 8.62 33.00 517 1 142.12 inA4 5 W1ax26 38.4 38.40 301 awa'ry 7.50 33.00 752 Doug Fir E 1600 ksi DF A True S S. I fv Fv fb F6 LI# Fb 1035 psi 1 aNIA #N1A #NIA #NIA #NIA #N7A 95 #NIA #NIA awA Fv 95 psi 2 aWA #N1A #N1A #NIA #N7A #NIA 95 #NIA #NIA ow Of on (1) off (2) 1 3 NWA #N1A #N1A #NIA #NfA #NIA 95 #NIA #NIA swA Req'd 4 #NIA #NIA #NIA #NIA #NIA #NIA 95 #NSA #NIA swA 2575.86 in -4 5 an7A #N1A #NIA #N1A #NIA #NfA 95 #NIA #NIA awA S 278.17 InA3 S' includes Cf A 44.16 in42 Glu Lam E 1800 ksi GLB A S I tv Fv fb Fb' U# Fb 2400 psi 1 3l axla 92.3 276,8 2491 45 165 1040 2400 ave Fv 165 psi 2 atra.wa 99.9 324.8 3167 42 165 886 2400 4% Width Desired 5.125 in 3 siiwt 1D7.6 376.7 3955 39 165 764 2400 622 Req'd 4 s 1lax2a 115.3 432.4 4865 36 165 666 2400 765 1 2289,65 inA4 5 slisxm 123.0 492.0 5904 34 165 585 2400 926 S 119.96 inA3 • Cy not included A 25.42 W2 LVL E 1900 ksi LVL A S I fv Fy fb Fb • U# Fb 2600 psi 1 13118 94.5 283.5 2552 44 265 1016 2600 423 Fv 265 psi 2 13118 94.5 283.5 2552 44 265 1016 2800 Ora Req'd 3 t3i18 94.5 283.5 2552 44 285 1016 2600 423 1 2169.15 inA4 4 43116 94.5 263.5 2552 44 285 1016 2600 423 S 110.73 inA3 5 Calla 945 283.5 2552 44 285 1016 2600 423 A 14.72 inA2 • Of not included 2SHEAR DIAGRAM44 pall y, 20 MOMENT 91AGRAM 1 0,000 DEFLECT19N DIAGRAM 0200 a: i e$ -- ,600 10 ,e n 3 5 9, am ' f a c5 e 81 DW 3.35 670 f095134�151irtc 0. r D 23.45 29.81D MIS 73.50 am 3.38 9.70 1005 13 .�.rlrtG� N.10 93.45 26M ]0.15 33.50 0 3.35 6.7 10.05 113e 1ce5 201 T'.3 as xse 30 i5 sDs DELTA UNIFORM wXf24El(LA3-2LXA2+XA3¢ PT LOAD X<a PbXf6EIL(LA2-bA2-XA2) DRS 312712007 AnyBeam Best Don 5-2R-99 TS BA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03/27107 Project: 1 D: Size: Beam Uniform Triangle Pt Load Partial Uniform Partial Triangular BYU ID Auditorium Columns $14 UNIFORM TRIANGLE POINT l l PARTIAL UNIFORM Reactions Left 1.14 kips Right 1.14 kips U-- 360 I== 10.410641 PARTIAL TRIANGLE Length 14.00 It 1 == 10.4 in14 W 0.163 Wft Stresses E w at Left End O Wft 20.78 inA2 w at Right End 0 Wft 1 W 0.00 kips 0..00 kips at 8.00 ft. from left 0.00 kips at 13.50 ft. from left 0,00 kips at 13.00 ft. from left 0.00 kips at OAO ft. from left 0.00 kips at 0.00 ft. from left Fv Wit from to W1 0 8.00 45.50 w2 0 11.50 30.00 W/3 0 18.00 30.00 Glu Lam E Wft on Rt side from to 2400 psi Fv a a+b W1 0 14.00 15.00 w2 0 16.00 30.00 w3 0 0.00 22.00 UNIFORM TRIANGLE POINT l l PARTIAL UNIFORM Reactions Left 1.14 kips Right 1.14 kips U-- 360 I== 10.410641 PARTIAL TRIANGLE E _= 29000 ksi At x= 1 == 10.4 in14 1.14 kips U-= 360 Stresses E 29000 ksi A 20.78 inA2 S 56.50 inA3 1 448.0 inA4 Steel E 29000 ksi Fy 50 ksi Urbraced Length 2 h Steel Req'd S 1.45 inA3tre- 66FO 1 10.41 inA4 Doug Fir E 1600 kai Fb 1035 psi Fv 95 psi Cf on (1) off (2) 1 Req'd 1 188.69 in14 S 46.30 inA3 A 18.02 inA2 Glu Lam E 1800 ksi Fb 2400 psi Fv t65 psi Width Desired 5,125 In 3 1410x0 Raq'd f 167.73 in14 S 19.97 inA3 A 10.37 in -2 WLE 1900 ksi Fb 2600 psi Fv 285 psi oeeo•ry Req•d 1 158.90 inA4 S 18.43 inA3 A 6.01 in12 UNIFORM TRIANGLE POINT l l PARTIAL UNIFORM Reactions Left 1.14 kips Right 1.14 kips U-- 360 I== 10.410641 PARTIAL TRIANGLE fv Shear At x= Max pos 1.14 kips 0.00 ft Max neg -1.14 kips 14,00 ft Moment At x= Max pos 3.99 kip -ft 7.00 ft Max neg 0.00 kip -ft 14.00 ft Defection At x = Max pos 0.0000 inch 14.00 ft Max neg -0.4671 inch 7.00 ft U 360 L7# fv fb LTA` 82.4 848 15.492 Steel True S s (vosned) I Fb fb Fb L7# 1 Max6.S 4.62 4.20 18.5 10.37 30.00 c40 2 M16x7.3 6.57 5.97 32.8 5.eeo•ry 7.29 30.00 1.134 3 1410x0 6.94 6.31 34.5 a.aan°ry 6.91 30.00 1,193 4 Mtax9 7.76 7.05 36.8 oeeo•ry 6.18 30.00 1.342 5 vrex3 5.56 5.56 16.4 5.eaory 8.62 33.00 587 DF A True S S. I tv Fv fb Fb LI4 1 1212.10 27.8 42.8 47.1 197.9 61.7 95 1018 1139 377 2 1212.12 33.8 63.3 63.3 356.0 50.7 95 757 1035 679 3 1212.14 39.8 87.8 79.0 581.6 43.1 05 607 932 1.n8 4 13) wo 41.6 64.2 70.6 296.8 41.1 95 679 1139 sm 5 1312x2 50.6 94.9 94.9 533.9 33.6 95 505 1035 1 o19 S' includes CF GLB A S I fv Fv fb Fb" LA1 1 0116.7.5 38.4 48.7 180 45 165 997 2400 387 2 51n.e 46.1 69.2 311 37 165 693 2400 see 3 5 na.1o.5 53.8 94.2 494 32 165 509 2400 1 os1 4 a vsm2 61.5 123.0 738 28 165 390 2400 1 ss4 5 sin.13.5 642 155.7 1051 25 165 308 2400 atm ' Cv not included LVL A S I fv Fv fb Fb' Ll# 1 11114 19.7 35.9 208 87 285 1296 2500 me 2 it va 20.8 41.1 244 82 285 1155 2600 ssa 3 14 24.5 57.2 400 70 285 838 2800 907 4 1215 v4 32.4 49.9 231 53 285 960 2600 523 5 12111n 33.3 52.6 250 51 285 910 2600 567 ' Cf notincluded ANMMWAM laws =MEN ��:'77"%Mffl"Wm al KAZIN M07111-1 JEWMENVE Vii.?...:.. ,7�... ._ I a DELTA UNIFORM wX124E1(LA3-2LXA2+XA3) PT LOAD X" PbMEIL(LA2-bA2-XA2) DRS 312712007 AnyBeam Best Dan 5-28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03127!07 Project: I D: Size: Beam Uniform Triangle Pt Load Partial Uniform Partial Triangular 6YU ID Auditorium Columns Si5 E _= 29000 ksi 1 == 35 in -4 Lf== 360 Stresses E 29000 ksi A 20.78 in12 S 56.50 iO3 1 448.0 in14 