Loading...
Specifications (3) RECEIVED FEB 2 8 7004 4I rf DLR Group Architecture Engineering Planning Interiors WASHINGTON SQUARE MALL — AREA B TIGARD, OREGON Cheesecake Factory Additional Structural Calculations DLR Project No. 74- 03103 - 007373 February 24, 2005 City of Tigard Approved Plans � By f a.t. i� Date _ . �.. .. L ONsv T /N(, 6urto qi s SA N -Tom ,. S'G2 g-D NOTICE: These documents are instruments of professional service, and information contained therein is incomplete unless used in conjunction with DLR - Group's interpretations, decisions, observations and administrations Use or reproduction of these documents in whole or in part without DLR Group's consent is in violation of common law, copyrights, statutory and other reserved rights. which preempts state and local public records act © 2004 DLR Group inc., a Washingto CERVED. r DLR Group Architecture Engineering Planning Interiors WASHINGTON SQUARE MALL - AREA B TIGARD OREGON Cheesecake Factory Additional Structural Calculations DLR Project No. 74- 03103- 007373 February 24, 2005 , , ;-7 v % N om' c r� fez ¢¢ PE 3263PE • waft • OREGON „ L ei NOTICE: These documents are instruments of professional service, and information contained therein is incomplete unless used in conjunction with DLR Group's interpretations, decisions, observations and administrations Use or reproduction of these documents in whole or in part without DLR Group's consent is in violation of common law, copyrights, statutory and other reserved rights, which preempts state and local public records act �® © 2004 DLR Group Inc , a Washington corporation, ALL RIGHTS RESERVED. Table of Contents Page GRAVITY BEAM DESIGN CCF1 .5 GRAVITY COLUMN DESIGN CCF1.17 WIND LOADS / DESIGN CCF1.33 BRACED FRAME DESIGN CCF1 .47 MISCELLANEOUS CCF1 .75 1 GCE I. I {,• DLR Group Calculations Date /j Subject I�e_v∎Sc 3e C4(v �r�✓�� 0-51,3-\ Computed Checked Project Name Project Number Page (of pages) LL , — C / / CAet 5e r c �VI Sl -,∎ f o !-rg !^- Pr �,,, rte I--, — - -1 es j - -- - - - -- — - - 1 o r 2 d ) w, V) Z 7744 G rp - N ' � e r y . ( . ve- I wry ( C o G,.T4 s) r A bk, x �Luj re-et wit fry. e 0-7,Iy) ; 1/ i2 •5) !" b (- o l``'`r\. Sizes for (CF k = 112. ?( .53 '" a // ca�� m yt oIC /� v,\ r v - • 1 — i t! t / r ,a,t r t „ �i/ c r v . - 1 pro C � J y I t / ) 4a/ N - f7 ( . • - -- -- --- - - - - -- - - -- -- - - - - -- -- � f RAM Modeler "8.2 - Floor Plan: Roof-North Data Base: '''' hEnd-Revised 02/09/05 16:12:10 . . , . • , , . - ,. 6 ..1 199. -7:7 c t1.1- 280 324 ___...,......... .,..,_.- --- - .-- 42 .., 50 ,. 83 , 8 FJ M o . 51 5 96 159 g 279 323 ' lin Ul 41 82 _4 cc , a N 95 Lo 158 ": 197 . 239 . 278 a, 322 40t t` 8? :2 ._ cs, o co 3 94 157 196 238 277 321 363 39 „ 49 , „„6.2 1 i r .......H 38 93 156 I 195 -.- 237 1 276 1 320 I 362 * I I ..,... 1 22 1 36 91 154 193 235 274 318 360 cp --"•"'""'" N co ool 21 ' 35 co 90 o o 153 192 7 234 0 273 ' 359 EL - 317 to, . , CO C CO N ' I I n 1 s H 34 98 152 191 233 272 316 358 4 4- I ,5P r , 1 1_ 27 /4-i ...., 123 I 151 1 190 188 1 232 I 271 269 1 315 313 I 357 I 44 . ...16.. 