Steel E 29000 ksi Fy 59 ksi Unbraced Length 2 ft Steel Req'd S 4.79 inA3(Fe=.56F,) 1 34.36 in14 Doug Fir E 1600 ksi Fb 1035 psi Fv 95 psi Ct on (1) oft (2) 1 Req'd 1 622.80 inA4 5 152.82 inA3 A 59.46 inA2 Glu Lam E 1800 ksi Fb 2400 psi Fv 165 psi Width Desired 5.125 in Req'd 1 553.60 inA4 S 65.91 in13 A 34.24 in12 LVL E 1900 ksi Fb 2600 psi Fv 285 psi Req'd 1 524.47 inA4 S 60.84 inA3 A 19.62 inA2 H � I J F! 11 UNIFORM -- TRIANGLE POINT Reactions Left 3.77 kips Right 3.77 kips U== 367 I== 34.361503 PARTIAL UNIFORM PARTIAL TRIANGLE Length 14.00 ft. Max pos w 0.538 klft Max neg w at Left End 0 kift w al Right End 0 k/ft Max pos w 0.00 kips 0.00 kips at 8.00 ft. from left 0.00 kips at 13.50 ft. from left 0.00 kips at 13.00 ft. from left 0.00 kips at 0,00 ft imm Iefl 0.00 kips at 0.00 R. }rom left 1 MOM kfft from to wl 0 8.00 41.50 w2 0 11.50 30.00 w3 0 18.00 39.00 7.05 k/ft on Rt side from to a a+b wl 0 14.00 15.00 w2 0 16,00 30.00 w3 0 0.00 22.00 E _= 29000 ksi 1 == 35 in -4 Lf== 360 Stresses E 29000 ksi A 20.78 in12 S 56.50 iO3 1 448.0 in14 Steel E 29000 ksi Fy 59 ksi Unbraced Length 2 ft Steel Req'd S 4.79 inA3(Fe=.56F,) 1 34.36 in14 Doug Fir E 1600 ksi Fb 1035 psi Fv 95 psi Ct on (1) oft (2) 1 Req'd 1 622.80 inA4 5 152.82 inA3 A 59.46 inA2 Glu Lam E 1800 ksi Fb 2400 psi Fv 165 psi Width Desired 5.125 in Req'd 1 553.60 inA4 S 65.91 in13 A 34.24 in12 LVL E 1900 ksi Fb 2600 psi Fv 285 psi Req'd 1 524.47 inA4 S 60.84 inA3 A 19.62 inA2 H � I J F! 11 UNIFORM -- TRIANGLE POINT Reactions Left 3.77 kips Right 3.77 kips U== 367 I== 34.361503 PARTIAL UNIFORM PARTIAL TRIANGLE fv Shear At x= Max pos 3.77 kips 0.00 K Max neg -3.77 kips 14.00 Ft Moment Al x= Max pos 13.18 kip -h 7.00 ft Max neg 0.00 kip -ft 14.00 ft Deflection At x= Max pos 0.0000 inch 14:00 R Max neg -0.4582 inch 7.00 ft U 367 U# fv fb U# 2718 2800 4.691 Steel True s(-w.d) I Fb fb Fb U# 1 MOM 6.94 6.31 34.5 0f -Fy 22.79 30.00 361 2 MUD 7,76 7.05 38.8 0. -Fy 2038. 30.00 407 3 Mtzxto 10.3 9.36 61.6 o. -'F, 15.36 30.00 645 4 M52XID.a 10.9 9.91 65 0 X01y 14.51 30.00 661 5 1,172x11.3 12 10.91 71.9 0, 9 -Fy 13.18 30.00 753 DF A Two S S' I fv Fv fb Fb U# 1 SWA #NIA #NIA #NIA #NIA #NIA 95 #NIA #N1A #NIA 2 ANIA #NIA #NIA #NIA #NIA #N1A 95 #N1A #NIA xwA 3 awA #NIA #NIA #NIA #N1A #N1A 95 #N1A #NIA swA 4 +NIA #NIA #NIA #NIA #N1A #NIA 95 #NIA #NIA awA 5 aNIA #NIA #NIA #N1A #NfA #NIA 95 #N1A #N1A swA S' includes C� GLB A S I tv Fv fb Fb' U# 1 a 1Iax12 61.5 123.0 738 92 165 1286 2400 460 2 a 1.13.5 69.2 155.7 1051 82 165 1016 2400 683 3 31r8x15 76.9 192.2 1441 73 165 823 2400 937 4 317aa16.a 84.8 232.5 1919 67 165 680 2400 1,24a 5 a vexla 92.3 276.8 2491 61 165 572 2400 L62o Cy not included LVL A S I tv Fv fb Fb' U# 1 (2)14 49.0 114.3 800 115 285 1383 2600 549 2 (2) 16 56.0 149.3 1195 101 285 1059 2600 azo 3 t3)11 IM 59.1 110.7 623 96 285 1428 2600 428 4 43)11 no 62.3 123.4 733 91 285 1282 2600 503 5 (2) 1a 63.0 189.0 1701 90 285 837 2600 I,16a Cf not included MEN MMMEMMUAr in' EWE DELTA UNIFORM wX124E1(LA3-2LXA2+XA3) PT LOAD Xaa. PbX16EIL(LA2-bA2�XA2) DRS 312712007 AnyBeam Best Don 5.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2!25102 03127107 s EAR I m d. I e,1ep D FLE Tj DIA RAM 'a ,.wr>,'� 3yyC {.xfy,�-��,, ,k • i5:';�.,s..,,„I A!tif a °,a Y� she. `"`` s.. 1 9D 0 mo EOa e f5 F 9 a.. 1.40 2.80 4.m s.%A29r.#s.a 9:80 11.20 12.s014.00 000 116 Zen ax '%.tl.% 8.4o SW X110 ,2a0 1.00 0 2a t2 of°once DELTA UNIFORM wX124E1(LA3-2LXA2+•X13) PT LOAD X<a PbX16EIL(LA2-V2-XA2) DRS 3/27/2007 AnyBeam Best Don 5-28.99 yyl UNIFORM Project: 0YU ID Auditorium I D: Columns S16 Size: Beam Length 14.00 ft. TRIANGLE Uniform w 0.75 k1ft Triangle wal LeftEnd 0 k1ft POINT w at Right End 0 klft W 0.00 kips Pt Load 0.00 kips at 8.00 ft. from left 0.00 kips at 13.50 ft. from left 0.00 kips at 13.00 ft. from left PARTIAL UNIFORM 0.00 kips at 0.00 ft. from lett 0.00 kips at 0.00 ft. from left Partial Uniform klft from to w1 0 8.00 41.50 w2 0 11.50 30.06 PARTIAL TRIANGLE W3 0 18.00 30.00 Partial Triangular Wft on RI side from to a a+b W1 0 14.00 15.00 w2 0 15.00 30.00 Reactions Shear At x = w3 0 0.00 22.00 Left 5.25 kips Max pos 5.25 kips 0,00 ft Right 5.25 kips Max neg -6.25 kips 14.00 ft Moment Al x= Max pos 18.38 kip -ft 7.00 ft Max neg 0.00 kiP-ft 14.00 ft E _= 29000 ksi Deflection At x= 1 == 48 in14 U== 361 Max pos 0.0000 inch 14,00 ft Lf== 360 1== 47.901724 Max reg -0.4657 inch 7.00 ft U 361 Stresses E 29000 ksi fv fb U# A 20.78 inA2 379.0 3903 3.367 S $6.50 inA3 1 448.0 in14 Steel E 29000 ksi Steel True S sIMO fi.dl S Fb fb Fb U# Fy 50 ksi 1 MUM 10.3 9.36 61.5 a.ao 1 21.41 30.00 483 Unbraced Length 2 ft 2 M12x10,6 10.9 9.91 65 0M-Fy 20.23 30.00 4ee Steel Req'd 3 M12xr1.s 12 10.91 71.9 0 1, 18.38 30.00 Sao S 6.68 in131Fe = swF,) 4 w10x12 10.9 9.91 53.8 0.eao'Fy 20.23 30.00 404 1 47.90 inA4 5 w12x14 14.9 14.90 88.6 O&KrFy 14.80 33.00 see Doug Fir E 1600 ksi OF A True S S' I fv Fv fb Fb U# Fb 1035 psi 1 #wA #NIA #NfA #N1A #NIA #N1A 95 #NfA #NIA #wA Fv 95 psi 2 #NIA #NIA #NIA #NIA #NfA #NIA 95 #NIA #NIA #wA Cf on (1) off (2) 1 3 #NIA #NfA #NIA #NIA #NfA #NIA 95 #N1A #N1A #wA Req'd 4 #NIA #NfA #NIA #NIA #NfA #N/A 95 #NIA #NfA #N!A 1 868.22 inA4 5 #NIA #NIA #NfA #NIA #NfA #NfA 95 #NIA #NIA ewA 5 213.04 in13 S' includes Cr A 82.89 inA2 Glu Lam E 1800 ksi GLB A S I tv Fv fb Fb' U# Fb 2400 psi 1 s us#13.5 69.2 155.7 1051 114 165 1416 2400 Oso Fv 165 psi 2 6imos 76.9 192.2 1441 102 165 1147 2400 672 Width Desired 5.125 in 3 s 1m.1s.5 84.6 232.5 1919 93 165 948 2400 895 Req'd 4 s owo 92-3 276.8 2491 85 165 797 2400 1.162 1 771.75 inA4 5 61mx19.5 99.9 324.8 3167 79 165 679 2400 1.477 S 91.88 inA3 ' Cv not included A 47.73 inA2 LVL E 1900 ksi LVL A S I fv Fv fb Fb' U# Fb 2600 psi 1 42)14 49.0 114.3 660 161 285 1929 2600 394 Fv 2115 psi 2 42)16 56.0 149,3 1195 141 285 1477 2600 sea Req'd 3 13)11Tis 62.3 123,4 733 126 285 1787 2600 361 1 731.13 in14 4 42)147 63.0 189.0 1701 125 285 1167 2600 838 S 84.81 inA3 5 43)14 73.5 171.5 1201 107 285 1286 2600 591 A 27.63 inA2 't;f not included s EAR I m d. I e,1ep D FLE Tj DIA RAM 'a ,.wr>,'� 3yyC {.xfy,�-��,, ,k • i5:';�.,s..,,„I A!tif a °,a Y� she. `"`` s.. 1 9D 0 mo EOa e f5 F 9 a.. 1.40 2.80 4.m s.%A29r.#s.a 9:80 11.20 12.s014.00 000 116 Zen ax '%.tl.% 8.4o SW X110 ,2a0 1.00 0 2a t2 of°once DELTA UNIFORM wX124E1(LA3-2LXA2+•X13) PT LOAD X<a PbX16EIL(LA2-V2-XA2) DRS 3/27/2007 AnyBeam Best Don 5-28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03/27107 Project: I D: Size: Beam Uniform Triangle Pt Load Partial Uniform Partial Triangular BYU ID Auditorium Columns S17 L..- UNIFORM TRIANGLE 1 1 POINT nil] I PARTIAL UNIFORM Reactions Left 5.25 kips Right 5.25 kips U== 361 I== 47.901724 PARTIAL TRIANGLE Length 14.00 it 1 == 48 in -4 w 0.75 Wit Stresses E w at Left End 0 Wit 20.78 inA2 w at Right End 0 1W I 448.0 in -4 1}_00 kips 0.00 kips at 8.00 ft.. from left 0.00 kips at 13.50 ft. from left 0.00 kips at 13.00 ft. from left 0.00 kips al0.00 ft. from left 0.00 kips at 0.00 ft. from left Fv WB from to W1 0 8.00 41.50 w2 0 11..50 30.00 W3 0 18.00 30.00 Glu Lam E Wft on Rt side from to 2400 psi Fv a a+b W1 0 14;00 15.00 w2 0 16.00 30.00 w3 0 0.00 22.00 L..- UNIFORM TRIANGLE 1 1 POINT nil] I PARTIAL UNIFORM Reactions Left 5.25 kips Right 5.25 kips U== 361 I== 47.901724 PARTIAL TRIANGLE E _= 29000 ksi At x = 1 == 48 in -4 5.25 kips U== 360 Stresses E 29000 ksi A 20.78 inA2 S 56..50 in13 I 448.0 in -4 Steel E 29000 ksi Fy 50 k8i Unbraced Length 2 ft Steel Req'd S 6.68 in^3IF, 66Fy) 1 47.90 in14 Doug Fir E 1600 ksi Fb 1035 psi Fv 95 psi Cf on (1) off (2) 1 asao•q Req'd 1 868.22 in^4 S 213.04 inA3 A 82.69 inA2 Glu Lam E 1800 ksi Fb 2400 psi Fv 165 psi Width Desired 5.125 in 3 Mi2X11.6 Req'd 1 771.75 in14 S. 91.88 in13 A 47.73 inA2 LVL E 1900 ksi Fb 2600 psi Fv 285 psi 0e Fy Req'd 1 731.13 W4 S 64.81 inA3 A 27,63 in -2 L..- UNIFORM TRIANGLE 1 1 POINT nil] I PARTIAL UNIFORM Reactions Left 5.25 kips Right 5.25 kips U== 361 I== 47.901724 PARTIAL TRIANGLE fn Shear At x = Max pas 5.25 kips 0.00 ft Max nag -5.25 kips 14.00 ft Moment At x = Max pos 18.38 kip -ft 7.00 ft Max nag 0.00 kip -ft 14..00 ft Deflection Al x = Max pos 0.0000 inch 14.00 ft Max nag -0.4657 inch 7.00 ft U 361 LI# fn fb u# 379.0 3903 3.367 Steel True s(�o6.d) I Fb fb Fb LI# 1 MUM 10.3 9.36 61.6 asao•q 21.41 30.00 463 2 M12xics 10.9 9.91 65 0. 20.23 30.00 469 3 Mi2X11.6 12 10.91 71.9 O.Faa'Fy 18.38 30_c0 540 4 wt9x12 10.9 9.91 53.8 0e Fy 2023. 30.00 404 5 w12x14 14.9 14.90 88.6 a.mny 14.80 33.00 666 DF A True S S. i (V Fv Ib Fb U# 1 aWA #NIA #NIA #N/A #NfA #NIA 95 #NIA #NIA .iwA 2 /WA #NIA #NIA #NIA #NIA. #NIA 95 #NIA #NIA AwA 3 ANA #NIA #NIA #NIA #NIA #NIA 95 #NIA #NIA rwA 4 NWA #NIA #NIA #NIA #NIA #NIA 95 #NIA #NIA OVA 5 aWA #NIA #NIA #NIA #NIA #N1A 95 #NIA #NIA .WA S' includes C, GLB A S I fv Fv fb Fb' U# 1 s 119.13.3 69.2 155.7 1051 114 165 1416 2400 490 2 5mxis 78.9 192.2 1441 1D2 165 1147 2400 672 3 Is Va.16.a 84.6 232.5 1919 93 165 948 2400 ass 4 s uwa 923 276.8 2491 85 165 797 2400 1.162 5 6 iia.19.5 99.9 324.8 3167 79 165 679 2400 1.411 ' Cv not included LVL A S I fv Fv fb Fb' U# 1 (2)14 49.0 114.3 800 161 285 1929 2600 3W 2 12115 56.0 149.3 1195 141 285 1477 26170 sm 3 tet into 62.3 123.4 733 126 285 1787 2600 361 4 42119 63.0 189.0 1701 125 285 1167 2600 am 5 43114 73.5 17"5 1201 107 285 1286 2600 591 ' Cf not included fie- I WNW- DELTA UNIFORM wXJ24EI(L^3-2LX^2+X0.3) PTLOAD X" PbMEI L(LA2-b-2-X^2) DRS 312712007 AnyBeam Best Don 5-28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03!27107 Project: I D: Size: Beam Uniform Triangle Pt Load Partial Uniform Partial Triangular BYU ID Auditorium Columns SIB 'I;IIIIII.1��; uNlr-OIZIVI ,____7-_1_Tl71 TRIANCrLI; POINT Reactions Left 5.25 kips Right 5.25 kips U-- 361 1== 47.901724 PARTIAL UNIFORM PARTIAL TRIANGLE Length 14.00 ft. Max pos w 0.75 kfft Max nag w al Leff End 0 Pik Stresses E w at Right End 0 wit A W 0.00 kips 0.00 kips at 8.00 If from left 0.00 kips at13.50 ft. from left 0.00 kips at 13.00 ft. from left 000 kips at 0.00 ft. from Iefl 0.00 kips at 0.00 ft. from left Steel k/R from to wl 0 8.00 41.50 w2 0 11.50 30.00 w3 0 18.00 30.00 1035 psi k/ft an Rt side from to 95 psi a a -b wl 0 14.00 15.00 w2 0 16.00 30.00 W3 0 0.00 22.00 'I;IIIIII.1��; uNlr-OIZIVI ,____7-_1_Tl71 TRIANCrLI; POINT Reactions Left 5.25 kips Right 5.25 kips U-- 361 1== 47.901724 PARTIAL UNIFORM PARTIAL TRIANGLE E.