122 149 8 187 230 ---26 --------- 312----- 355 T i :- 7 \ .‘„ ,s, 6. ; \'` 85 . 120 a 147 0 ct 228 -2 t2 , 41 • :tit 353 . ' • j14 \ 7/ 119 146 8 227 t-4 N '1 352 ai 1 118 145 226 351 182 263 307 ' \ \ I N .. 2 . 6,.... 1 117 144 181 1 225 1 262 I 306 i 350 I ' ' 111 ,,,,, 115 142 179 223 260 304 348 _ 4:r 114 141 178 222 259 303 347 I 4: A ' , ,k4• i 9 , _:,5 _ [-:3 113 - a 140 - co 177 Z., Lc) 221 CV a a, 258 N co 302 a-, P.- ■ 346 0 1 XA , 499 112 139 176 220 257 301 345 i f 503 504 1 1 256 1 300 344 'II () _ 138 175 219 T i 491 I _ 109 136 173 217 254 298 342 448 445 ' 108 135 a, 172 C7 216 o 253 •a 297 oo 341 co N 107 134 )6 1 i 447 444 ---71t1 'c. 171 215 252 296 340 1.4 i 446 ••+ _44 428 427 ,. ji i ' 425 436 133 170 214 j 251 I 26 4 I 461 168 212 249 I ..,,, 339 293 337 490 i 433 130 , r, 167 al 211 . 248 0 292 0 336 av 1 I 1- N N N co i 435 434 129 166 210 247 291 335 1 'Til ib '4 -7,1 Ai ,c79I c's'l i4a1 _ ir.91 45 M 2 AI B9 0 246 290 334 4 2) --- t iN ■ (-■ ---, ' 7 1 NI . . RAM Modeler V8.2 - Floor Plan: Typ -North DataBase• P thEnd- Revised 02/24/05 10:14:42 - CI . . , — . ��2_ _ _ 264 _ 56 -._� �__I 94 e_ —IA 9_...e•..... .»�___ 4.• - —16.-- .' 89 -- - - - 55 93 118 141 164 188 214 m m N m _ m m 711 N m i 54 O 92 117 140 163 187 210 (1-1 258 H 53 I 91 I 116 139 I 162 I 186 209 rn 51 89 114 137 160 184 207 1 N f`VO � d ' L t0 m W N m m . 50 8 8 - 1 -13 -- - - -- -136 159 - -- - - - 18 - -- - -- 206 - - -� #4, , _ ih.,..... _ _ _ H filiP N ^� d9 71 97 �� 2 135 I 158 th 182 205 r _ _ 1 'S/ � th N IL � � ry6o Pi � 1 ..• H 4 . „ X Y 47 I 70 .... 1.3 . 5 .... ,i..-4 --- .10 -s.._.,_...,.._133 --- i 1.FR ._ ' _ .a_ 180 1.-- 203 -r � ^ m m N ��� 268 w ' 49 N I a of 42 w � 155 179 202 N . f ti�4 267 L. 108 N 131 154 - 178 m 201 w :(‘:/' 266 107 130 153 177 200 e Et �a ti� 81 I 106 129 I 152 I 176 199 eli , I I m 280 104 127 150 174 197 ( N i XC 6 O N n m _m N ' 278 103 126 149 173 196 NI c P 0 I , 296 102 125 148 172 195 777: 100 _ 123 146 170 193 282 co N o ° m 74 99 122 14 169 - 19 N r NI NI NI m NI NI V NI 38 = 58 _. 1 144 168 191 n T W (_c_F 1, y Beam Summary Fil RAM Steel v8.2 RAM DataBase: NorthEnd- Revised 02/09/05 16:02:48 ' ) 11\11 ERJATKNJAI Building Code: IBC Steel Code: AISC LRFD STEEL BEAM DESIGN SUMMARY: Floor Type: Roof -North Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip -ft kip -ft kip -ft ksi A , l 2 20.42 60.1 0.0 184.2 50.0 W16X26 u 6 20.42 27.6 0.0 72.5 50.0 W12X14 u 494 41.00 320.6 0.0 397.5 50.0 W21X44 490 29.92 80.8 0.0 138.3 50.0 W14X22 IN/14(X 35 491 29.92 70.2 0.0 138.3 50.0 W14X22 00,90 13 10.58 10.1 0.0 37.0 50.0 W8X10 u 14 19.69 34.7 0.0 277.1 50.0 W18X35 u 15 6.76 2.1 0.0 52.5 50.0 W10X12 u 16 23.18 69.1 0.0 1700.0 50.0 W30X124 u 17 13.92 11.3 0.0 52.5 50.0 W10X12 u 18 13.92 12.7 0.0 52.5 50.0 W10X12 u 19 13.92 12.7 0.0 52.5 50.0 W10X12 u 20 18.49 42.0 0.0 72.5 50.0 W12X14 u 21 13.92 12.3 0.0 52.5 50.0 W10X12 u 22 13.92 12.3 0.0 52.5 50.0 W10X12 u 500 20.30 49.8 0.0 72.5 50.0 W12X14 t l 6 K Z 6 29 15.84 29.4 0.0 277.1 50.0 W18X35 u 30 22.40 35.9 0.0 277.1 50.0 W18X35 u 31 43.00 454.4 0.0 2120.8 50.0 W36X135 u 32 7.84 3.1 0.0 277.1 50.0 W18X35 u 33 22.49 152.2 0.0 277.1 50.0 W18X35 u 34 39.50 316.7 0.0 562.5 50.0 W24X55 u 37 30.00 141.4 0.0 277.1 50.0 W18X35 u 38 39.50 337.5 0.0 562.5 50.0 W24X55 u 39 8.00 3.1 0.0 37.0 50.0 W8X10 u 40 8.00 3.8 0.0 37.0 50.0 W8X10 u 41 8.00 3.8 0.0 37.0 50.0 W8X10 u 42 8.00 3.1 0.0 37.0 50.0 W8X10 u 43 39.50 295.1 0.0 562.5 50.0 W24X55 u 44 14.85 10.9 0.0 72.5 50.0 W12X14 u 498 11.27 6.4 0.0 37.0 50.0 W8X10 00)(0" 502 15.95 21.4 0.0 37.0 50.0 W8X10 Wit vZ4. 46 32.81 237.4 0.0 324.6 50.0 W12X53 u 47 14.85 11.2 0.0 72.5 50.0 W12X14 u 48 30.00 184.9 0.0 299.6 50.0 W12X50 u ) 49 23.50 76.3 0.0 299.6 50.0 W12X50 u 50 23.50 76.3 0.0 299.6 50.0 W12X50 u 506 5.68 1.2 0.0 37.0 50.0 W8X10 lit0 x 15 53 22.00 70.2 0.0 299.6 50.0 W12X50 u 412 21.00 119.9 0.0 184.2 50.0 W16X26 �(F 5 i ' il Beam Summary RAM Steel v8.2 Page 2/13 RAM DataBase: NorthEnd- Revised 02/09/05 16:02:48 IME.RNATIIXJAI Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 60 31.00 92.4 0.0 138.3 50.0 W14X22 u 421 34.90 301.9 0.0 397.5 50.0 W21X44 496 25.63 116.2 0.0 184.2 50.0 W16X26 441 20.70 55.1 0.0 72.5 50.0 W12X14 W l 4(K 35 70 14.85 9.4 0.0 37.0 50.0 W8X10 u 71 33.71 238.4 0.0 324.6 50.0 W12X53 u 460 7.50 0.0 0.0 37.0 50.0 W8X10 74 22.00 78.4 0.0 299.6 50.0 W12X50 u 75 14.85 9.7 0.0 37.0 50.0 W8X10 u 76 16.35 20.6 0.0 138.3 50.0 W14X22 u 77 23.13 37.9 0.0 277.1 50.0 W18X35 u 78 15.76 17.6 0.0 72.5 50.0 W12X14 u 79 30.00 184.9 0.0 299.6 50.0 W12X50 u 80 8.00 3.1 0.0 37.0 50.0 W8X10 u 81 8.00 3.8 0.0 37.0 50.0 W8X10 u 82 8.00 3.8 0.0 37.0 50.0 W8X10 u 83 8.00 3.1 0.0 37.0 50.0 W8X10 u 459 7.50 0.0 0.0 37.0 50.0 W8X10 85 12.20 7.5 0.0 37.0 50.0 W8X10 u ' 86 9.32 3.5 0.0 37.0 50.0 W8X10 u 87 8.99 4.1 0.0 37.0 50.0 W8X10 u 458 7.50 0.0 0.0 37.0 50.0 W8X10 88 22.49 197.9 0.0 277.1 50.0 W18X35 u 89 10.97 5.5 0.0 37.0 50.0 W8X10 u 92 30.00 213.0 0.0 397.5 50.0 W21X44 u 97 37.50 93.0 0.0 227.5 50.0 W14X34 u 101 30.00 86.5 0.0 138.3 50.0 W14X22 116 38.00 406.5 0.0 641.7 50.0 W24X62 u 117 30.00 78.6 0.0 138.3 50.0 W14X22 u 123 30.00 80.1 0.0 138.3 50.0 W14X22 u 378 7.50 0.0 0.0 37.0 50.0 W8X10 380 7.50 0.0 0.0 37.0 50.0 W8X10 381 7.50 0.0 0.0 37.0 50.0 W8X10 143 38.00 409.4 0.0 641.7 50.0 W24X62 u 144 30.00 78.6 0.0 138.3 50.0 W14X22 u 151 30.00 80.1 0.0 138.3 50.0 W14X22 u 160 30.00 59.5 0.0 138.3 50.0 W14X22 u 382 7.50 0.0 0.0 37.0 50.0 W8X10 383 7.50 0.0 0.0 37.0 50.0 W8X10 384 7.50 0.0 0.0 37.0 50.0 W8X10 ' ) 180 38.00 478.2 0.0 737.5 50.0 W24X68 u 181 30.00 71.6 0.0 138.3 50.0 W14X22 u 182 30.00 34.2 0.0 72.5 50.0 W12X14 u 183 30.00 165.9 0.0 237.5 50.0 W12X40 u 184 4.67 0.9 0.0 37.0 50.0 W8X10 u Lcr Beam Summary Fil RAM Steel v8.2 Page 3/13 DataBase: NorthEnd- Revised 02/09/05 16:02:48 IMERJATONAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 