= 29000 ksi Max pos 1 == 46 inA4 Max nag U== 360 Stresses E 29000 ksi At x= A 20.78 in12 7.00 ft 5 56.50 in -3 14.00 ft f 448.0 inA4 At x= Steel E 29000 ksi 14.00 ft Fy 50 ksi 7.00 ft Unbraced Length 2 ft U# Steel Radii 9.36 5 6.68 i1 1 47.90 inA4 21.41 Doug Fir E 1600 ksi 2 MUM.& Fb 1035 psi 65 Fv 95 psi Cf on (1) off (2) 1 489 3 M12XII.6 Req'd 10.91 1 868.22 inA4 $ 213.04 in -3 30.00 A 82.89 inA2 10.9 Glu Lam E 1800 ksi 0W'Fy Fb 2400 psi 20.23 Fv 165 psi 5 w12xM Width Oesired 5.125 in 88,6 066WFy Req'd 1 771.75 in14 we S 91.88 inA3 True S A 47.73 inA2 N LVL E 1900 ksi Fb Fb 2600 psi #N1A Fv 285 psi #NIA #NIA Req'd #NIA 1 731.13 inA4 2 #NIA S 84.81 inA3 #NIA A 27.63 in -2 95 'I;IIIIII.1��; uNlr-OIZIVI ,____7-_1_Tl71 TRIANCrLI; POINT Reactions Left 5.25 kips Right 5.25 kips U-- 361 1== 47.901724 PARTIAL UNIFORM PARTIAL TRIANGLE N Shear At x= Max pos 5.25 kips 0.00 ft Max nag -5.25 kips 14.00 ft Moment At x= Max pas 18.38 kip -ft 7.00 ft Max. nag 0.00 kip -ft 14.00 ft Deflection At x= Max pos 0.0000 inch 14.00 ft Max neg -0.4657 inch 7.00 ft U 361 U# N fb t/# 379.0 3903 3.367 Steel Trues Sta=dis•dl I Fb fb FI) U# 1 mt2xlo 10.3 9.36 61.6 as9o'r, 21.41 30.00 483 2 MUM.& 10.9 9.91 65 Osoo'Fy 20.23 30.00 489 3 M12XII.6 12 10.91 71.9 Oam•Fr 18.38 30.00 540 4 wlext2 10.9 9.91 53,8 0W'Fy 20.23 30.00 404 5 w12xM 14.9 14.90 88,6 066WFy 14.80 33.00 we DF A True S S. I N Fv fb Fb U# 1 0141A #N1A III #NIA #NIA #NIA 95 #NIA #NIA rwA 2 #NIA #N1A #Ni #NIA #NIA #NIA 95 *NIA #NIA rwA 3 #wA #N1A #NIA #NIA #NIA #NIA 95 #NIA #NIA rwA 4 #wA #N1A #Ni #N1A #NIA #NIA 95 #NIA #NIA rwA 5 #NIA *NIA #NIA #NIA #NIA #NIA 95 #N1A #NIA rwA S` includes Cr GLB A S I N Fv fb Fb' U# 1 6118x116 69.2 155.7 1051 114 165 1416 2400 490 2 s u#xte 76.9 192.2 1441 102 165 1147 2400 672 3 5 101x16.6 84.6 232.5 1919 93 165 948 2400 a99 4 s u#414 92.3 276.8 2491 85 165 797 2400 1,182 5 6 inx19,6 99.9 324.8 3167 79 165 679 2400 1,477 ' Cy not included LVL A S 1 N Fv fb Fb • U# 1 I2114 49.0 114.3 800 161 285 1929 2600 394 2 p;16 56.0 149.3 1195 141 285 1477 2600 5" 3 13111 va 62.3 123.4 733 128 285 1187 2600 361 4 (4115 63.0 16%1) 1701 125 285 1167 2600 s0a 5 13114 73.5 171.5 1201 107 285 1286 2600 591 ' Cf not included OEM HE NEWA MMM MA III Emmmm No 11, ILD!0 1, 21 JOIN l� �lI =1 DELTA UNIFORM wX724E1(LA3-2LXA2}XA3) PT LOAD X<a PbX/6EIL(LA2-bA2.XA2) DRS 3/2712007 AnyBeam Best Don 5.28.99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03/27107 Project: BYU ID Auditorium --,- 10: Columns S79 3.94 kips Size: Right 3.94 kips Max nag -3.94 kips Beam Length 14.00 ft. Uniform 284.5 w 0.563 k1ft Triangle 4,485 watLeft End 0 Wit 14.00 ft w at Right End 0 klft At x= U== 360 w 0 00 kips Pt Load 0.00 kips at 8.00 ft, from left 7,00 ft 0.00 kips at 13.50 ft- from left I 0.00 kips at 13.00 ft. from left 0.00 kips at 0.00 ft. from left 0.00 kips at 0.00 1- from left Partial Uniform Steel E klft from to Steel w1 0 8.00 41.50 Fb W2 0 11.50 30.00 Fb W3 0 18.00 30.00 Partial Triangular M1axs Wit on Rt side from to 38,8 0s -Fy a a+b 21.33 w1 0 14.00 15.00 2 it w2 0 16.00 30.00 %M w3 0 0.00 22.00 E 29000 ksi 1 == 36 in -4 U== 360 I � I PARTIAL UNIFORM PARTIAL TRIANGLE Reactions UNIFORM --,- TRIANGLE Left 3.94 kips POINT I � I PARTIAL UNIFORM PARTIAL TRIANGLE Reactions 29000 ksi Shear At x Left 3.94 kips Max pos 3.94 kips 0,00 ft Right 3.94 kips Max nag -3.94 kips 14.00 ft A Moment At x = 284.5 Max pus 13.79 kip -ft 7.00 ft 4,485 Max nag 0.00 kip -ft 14.00 ft Deflection At x= U== 360 Max pas 0.0000 inch 14.00 ft 1== 35.958228 Max. reg -0.4661 inch 7,00 ft U 360 I Stresses E 29000 ksi fv fb Lqf A 2038 IMI 284.5 2930 4,485 $ 56.50 inA3 I 448.0 inA4 Steel E 29000 ksi Steel True 5 s (mo iw) I Fb fb Fb U# Fy s0 ksi 1 M1axs 7.76 7.05 38,8 0s -Fy 21.33 30.00 ase Urbraced Length 2 it 2 M12x10 10.3 %M 61.6 0.-11, 16.07 30.00 er/ Steel Regl 3 M12x10.a 10.9 9.91 65 0.1100'Fy 15.19 30.00 651 S 5.02 inA3{ie=.66F,1 4 M12x11.3 12 10.91 71.9 ocm-Fy 13.79 30.00 728 1 35.96 inA4 5 wtax12 40.9 9.91 53.8 a6aa•Fy 15.19 3000 539 Doug Fir E 1600 ksi DF A True S S' I fv Fv tb Fb U# Fb 1035 psi 1 614/A #NIA #NIA #NIA #NIA #NIA 95 #NIA #NIA rwA Fv 95 psi 2 NWA #NIA #NJA #N1A #N1A #NIA 95 #NIA ill III Cf on (1) off (2) 1 3 ,7NIA #NIA #NJA #NIA #NIA #NIA 95 #N!A #NPA #wA Req'd 4 ■NIA #NIA #NFA 91,11A #NIA #NIA 95 #NfA #N1A 4'wA I 651.74 inA4 5 Al #NIA ll #NIA #NIA #NIA 95 #N1A #N1A 4wA S 159.92 inA3 S' includes Cf A 62.23 inA2 Glu Lem E 1800 ksi GLB A 5 I fv Fv fb Fb' U# Fb 2400 psi 1 s 1111x12 61.5 123.0 738 96 165 1346 2400 459 Fv 165 psi 2 5VW3.5 69.2 155.7 1051 85 165 1063 2400 653 Width Desired 5.125 in 3 i lexis 76.9 1922, 1441 77 165 861 2400 1196 Req'd 4 5 M111.5 84.6 232,5 1919 70 165 712 2400 1.1x2 1 57993 inA4 5 smsla 92.3 2768 2491. 