185 4.67 1.2 0.0 237.5 50.0 W12X40 u 186 4.67 0.9 0.0 37.0 50.0 W8X10 u 187 30.00 165.9 0.0 237.5 50.0 W12X40 u 188 30.00 34.2 0.0 72.5 50.0 W12X14 u 190 30.00 73.1 0.0 138.3 50.0 W14X22 u 200 20.00 55.6 0.0 102.9 50.0 W12X19 u 385 7.50 0.0 0.0 37.0 50.0 W8X10 394 7.50 0.0 0.0 37.0 50.0 W8X10 386 7.50 0.0 0.0 37.0 50.0 W8X10 395 7.50 0.0 0.0 37.0 50.0 W8X10 387 7.50 0.0 0.0 37.0 50.0 W8X10 396 7.50 0.0 0.0 37.0 50.0 W8X10 204 20.00 55.6 0.0 237.5 50.0 W12X40 u 205 4.67 0.9 0.0 37.0 50.0 W8X10 u 206 4.67 1.2 0.0 37.0 50.0 W8X10 u 207 4.67 0.9 0.0 37.0 50.0 W8X10 u 224 38.00 478.2 0.0 737.5 50.0 W24X68 u 225 30.00 78.6 0.0 138.3 50.0 W14X22 u 232 30.00 80.1 0.0 138.3 50.0 W14X22 u ' 388 7.50 0.0 0.0 37.0 50.0 W8X10 397 7.50 0.0 0.0 37.0 50.0 W8X10 389 7.50 0.0 0.0 37.0 50.0 W8X10 399 7.50 0.0 0.0 37.0 50.0 W8X10 391 7.50 0.0 0.0 37.0 50.0 W8X10 400 7.50 0.0 0.0 37.0 50.0 W8X10 261 38.00 478.2 0.0 737.5 50.0 W24X68 u 262 30.00 71.6 0.0 138.3 50.0 W14X22 u 263 30.00 34.2 0.0 72.5 50.0 W12X14 u 264 30.00 165.9 0.0 237.5 50.0 W12X40 u 265 4.67 0.9 0.0 37.0 50.0 W8X10 u 266 4.67 1.2 0.0 37.0 50.0 W8X10 u 267 4.67 0.9 0.0 37.0 50.0 W8X10 u 268 30.00 165.9 0.0 237.5 50.0 W12X40 u 269 30.00 34.2 0.0 72.5 50.0 W12X14 u 271 30.00 73.1 0.0 138.3 50.0 W14X22 u 281 20.00 55.6 0.0 237.5 50.0 W12X40 u 285 20.00 55.6 0.0 237.5 50.0 W12X40 u 286 4.67 0.9 0.0 37.0 50.0 W8X10 u 287 4.67 1.2 0.0 37.0 50.0 W8X10 u 288 4.67 0.9 0.0 37.0 50.0 W8X10 u 290 30.00 86.5 0.0 138.3 50.0 W14X22 305 38.00 581.3 0.0 737.5 50.0 W24X68 306 30.00 71.6 0.0 138.3 50.0 W14X22 u 307 30.00 34.2 0.0 72.5 50.0 W12X14 u 308 30.00 165.9 0.0 237.5 50.0 W12X40 u cc.F/ 7 Fil Beam Summary RAM Steel v8.2 Page 4/13 RAM DataBase: NorthEnd- Revised 02/09/05 16:02:48 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 309 4.67 0.9 0.0 37.0 50.0 W8X10 u 310 4.67 1.2 0.0 37.0 50.0 W8X10 u 311 4.67 0.9 0.0 37.0 50.0 W8X10 u 312 30.00 165.9 0.0 237.5 50.0 W12X40 313 30.00 34.2 0.0 72.5 50.0 W12X14 u 315 30.00 73.1 0.0 138.3 50.0 W14X22 u 324 30.00 59.5 0.0 138.3 50.0 W14X22 u 325 20.00 55.6 0.0 237.5 50.0 W12X40 u 329 20.00 55.6 0.0 237.5 50.0 W12X40 u 330 4.67 0.9 0.0 37.0 50.0 W8X10 u 331 4.67 1.2 0.0 37.0 50.0 W8X10 u 332 4.67 0.9 0.0 37.0 50.0 W8X10 u 334 29.33 82.7 0.0 138.3 50.0 W14X22 u 349 38.00 474.1 0.0 737.5 50.0 W24X68 u 350 29.33 75.1 0.0 138.3 50.0 W14X22 u 357 29.33 76.5 0.0 138.3 50.0 W14X22 u 361 30.00 322.6 0.0 397.5 50.0 W21X44 406 29.33 36.3 0.0 277.1 50.0 W18X35 u 365 29.33 96.7 0.0 155.0 50.0 W12X26 u 366 29.33 110.6 0.0 197.1 50.0 W14X30 u 408 2.50 0.0 0.0 37.0 50.0 W8X10 370 12.50 52.3 0.0 102.9 50.0 W12X19 u 371 6.83 3.7 0.0 37.0 50.0 W8X10 u 375 38.00 234.5 0.0 562.5 50.0 W24X55 u 377 30.00 180.5 0.0 277.1 50.0 W18X35 u Floor Type: Typ -North Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip -ft kip -ft kip -ft ksi 258 20.42 0.0 0.0 161.4 46.0 HSS12X10X1 /4 u 264 20.42 0.0 0.0 161.4 46.0 HSS12X10X1 /4 u 284 41.00 64.7 0.0 302.1 46.0 HSS12X10X1 /2 u 282 29.92 31.3 0.0 302.1 46.0 HSS12X10X1 /2 u 289 26.38 23.6 0.0 302.1 46.0 HSS 12X10X1/2 u 290 4.30 0.6 0.0 6.4 46.0 HSS4X2X1 /8 256 10.58 0.0 0.0 161.4 46.0 HSS 12X10X1/4 u 260 19.69 0.0 0.0 161.4 46.0 HSS 12X10X1/4 u 257 23.18 0.0 0.0 161.4 46.0 HSS 12X10X1/4 u 259 18.49 0.0 0.0 161.4 46.0 HSS12X10X1 /4 u 261 15.84 0.0 0.0 161.4 46.0 HSS12X10X1 /4 u 262 22.49 0.0 0.0 161.4 46.0 HSS 12X10X1/4 u 263 30.00 0.0 0.0 161.4 46.0 HSS 12X10X1/4 u 287 15.93 8.9 0.0 302.1 46.0 HSS12X10X1 /2 u 281 21.00 30.9 0.0 302.1 46.0 HSS12X10X1 /2 u 38 31.00 33.6 0.0 302.1 46.0 HSS12X10X1 /2 u Cc- r 5( Beam Summary ri il RAM Steel v8.2 Page 5/13 RAM DataBase: NorthEnd- Revised 02/09/05 16:02:48 INTENATIIXJAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 288 20.71 15.0 0.0 302.1 46.0 HSS12X10X1 /2 u 47 16.35 9.4 0.0 161.4 46.0 HSS12X10X1 /4 u 49 7.50 12.7 0.0 198.1 50.0 W12X26 u 7 48 8.00 0.0 -69.7 22.49 282.2 -69.7 756.0 50.0 W18X65 u 22 50 37.50 390.1 0.0 537.6 50.0 W18X40 u 30 51 37.50 382.6 0.0 522.0 50.0 W18X40 u 26 52 30.00 453.0 0.0 567.8 50.0 W18X40 34 53 37.50 382.6 0.0 522.0 50.0 W18X40 u 26 54 37.50 382.6 0.0 522.0 50.0 W18X40 u 26 55 37.50 382.6 0.0 558.3 50.0 W18X40 u 37 56 37.50 263.7 0.0 549.7 50.0 W18X40 u 37 58 30.00 31.5 0.0 302.1 46.0 HSS12X10X1 /2 u 70 30.00 31.5 0.0 161.4 46.0 HSS12X10X1 /4 u 71 30.00 202.7 0.0 318.8 50.0 W12X30 u 30 72 30.00 448.6 0.0 787.9 46.0 W21X62 u 30 74 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 75 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 76 30.00 378.0 0.0 787.9 46.0 W21X62 u 30 77 30.00 256.5 0.0 653.0 50.0 W18X50 u 33 278 30.00 329.0 0.0 612.8 50.0 W18X50 u 30 80 36.17 40.9 0.0 1154.3 46.0 W21X83 u 90 81 30.00 551.2 0.0 653.0 50.0 W18X50 u 42 85 30.00 693.4 0.0 874.6 50.0 W21X68 u 30 86 30.49 690.3 0.0 912.2 50.0 W21X68 u 30 88 30.00 261.4 0.0 347.2 50.0 W16X31 u 16 89 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 90 30.00 659.2 0.0 912.1 50.0 W21X68 u 30 91 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 92 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 93 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 94 30.00 168.7 0.0 345.6 50.0 W16X26 u 30 235 10.00 0.0 0.0 37.0 50.0 W8X10 272 10.49 0.0 0.0 37.0 50.0 W8X10 95 38.00 218.5 0.0 381.3 50.0 W16X26 38 279 20.00 125.0 0.0 271.9 50.0 W14X22 u 20 280 20.00 125.0 0.0 251.6 50.0 W14X22 u 20 265 36.17 380.3 0.0 669.2 50.0 W18X50 u 30 266 20.00 111.4 0.0 251.6 50.0 W14X22 u 20 267 20.00 115.7 0.0 251.6 50.0 W14X22 u 20 ) 268 20.00 114.6 0.0 251.6 50.0 W14X22 u 20 236 10.00 0.0 0.0 37.0 50.0 W8X10 273 10.49 0.0 0.0 37.0 50.0 W8X10 96 38.00 45.1 0.0 381.3 50.0 W16X26 38 237 10.00 0.0 0.0 37.0 50.0 W8X10 �c..ri ■ y Beam Summary El RAM Steel v8.2 Page 6/13 RAM DataBase: NorthEnd- Revised 02/09/05 16:02:48 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 274 10.49 0.0 0.0 37.0 50.0 W8X10 97 30.00 597.8 0.0 846.8 50.0 W21X62 u 32 99 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 100 