64 165 598 2400 t64s S 68,97 inA3 " Cv not included A 35,83 inA2 LVL E 1900 ksi LVL A S I tv Fv to Fb' U# Fb 2600 psi 1 (2)14 49.0 114.3 800 121 285 1448 2600 525 Fv 285 psi 2 (2)16 50.0 149.3 1195 106 285 1108 2600 7134 Req'd 3 tsy111f4 59.1 110-7 623 100 285 1495 2600 409 1 548.84 in14 4 (s) 11 ns 62.3 123.4 733 95 285 1341 2600 451 S 63.66 inA3 5 (2)18 63.0 189.0 1701 94 285 876 260D 1. Tic A 2034 inA2 ' Of not included Rima IN- A, ..__.._.: _-: ........:. ..... DELTA UNIFORM wXI24El(LA3,2LXA24X13) PT LOAD X<a PbYJ5EfL(LA2-V2-X02} DRS 312712007 AnyBearn Best Don 5.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2/25102 03127107 Project: BYU ID Auditorium x= I D: Columns U== 360 519.5 29000 ksi Size: 20.78 in'2 S 56.50 m'3 1 Beam Steel E 29000 ksi Length 14.00 It Uniform 2 ft Steel w 0.375 kfft Triangle 1 23.95 9nA4 wMLeft End 0 Pik Fb 1035 psi Fv w at Right End 0 klft 1 x.Bxx'F, Req'd w 0.00 kips Pt Load 105.52 inA3 0.00 kips at 8.00 ft. from left 1800 ksi Fb 0.00 kips at 13.50 ft. from left Width Desired 5.125 in 0.00 kips at 13.00 ft. from left 385.88 inA4 S 0.00 kips at 0.00 ft. from left LVL E 1909 ksi 0,00 kips at 0.00 ft. from left Partial Uniform 0.6x0•Fy Req'd loft from to S wl A 0 8.00 41.50 30.8 v2 0 11.50 30.00 30.09 W3 DF 0 18.00 30.00 Partial Triangular I fv Wit on Rt side from to Fb Lf# 1 (3)2.14 59.6 a a+b 118.5 wi 66.0 0 14.00 15,00 932 lv2 2 (2)2.14 0 18.00 30.00 118.5 W3 66.0 0 0.00 22.00 UNIFORM "TRIANGLE 1 1 POINT II PARTIAL UNIFORM Reactions Left 2.63 kips Right 2.63 kips U== 361 I== 23.950862 PARTIAL TRIANGLE E 29000 ksi x= 1 == 24 in14 2.63 kips U== 360 Stresses E 29000 ksi A 20.78 in'2 S 56.50 m'3 1 448.0 m14 Steel E 29000 ksi Fy 50 ksi Unbraced Length 2 ft Steel Req'd 5 3.34 inA3(r0 = 66r,) 1 23.95 9nA4 Doug Fir E 1600 ksi Fb 1035 psi Fv 95 psi Cf on (1) off (2) 1 x.Bxx'F, Req'd 1 434.11 in14 5 105.52 inA3 A 41.45 in82 Glu Lam E 1800 ksi Fb 2400 psi Fv 105 psi Width Desired 5.125 in 3 M10x9 Req'd 1 385.88 inA4 S 45.94 in13 A 23.86 in A2 LVL E 1909 ksi Fb 2600 psi Fv 285 psi 0.6x0•Fy Req'd 1 365.57 MA4 S 42.40 in13 A 13.82 in -2 UNIFORM "TRIANGLE 1 1 POINT II PARTIAL UNIFORM Reactions Left 2.63 kips Right 2.63 kips U== 361 I== 23.950862 PARTIAL TRIANGLE fv ShearA[ x= Max pos 2.63 kips 0.00 ft Max nag -2.63 kips 14.00 ft Moment At x= Max pos 9.19 kip -ft 7,00 ft Max nag 0.00 kip -ft 14.00 ft Deflection At x= Max pos 0.0000 inch 14.00 ft Max nog -0.4657 inch 7.00 ft U 361 U# fv fb U# 189.5 1951 VU Steel Trues 5(m ifiee) I Fb fb Fb U# 1 MIex7.6 6.57 5.97 32.8 x.Bxx'F, 16.78 30.00 493 2 mioxii 6.94 6,31 34.5 0.5xary 15.89 30.00 515 3 M10x9 7.76 705 38.6 0.-, 44.21 30.03 553 4 M12xt6 10.3 9.36 61.6 0.6x0•Fy 10.70 30.00 92E 5 w0xm 7.81 7.10 30.8 0.-1 14,12 30.09 453 DF A True S S' I fv Fv fb Fb Lf# 1 (3)2.14 59.6 1317 118.5 872.3 66.0 95 930 932 723 2 (2)2.14 596 131.7 118.5 872.3 66.0 95 930 932 723 3 (312.14 59-6 131,7 118.5 872.3 66.0 95 930 932 723 4 (3)2.14 59.6 131.7 118.5 872.3 66.0 95 930 932 727 5 1312.14 59.6 131,7 118.5 872.3 65.0 95 930 932 723 S' includes Cr GLB A 5 1 fv Fv fb Fb' U# 1 e 118.10.5 53.8 94.2 494 73 165 1171 2403 4s1. 2 51ma2 61,5 123.0 738 64 165 896 2409 seg 3 6118,13.6 69.2 155.7 1051 57 165 708 2400 9w 4 s imam 76,9 192.2 1441 51 165 574 2400 1,345 5 1a6a8.s 84.6 232.5 1919 47 165 474 2409 1,790 ' Cv not included LVL A S I tv Fv to Fb' U# 1 14 24.5 57.2 400 161 285 1929 2600 394 2 12111114 39.4 73.8 415 100 285 1493 2600 409 3 (2)11 A6 41.6 82.3 488 95 285 1340 2600 481 4 (2)14 49.0 114.3 800 80 285 964 2600 788 5 1319112 49.9 79.0 375 79 285 1396 2600 2169 ' Cf not included 7 ., ....' KIM Will: I an DELTA UNIFORM wX/24EI(L'3-2LX'2+X'31 PT LOAD X<a PbXl6EIL(L'2-bA2-XA2) DRS 3/2712007 AnyBeam Best Don 5-28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2/25102 03127!07 Project: BYU ID Auditorium I D: Columns S20 Size: Beam Length 14.00 ft. Uniform w 0.2 klft Triangle watteOEnd 0 kift UNIFORM TRIANGLE POINT I PARTIAL UNIFORM Reactions Left 1.40 kips Right 1.40 kips U== 366 1== 12.773793 PARTIAL TRIANGLE E _= 29000 ksi w at Right End 0 loft 1.40 kips LJ== 360 w 0.00 kips Pt Load 0.00 kips at 8.00 It, from leh 1 0,00 kips at 13.50 ft. from left Fy 0.00 kips at 13.00 ft. from left Steel 0.00 kips a1 0.00 ft from left 1 0.00 kips at 0.00 8. from Eeft Partial Uniform 1035 psi k/ft from to wl 1 0 8.00 41.50 w2 231.53 in14 0 11.50 30.00 w3 22.11 in12 0 18.00 30.00 Partial Triangular 2400 psi Wft on Rt side from to Width Desired 5.125 in 3 1,115xa a a4b wl 205.80 inA4 0 14.00 15.00 w2 12.73 W2 0 16.00 30.00 w3 2600 psi 0 0.00 22.90 UNIFORM TRIANGLE POINT I PARTIAL UNIFORM Reactions Left 1.40 kips Right 1.40 kips U== 366 1== 12.773793 PARTIAL TRIANGLE E _= 29000 ksi At x = 1 == 13 in14 1.40 kips LJ== 360 Stresses E 29000 ksi A 20.78 in12 S 56.50 inA3 1 448.0 