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 101 30.00 602.3 0.0 846.8 50.0 W21X62 u 32 102 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 103 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 104 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 105 36.17 796.6 0.0 1362.8 50.0 W21X83 u 90 106 30.00 244.7 0.0 339.3 50.0 W16X26 u 26 107 30.00 234.5 0.0 318.7 50.0 W16X26 u 20 108 30.00 241.4 0.0 332.6 50.0 W16X26 u 24 109 30.00 239.6 0.0 325.8 50.0 W16X26 u 22 111 30.49 626.0 0.0 846.8 50.0 W21X62 u 30 113 30.00 261.4 0.0 347.2 50.0 W16X31 u 16 114 30.00 256.5 0.0 362.6 ' 50.0 W16X26 u 32 115 30.00 597.8 0.0 846.8 50.0 W21X62 u 30 116 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 117 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 118 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 238 10.00 0.0 0.0 37.0 50.0 W8X10 247 8.83 0.0 0.0 37.0 50.0 W8X10 275 10.49 0.0 0.0 37.0 50.0 W8X10 239 10.00 0.0 0.0 37.0 50.0 W8X10 248 8.83 0.0 0.0 37.0 50.0 W8X10 276 10.49 0.0 0.0 37.0 50.0 W8X10 240 10.00 0.0 0.0 37.0 50.0 W8X10 249 8.83 0.0 0.0 37.0 50.0 W8X10 277 10.49 0.0 0.0 37.0 50.0 W8X10 122 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 123 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 125 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 126 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 127 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 128 36.17 928.2 0.0 1362.8 50.0 W21X83 u 90 129 30.00 244.7 0.0 339.3 50.0 W16X26 u 26 130 30.00 234.5 0.0 318.7 50.0 W16X26 u 20 131 30.00 241.4 0.0 332.6 50.0 W16X26 u 24 132 30.00 239.6 0.0 325.8 50.0 W16X26 u 22 135 30.00 202.7 0.0 280.3 50.0 W14X22 30 1 136 30.00 261.4 0.0 347.2 50.0 W16X31 u 16 137 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 139 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 140 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 141 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 ,„,. w ti Beam Summary RAM Steel v8.2 Page 7/13 RAM DataBase: NorthEnd- Revised 02/09/05 16:02:48 I N^ Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 241 10.00 0.0 0.0 37.0 50.0 W8X10 250 8.83 0.0 0.0 37.0 50.0 W8X10 242 10.00 0.0 0.0 37.0 50.0 W8X10 251 8.83 0.0 0.0 37.0 50.0 W8X10 243 10.00 0.0 0.0 37.0 50.0 W8X10 252 8.83 0.0 0.0 37.0 50.0 W8X10 143 30.00 609.8 0.0 863.4 50.0 W21X62 u 33 145 30.00 387.2 0.0 616.3 50.0 W18X50 u 30 146 17.00 90.3 0.0 237.4 50.0 W14X22 u 17 147 30.00 597.8 0.0 846.8 50.0 W21X62 u 32 148 30.00 382.1 0.0 616.3 50.0 W18X50 u 32 149 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 150 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 151 36.17 928.2 0.0 1362.8 50.0 W21X83 u _ 90 152 30.00 244.7 0.0 339.3 50.0 W16X26 u 26 153 30.00 234.5 0.0 318.7 50.0 W16X26 u 20 154 30.00 241.4 0.0 332.6 50.0 W16X26 u 24 155 30.00 239.6 0.0 325.8 50.0 W16X26 u 22 157 30.49 626.0 0.0 915.8 50.0 W21X62 u 44 158 30.00 202.7 0.0 280.3 50.0 W14X22 30 159 30.00 261.4 0.0 347.2 50.0 W16X31 u 16 160 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 161 30.00 597.8 0.0 846.8 50.0 W21X62 u 32 162 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 163 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 164 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 166 20.00 112.5 0.0 262.8 50.0 W14X22 u 20 167 30.00 638.4 0.0 772.7 50.0 W21X57 u 30 168 30.00 195.7 0.0 318.8 50.0 W12X30 u 30 169 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 170 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 171 30.00 597.8 0.0 846.8 50.0 W21X62 u 32 172 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 173 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 174 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 175 36.17 928.2 0.0 1362.8 50.0 W21X83 u 90 176 30.00 ' 244.7 0.0 339.3 50.0 W16X26 u 26 177 30.00 234.5 0.0 318.7 50.0 W16X26 u 20 178 30.00 241.4 0.0 332.6 50.0 W16X26 u 24 179 30.00 239.6 0.0 325.8 50.0 W16X26 u 22 180 30.00 179.3 0.0 318.8 50.0 W12X30 u 30 181 30.49 626.0 0.0 915.8 50.0 W21X62 u 44 182 30.00 202.7 0.0 318.8 50.0 W12X30 u 30 183 30.00 261.4 0.0 347.2 50.0 W16X31 u 16 184 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 LCr It SI Beam Summary till RAM Steel v8.2 Page 8/13 RAM DataBase: NorthEnd- Revised 02/09/05 16:02:48 INTERNAMNAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 185 30.00 597.8 0.0 846.8 50.0 W21X62 u 32 186 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 187 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 188 - 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 189 30.00 168.7 0.0 528.6 50.0 W18X40 u 30 191 29.33 187.1 0.0 312.9 50.0 W12X30 u 29 192 29.33 246.3 0.0 339.1 50.0 W16X26 u 26 193 29.33 246.3 0.0 339.1 50.0 W16X26 u 26 195 29.33 246.3 0.0 339.1 50.0 W16X26 u 26 196 29.33 246.3 0.0 339.1 50.0 W16X26 u 26 197 29.33 246.3 0.0 339.1 50.0 W16X26 u 26 198 36.17 919.4 0.0 1194.3 50.0 W21X83 u 36 199 29.33 235.0 0.0 318.6 50.0 W16X26 u 20 200 29.33 225.2 0.0 301.4 50.0 W16X26 u 16 201 29.33 231.9 0.0 318.6 50.0 W16X26 u 20 202 29.33 230.2 0.0 310.6 50.0 W16X26 u 18 203 29.33 171.4 0.0 312.9 50.0 W12X30 u 29 205 29.33 193.7 0.0 312.9 50.0 W12X30 u 29 206 29.33 251.1 0.0 345.7 50.0 W16X26 u 28 207 29.33 246.3 0.0 339.1 50.0 W16X26 u 26 208 30.00 608.4 0.0 839.9 50.0 W21X62 u 30 209 29.33 246.3 0.0 339.1 50.0 W16X26 u 26 210 29.33 284.2 0.0 420.8 50.0 W16X36 u 29 211 22.50 60.7 0.0 253.2 50.0 W14X22 u 22 212 29.33 205.9 0.0 326.7 50.0 W18X40 u 213 20.00 175.3 0.0 250.0 50.0 W14X22 u 16 214 6.83 14.6 0.0 68.3 50.0 W8X10 u 6 215 30.00 354.3 0.0 659.4 50.0 W21X44 u 26 216 30.00 354.3 0.0 659.4 50.0 W21X44 u 26 217 36.17 540.8 0.0 1473.4 50.0 W24X94 u 36 218 30.49 368.0 0.0 703.9 50.0 W21X44 u 53 219 30.00 374.8 0.0 683.9 50.0 W21X44 u 53 * after Size denotes beam failed stress /capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Beam Summary Lx Fl ,,,_ lil RAM Steel v8.2 Page 9/13 RAM DataBase: NorthEnd- Revised 02/09/05 16:02:48 INTERNATONAI