inA4 Steel E 29000 ksi Fy 5o ksi Unbraced Length 2 ft Steel Req'd S 1.78 inA3;ra=.66F,) 1 12.77 inA4 Doug Fir E 1600 ksi Fb 1035 psi Fv 95 psi Of on (1) off (2) 1 0. -'Fr Req'd 1 231.53 in14 5 56.81 in13 A 22.11 in12 Glu Lam E 1800 ksi Fb 2400 psi Fv 165 psi Width Desired 5.125 in 3 1,115xa Req'd 1 205.80 inA4 S 24.50 inA3 A 12.73 W2 LVL E 1900 ksi Fb 2600 psi Fv 285 psi 0.fi00.Fr Req'd 1 194.97 inA4 S 22.62 inA3 A 7.37 inA2 UNIFORM TRIANGLE POINT I PARTIAL UNIFORM Reactions Left 1.40 kips Right 1.40 kips U== 366 1== 12.773793 PARTIAL TRIANGLE fV Shear At x = Max PCs 1.40 kips 0.00 ft Max nag -1.40 kips 14.00 h Moment At x = Max pos 4.90 kiii 7.00 ft Max nag 0.00 kip -ft 14.00 fl Deflection At x= Max pos 0.0000 inch 14.00 ft Max nag -0.4585 inch 7.00 ft U 366 L/# fV fb U# 101.1 1041 12,626 $teal True 8 s (6=anal) I Fb fb Fb L/# 1 M8x6.5 4,62 4.20 16.5 0. -'Fr 12,73 30.00 ser 2 miw,s 6-57 5.97 328 0s 'Fy 8.95 30.00 914 3 1,115xa 6.94 6.31 34.5 0fi i" 8.47 30.00 972 4 M1ex5 7.76 7.05 38.8 0.fi00.Fr 7.58 30.00 1,o93 5 w5x11 5-56 5.56 16.4 0.c -Fy 10.58 33.00 462 DF A True S S' I fv Fv fb Fb U# 1 (21 2.12 33.8 63.3 63.3 356.0 62.2 95 929 1035 Ss3 2 (212x14 39.8 87.8 79.0 581.6 52-8 95 744 932 904 3 1312.111 41.6 64.2 70.6 296.8 50.5 95 833 1139 464 4 1x)1.12 50.6 94.9 94.9 533.9 41.5 95 619 1035 saa 5 13)2.14 59.6 131.7 118,5 872.3 35-2 95 496 932 1,356 S' includes Cs GLB A S I fv Fv fb Fb' Ll# 1 a 115.5 46.1 69.2 311 46 165 850 2400 545 2 511a.t0.5 53.8 94.2 494 39 165 624 2400 ass 3 61/3x10 61.5 123.0 738 34 165 478 2400 1.241 4 a 11a.13.6 69.2 155.7 1051 30 165 378 2400 1,635 5 s 11am s 76.9 192.2 1441 27 165 306 2400 2521 ' Cv not included LVL A S 6 IV Fy fb Fb • L/# 1 tt 114 19.7 36.9 208 107 285 1593 2600 Sea 2 11 NO 20.8 41.1 244 101 285 1430 2600 451 3 14 24.5 57.2 400 86 285 1029 2600 739 4 (2) a 114 32.4 49.9 231 65 265 1 178 2600 425 5 (2) a 113 33.3 52.6 250 63 285 1117 2600 462 'Cf not included zHEAR D A M6 p fj 'J�C� l�Id o t� EFLECT N DIAGRAM P3100 1 1 6:b 400 6Q].400 ... t. 0.00 t.b zea 4.30 5.6b�EVJ.a 320 n.P012.W 14M 5.ao 5.b 2N 420 5.%4tJMR 5,4n 9M 11.N1 1- i n u 2b 42 SGtai_7 5.4 sa u2 12.6 14 DELTA UNIFORM wYJ24E1(LA3-2LXA2+XA3) PT LOAD Xaa PbYJ6EIL{LA2-b-2-XA2) DRS 312712007 AnyBeam Best Don 5-28-99 TSBA BEAM DESIGN SIMPLE SPAN REAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03/27107 Project: BYU ID Auditorluin 29000 ksi I D: Columns 342 in -4 23G YY U== Size: Stresses E 29000 ksi At x= A Beam 24.50 ft 5 Lenglh 49.00 ft. Uniform 448.0 in -4 At x = w 0.125 klft Triangle Fy 50 ksi watLeft End 0 k/ft 2 ft 47.20 Steal w at Right End 0 k!ft S 13.64 in"31Fn..6sF,l 33.00 394 w 0.00 kips Pt Load Doug Fir E 0.00 kips at 8.00 ft. from left 1035 psi 33.00 536 0.00 kips a1 13.50 ft, from left Cf on (1) 00 (2) 1 0.00 kips at 13.00 ft. from left 33.00 471 1 D.00 kips at 0.00 ft. from left 434.96 W3 0.00 kips at 0.00 0. from left Partial Uniform 1800 ksi 68.40 kIft from to w1 165 psi 0 8.00 41.50 5.125 in W2 S. 0 11.50 30.00 I w3 Fb U# 0 18.00 30.00 Partial Triangular A 27.84 W2 Will on Rt side from to 1900 ksi #NIA .rwA Fb 2600 psi a a+b Fv w1 #NIA 0 14.00 15.00 #NIA rwA w2 5224.54 it 0 16.00 30.00 173.15 it w3 A 0 0.00 22.00 Reactions Loft 3.06 kips Right 3.06 kips U== 360 1== 342.29774 PARTIAL UNIFORM PARTIAL TRIANGLE' E == 29000 ksi TRIANGLE t == 342 in -4 Max nag U== 360 Stresses E 29000 ksi At x= A 20.78 in12 24.50 ft 5 56.50 inA3 0.00 ft t 448.0 in -4 At x = Steel E 29000 ksi 0.00 ft Fy 50 ksi 24.50 ft Unbraced Length 2 ft 47.20 Steal Req'd S 13.64 in"31Fn..6sF,l 33.00 394 1 342.30 in14 57.60 Doug Fir E 1600 ksi Fb 1035 psi 33.00 536 Fv 95 psi 56.60 Cf on (1) 00 (2) 1 Req'd 33.00 471 1 6204.15 inA4 54:60 S 434.96 W3 A 48.36 inA2 33.00 4w Glu Lam E 1800 ksi 68.40 Fb 2400 psi Fv 165 psi 33.00 644 Width Desired 5.125 in Two $ S. Req'd fV I 5514.80ill Fb U# S 187.58 ini #NIA A 27.84 W2 #NIA LVL E 1900 ksi #NIA .rwA Fb 2600 psi #NIA Fv 285 psi #NIA 95 Req'd #NIA rwA 1 5224.54 it #NIA S 173.15 it #NIA A 16.12 fril #NIA rwA Reactions Loft 3.06 kips Right 3.06 kips U== 360 1== 342.29774 PARTIAL UNIFORM PARTIAL TRIANGLE' UNIFORM At x= TRIANGLE 3.06 kips PONT Reactions Loft 3.06 kips Right 3.06 kips U== 360 1== 342.29774 PARTIAL UNIFORM PARTIAL TRIANGLE' fV Shear At x= Max pos 3.06 kips 0.00 ft Max nag -3.06 kips 49,00 ft 221.1 Moment At x= Max pos 37.52 kip -ft 24.50 ft Max nag 0.00 kip -h 0.00 ft Steel Deflection At x = Max pos 0.0000 inch 0.00 ft Max neg -1.6348 inch 24.50 ft U 360 47.20 fV fb U# 221.1 7968 471 Steel True S s V diA®d) I Fb fb Fb U# 1 W1■x31 47.2 47.20 375 0a Fy 9.54 33.00 394 2 wlexas 57.6 57.60 51D a.W'Fy 7.82 33.00 536 3 wlsms 56.5 56.60 448 O.0s0•ry 7.97 33.00 471 4 wt4x3s 546 54:60 3B5 0e -Fy 8.25 33.00 4w 5 W15x40 68.4 68.40 612 0.s -Fy 6.58 33.00 644 OF A Two $ S. I fV Fv fb Fb U# 1 ANIA #NIA #NIA #NIA #NIA #NIA 95 #N1A #NIA .rwA 2 ■NIA #NIA #NIA #NIA #Nl #NIA 95 #NIA #NIA rwA 3 Al #NIA #NIA #NIA #NIA #NIA 95 #N1A #NIA rwA 4 awn #NIA #NIA #NIA #N1A #NIA 95 #NIA #NIA w1A 5 WA #NIA #NIA #NIA #NIA #WA 95 #NIA #NfA ow S' includes C. GL8 A S I fV Fy fb Fb' Uff 1 5115.24 123.0 492.0 5904 37 165 915 2400 abs 2 sln.3ss 130,7 5554 7082 35 165 811 2400 482 3 505.27 138A 622.7 8406 33 165 723 2400 549 4 s wsx2■s 146.1 693.8 9887 31 165 649 2400 645 5 5 us.30 153.8 768.8 11531 30 165 586 2400 753 ' Cv not included LVL A S S fV Fv fb Fb' U# 1 ■NIA #NIA #NIA #NIA #NIA 285 #NIA 2600 ewA 2 *MIA *NIA #NIA #NIA #NfA 285 #NIA 2600 4wA 3 #NIA #N1A #NIA #NfA #NIA 285 #N1A 2600 MNIA 4 ■NIA #NIA #NIA #NIA #NIA 285 #NIA 2600 ■wA 5 ■NIA #NIA #NIA #NIA #NIA 285 #NfA 2600 INIA ' Cl not included sem- s 7 Dw DELTA UNIFORM wYJ24E1(LA3-2LX"2+XA3) PT LOAD X<a PbYJ5EIL(LA2-V2-XA2) DRS 312712007 AnyBeam Best Don 5.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 031271U7 Project: BYU 1D Auditorium ---- i r_ I D: Columns POINT 23H XX PARTIAL UNIPORM Size: PARTIAL TRIANGLE -9.51 kips 49.00 ft A Beam Moment At x - Length 49.00 ft Uniform 24.50 ft w 0.388 kffl Triangle S 56.50 in"3 wati-eftEnd 0 klft U== 360 Max pos 0.0000 inch w at Right End 0 k11t Max neg -1.6341 inch 24.50 ft W 0.00 kips Pt Load 0.00 kips at 8.00 ft. from left 0.00 kips at 13.50 ft. from left Steel E 29000 ksi 0.00 kips at 13.00 ft. from left s (-d,e.dt I 000 kips at 0.00 ft from left tb Fb U# 0.00 kips at 0.00 ft from left Partial Uniform 114 114.00 kit from to wl 12.26 0 8.00 41.50 2 ft w2 w2iw 0 11.50 30.00 1170 W3 0 18.00 30.00 Partial Triangular Steel Req'd Wfl on Rt side from to 131 131.00 1550 aM-Fy a a+b wi 33.00 525 0 14.00 15.00 4 w2 127 0 16.00 30.00 a.650•Fy w3 0 0.00 22.00 E _= 29000 ksi 1 == 1062 W4 U== 360 1,1J �• UNIFORM ---- i r_ TRIANGLE Left 9.51 kips POINT 9.51 kips PARTIAL UNIPORM Right 9.51 kips PARTIAL TRIANGLE Reactions 29000 ksi Shear At x = Left 9.51 kips Max pos 9.51 kips 0.00 ft Right 9.51 kips Max neg -9.51 kips 49.00 ft A 20.78 in^2 Moment At x - Max pos 116.45 kip -ft 24.50 ft Max reg 0.00 kip -ft 0.00 ft S 56.50 in"3 Deflection At x= U== 360 Max pos 0.0000 inch 0.00 ft 1== 1082.4922 Max neg -1.6341 inch 24.50 ft 1 U 360 Stresses E 29000 ksi fv fb U# A 20.78 in^2 13136.2 24732 152 S 56.50 in"3 1 448.0 W4 Steel E 29000 ksi Steel True S s (-d,e.dt I Fb tb Fb U# Fy 50 ksi 1 w24x6S 114 114.00 1350 01UXrFy 12.26 33.00 451 Unbraced Length 2 ft 2 w2iw tilt 11100 1170 0M-Fy 12.59 33.00 39e Steel Req'd 3 wux63 131 131.00 1550 aM-Fy 10.67 33.00 525 S 4234 in"31Fa=.66F,1 4 W21x62 127 427.00 1330 a.650•Fy 11.00 33.00 451 1 1062.49 in"4 5 wiSx65 117 117-00 1070 0--Fy 11.94 3300 3sa Doug Fir E 1600 ksi OF A True S S. I fv Fv fb Fb U# Fb 1035 psi 1 NIVA #NIA #NIA #NIA #NIA NNIA 95 #N1A #N1A rNIA Fv 95 psi 2 NWA #NIA #NIA NNIA #N1A #NIA 95 #NIA #N1A awn Cf on (1) off (2) 1 3 NWA #NIA #NIA #NIA #N1A #NIA 95 #NIA #NIA awA Req'd 4 ANIA #NIA #NIA #NIA #N1A #N1A 95 #NIA #NIA SNIA 1 19257.67 in"4 5 NNIA #NIA #NIA #NIA #N1A #NIA 95 NNIA #NIA rwA S 11350.13 in"3 S• includes Cr A 150.09 in"2 Glu Lam E T800 ksi GLB A S I fv Fv fb Fb' U# Fb 2400 psi 1 SN6x744 176.6 1016.7 17538 81 165 1374 2400 369 Fv 165 psi 2 5116.36 184.5 1107.0 19926 77 165 1262 2400 419 Width Desired 5.125 in 3 s 118.35 184.5 1107.0 19926 77 165 1262 2400 419 Req'd 4 6116x56 184.5 1107.0 19926 77 165 1262 2400 419 1 17117.93 W4 5 5lia.35 184,5 1107.0 19926 77 165 1262 2400 419 S 582.24 W3 ' Cy not included A 86.42 in12 LVLE 1900 ksi LVL A 5 I tv Fv Po Fb- U# Fb 2600 psi 1 NNIA #NIA #NIA #NIA #NIA 285 #NIA 2600 /NIA Fv 285 psi 2 NNIA #NIA #NIA NNIA NNIA 285 #NIA 2600 6wA Req'd 3 eNIA #NIA #NIA #NIA #NIA 265 #NIA 2600 6wA 1 16216.99 in14 4 NNIA #NIA NNIA #NIA #NIA 285 #NIA 2600 6NIA S 537.45 in13 5 NNIA #NIA #NIA NNIA #NIA 28$ #NIA 2600 6NIA A 50.03 in -2 ' Cf not included SEMIMMMME191", MM jowl no DELTA UNIFORM wX124E1(L-3-2LX^2+V3) PT LOAD Xaa PbX16EIL(L-2-V2-V2) DRS 3127/2007 AnyBeam Best Don 5-2849 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2125102 03128/07 Project: BYU ID Auditorium At x= 10: Columns 0.00 ft 23M XX -6.40 kips Size: Moment At x= Max pos Beam 16.50 ft Max neg Length 33.00 h Uniform Deflection At x= w 0.388 k#ft Triangle Max neg -1.0465 inch wat Left End 0k/ft 361 IJ# 1 w1sxa2 w at Right End 0 k#ft 375 C.W'F, w 0.00 kips Pt Load 416 0.00 kips at 16.00 ft. from left 340 o1Xc•F, 0.00 kips at 13.50 ft. from left 33.00 377 0.00 kips at 13.00 ft. from left 510 0.e Fr 0.00 kips at 0.00 ft.. from left 3300 5w 0.00 kips at 0.00 ft. from left Partial Uniform 0.-"' kM from to 33.00 wi 5 wt4xal 0 8.00 33.50 385 w2 0 11.50 30.00 33.00 w3 DF 0 18.00 30.00 Partial Triangular I fv kift on Rt side from to Fb L## 1 AIA #NIA a a+b #NIA wl #N1A 0 14.00 15.00 #NIA w2 2 AIA 0 16.00 30.00 #NIA w3 #N1A 0 0.00 22.00 E== 29000 ksi i == 325 it U== 360 Stresses E 29000 ksi A 20.78 inA2 S 56.50 in -3 1 448.0 inA4 Steel E 29000 ksi Fy 50 ksi Unbraced Length 2 ft Steel Req'd S 19.21 inA3iF,- MF,1 1 324.55 inA4 Doug Fir E 1600 ksi Fb 1035 psi Fv 95 psi C1 on (1) oft (2) 1 Req'd 1 5982.44 inA4 S 612.37 in13 A 101.08 i02 Glu Lam E 1800 ksi Fb 2400 psi Fv 165 psi Width Desired 5.125 in Req'd 1 5228.83 inA4 5 264.08 in -3 A 58.20 inA2 LVL E 1900 ksi Fb 2600 psi Fv 285 psi Req'd 1 4953.63 inA4 S 243.77 inA3 A 33.69 inA2 UNIFORM TRIANGLE POINT I PARTIAL UNIFORM Reactions Left 6.40 kips Right 6.40 kips U== 361 1== 324,54829 PARTIAL TRIANGLE fv Shear At x= Max pos 6.40 kips 0.00 ft Max reg -6.40 kips 33.00 ft Moment At x= Max pos 52.82 kip -fl 16.50 ft Max neg 0.00 kip -ft 0,00 Il Deflection At x= Max pos 0.0000 inch 0.00 ft Max neg -1.0465 inch 16.50 ft U 361 IJ# fv Pb U# 462.1 11216 Oar Steel TrusS simodifiadl I Fb fb Fb IJ# 1 w1sxa2 47.2 47.20 375 C.W'F, 13.43 33.00 416 2 w14x34 48.6 48.60 340 o1Xc•F, 13.04 33.00 377 3 wtsxas 57.6 57.60 510 0.e Fr 11.00 3300 5w 4 wtsxas 56.5 56.50 448 0.-"' 11.22 33.00 497 5 wt4xal 546 54.60 385 0--F, 1161 33.00 427 DF A True S S. I fv Fv fb Fb L## 1 AIA #NIA #INIA #NIA #NIA #N1A 95 #NIA #NIA mw 2 AIA #NIA #MIA #NIA #NIA #N1A 95 #NIA #N#A AIA 3 AIA #NIA #NIA #N1A #NIA #NIA 95 #NPA #NFA swA 4 AIA #NIA iii #NIA #NIA #N1A 95 #N1A #NFA Awa 5 AIA #NIA #NFA #NIA #NIA #NIA 95 #N1A #NIA swA S• includes CF GLB A S I fv Fv fb Fb • U# 1 518.24 123.0 4920 5904 78 165 1288 2400 496 2 s 18.2s.5 130.7 555.4 7062 73 165 1141 2400 498 3 548,27 138.4 622,7 8406 69 165 1016 2400 579 4 s us,ws.s 146.1 693.8 9887 66 165 914 2400 mr 5 s irrx3a 153.8 768.8 11531 62 165 824 2400 794 ' Cv not included LVL A S 1 N Fv fb Fb • U# 1 AIA #N1A #NIA #NIA #NIA 285 #NIA 2600 swA 2 AIA #N1A #NIA #NIA #NIA 285 #NIA 2600 swA 3 AIA #N1A #WA #NIA #NIA 285 #NIA 2600 IIA 4 AIA #N1A #NIA #NIA #NIA 285 #NIA 2600 ow 5 AIA #NIA #NIA #N1A #NIA 285 #N7A 2600 swA • Cf not included DELTA UNIFORM wX124E1(LA3-2LXA2+XA3) PT LOAD X" PbX16EIL(LA2-bA2-X^2) DRS 3128/2007 Any®eam Best Don 5.28-99 TSBA BEAM DESIGN SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Revised 2!25102 03128!07 Project: OYU ID Auditorium At x = I D: Columns 1 360 23N YY 29000 ksi Size: 20.78 iI S 56.50 in -3 1 Beam Steel E 29000 ksi Length 33.00 ft. Uniform 2 ft Steel w 0.125 k1ft Triangle 1 104.56 iO4 walLaftEnd 0 klft Fb 1035 psi Fv w at Right End 0 Wit 1 0. ry Req'd w 0.00 kips Pt Load 197.28 inA3 0.60 kips at 16.00 ft from left 1800 ksi Fb 0.00 kips at 13.50 ft from left Width Desired 5.125 in 0.00 kips at 13.00 ft from left 1684.55inI S 0.00 kips at 0.00 ft. from left LVL E 1900 ksi 0.00 kips at 0.00 f1r from left Partial Uniform 0awTr Req'd k/ft from to S W1 A 0 8.00 33.50 124 v2 0 11.50 30.00 33.00 w3 DF 0 18.00 30.00 Partial Triangular I tv k1ft on Rt side from to Fb U# 1 3NIA #NIA a a+b #NIA wl #NIA 0 14.00 15.00 #N/A v2 2 3NIA 0 16.00 30.00 #NIA w3 #NIA 0 0.00 22.00 I E _= 29000 ksi At x = 1 == 105 in14 2.06 kips 1 360 Stresses E 29000 ksi A 20.78 iI S 56.50 in -3 1 448.0 iI Steel E 29000 ksi Fy 5o ksi Unbraced Length 2 ft Steel Req'd S 6.19 m"31F6 =.66F,) 1 104.56 iO4 Doug Fir E 1600 ksi Fb 1035 psi Fv 95 psi Ct on (1) off (2) 1 0. ry Req'd 1 1895.12 W4 S 197.28 inA3 A 32.57 in12 Glu Lam E 1800 ksi Fb 2400 psi Fv 165 psi Width Desired 5.125 in 3 w14x22 Req'd 1 1684.55inI S 85.08 W3 A 18.75 iI LVL E 1900 ksi Fb 2600 psi Fv 285 psi 0awTr Req'd 1 1595,89 11 S 78.53 iI A 10.86 VI I UNIFORM At x = TRIANGLE 2.06 kips POINT PAR'T'IAL UNIFORM 1 ! PARTIAL TRIANGLE Reactions Left 2.06 kips Right 2.06 kips U== 362 1== 104.55808 fv Shear At x = Max pas 2.06 kips 0.00 ft Maxneg -2.06 kips 33.00 ft Moment At x = Max pos 17.02 kip -ft 16.50 fl Max neg 0.00 kip -ft 0.00 ft Deflection At x = Max pos 0.0000 inch 0.00 ft Max neg -1.0954 inch 16.50 ft U 362 U# fv fb Li# 148,9 3614 r, 542 Steel TrueS s(mwa5ady t Fb Fb Fb U# 1 w12x19 21.3 21.30 130 0. ry 9,59 33.00 440 2 w12au2 25.4 25.40 156 a.35a•Fy 804 33.00 937 3 w14x22 29 29,00 199 .--Fy 7.04 33.00 685 4 w10x22 23.2 23,20 118 0awTr 8-80 33.00 4as 5 51ax2a.4 24.7 24.70 124 0,-.F, 8.27 33.00 422 DF A True S S. I tv Fv fb Fb U# 1 3NIA #NIA #N/A #NIA #NIA #NIA 95 #NIA #N/A 3wA 2 3NIA #NIA #N/A #NIA #NIA #NIA 95 #N1A #NIA 3wA 3 NrA #NIA #NIA #NIA WA #NIA 95 #NIA #NIA awA 4 swA #WA #NIA #NIA #NIA #NIA 95 #NIA #NIA swA 5 WA #N1A #NfA #NIA #NIA #N1A 95 #NIA #N1A 3wA S^ includes Cf GLR A S I iv Fv lb Fb' LI# 1 sva.10.5 84.6 232.5 1919 37 165 878 2400 410 2 awa.1a 92.3 276.8 2491 34 165 738 2400 532 3 siI5.19.s 99.9 324.8 3167 31 165 629 2400 0n 4 a 116x21 107.6 376.7 3955 29 165 542 2400 ms 5 s ve.2z.a 115.3 432.4 4865 27 165 472 2400 two • Cv not included LVL A S I tv Fv Ib Rt) - U# 1 1211a 63.0 189.0 1701 49 285 1080 2600 384 2 (3)13 84.0 224.0 1792 37 285 912 2600 404 3 (3)13 94.5 283.5 2552 33 285 720 2600 576 4 (3) 15 94.5 283.5 2552 33 285 720 2600 576 5 (3)15 94.5 283.5 2552 33 285 720 2600 She ' Cf not included DELTA UNIFORM wX124E1(La3-2LX-2+X"3( PTLOAD X<a PbXI6EIL(L^2-V2.X"2) DRS 312812007 MCI AnyBealn Best Don 5-28.99 N N w w N -ID y Y -W Y N Y O tC} O2 U� to r -- r_: ti r LO II II N YI � II II p O 0J 10 X •- C:C Q J J LL LL LL U U Z O Z.. 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