Building Code: IBC Steel Code: AISC LRFD JOIST SELECTION SUMMARY: Floor Type: Roof -North Standard Joists: Joist # Length WDL WLL WTL Joist 3 20.42 172.5 187.5 360.0 22K4 u 4 20.42 172.5 187.5 360.0 22K4 u 5 20.42 172.5 317.5 490.0 22K4 u 415 29.92 148.4 161.3 309.6 24K4 428 29.92 158.7 172.5 331.2 24K4 446 29.92 161.0 175.0 336.0 22K5 447 29.92 161.0 175.0 336.0 22K5 448 29.92 162.2 176.3 338.4 22K5 503 18.44 155.7 169.2 335.7 16K2SP 35 39.50 372.5 187.5 560.0 28LH08 36 39.50 372.4 187.4 559.8 28LH08 435 31.00 172.5 317.5 490.0 28K7 433 31.00 155.3 168.8 324.0 22K6 425 31.00 147.2 160.0 307.2 24K4 427 31.00 158.7 172.5 331.2 22K6 443 31.00 161.0 175.0 336.0 22K6 444 31.00 161.0 175.0 336.0 22K6 445 31.00 162.2 176.3 338.4 22K6 492 31.00 164.3 178.5 342.8 22K6 504 31.00 165.1 179.4 344.5 22K6 499 30.99 146.9 159.6 306.5 24K4 505 30.99 129.7 141.0 270.7 22K4 423 30.99 122.2 132.9 255.1 22K4 456 26.04 113.9 123.7 237.6 18K3 457 21.09 111.4 121.1 232.4 14K1 90 37.50 176.8 192.2 369.0 26K9 u 91 37.50 172.4 187.4 359.8 26K9 u 93 37.50 172.4 187.4 359.8 26K9 u 94 37.50 172.5 187.5 360.0 26K9 u 95 37.50 172.5 187.5 360.0 26K9 u 96 37.50 172.5 317.5 490.0 24LH07 u 98 37.15 178.3 193.8 372.0 26K9 u 434 30.00 172.5 317.5 490.0 26K7 432 30.00 155.3 168.8 324.0 24K4 431 30.00 147.2 160.0 307.2 24K4 426 30.00 135.7 147.5 283.2 22K4 436 30.00 111.6 121.2 232.8 20K4 107 30.00 140.3 152.5 292.8 22K6 u 108 30.00 172.5 187.5 360.0 22K6 u 109 30.00 172.5 187.5 360.0 22K6 u c1.-F/. 1 iri VTR Beam Summary RAM Steel v8.2 Page 10/13 RAM DataBase: NorthEnd- Revised 02/09/05 16:02:48 IMERNATK 1,141 Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 111 30.00 169.4 184.2 353.6 22K6 u 112 30.00 166.4 180.8 347.2 22K6 u 113 30.00 166.4 180.8 347.2 22K6 u 114 30.00 166.4 180.8 347.2 22K6 u 115 30.00 166.4 180.8 347.2 22K6 u 118 30.00 145.7 158.3 304.0 24K4 u 119 30.00 145.7 158.3 304.0 24K4 u 120 30.00 145.7 158.3 304.0 24K4 u 121 30.00 145.7 158.3 304.0 24K4 u 122 30.00 145.7 158.3 304.0 24K4 u 129 30.00 172.5 317.5 490.0 22K9 u 130 30.00 172.5 187.5 360.0 22K6 u 461 30.00 172.5 187.5 360.0 22K6 133 30.00 172.5 187.5 360.0 22K6 u 134 30.00 172.5 187.5 360.0 22K6 u 135 30.00 172.5 187.5 360.0 22K6 u 136 30.00 172.5 187.5 360.0 22K6 u 138 30.00 169.4 184.2 353.6 22K6 u 139 30.00 166.4 180.8 347.2 22K6 u 140 30.00 166.4 180.8 347.2 22K6 u 141 30.00 166.4 180.8 347.2 22K6 u 142 30.00 166.4 180.8 347.2 22K6 u 145 30.00 145.7 158.3 304.0 24K4 u 146 30.00 145.7 158.3 304.0 24K4 u 147 30.00 145.7 158.3 304.0 24K4 u 148 30.00 145.7 158.3 304.0 24K4 u 149 30.00 145.7 158.3 304.0 24K4 u 152 30.00 175.3 190.6 365.9 22K6 u 153 30.00 175.3 190.6 365.9 22K6 u 154 30.00 175.3 190.6 365.9 22K6 u 156 30.00 173.9 189.0 363.0 22K6 u 157 30.00 172.5 187.5 360.0 22K6 u 158 30.00 172.5 187.5 360.0 22K6 u 159 30.00 172.5 317.5 490.0 22K9 u 166 30.00 172.5 317.5 490.0 22K9 u 167 30.00 172.5 187.5 360.0 22K6 u 168 30.00 172.5 187.5 360.0 22K6 u 170 30.00 172.5 187.5 360.0 22K6 u 171 30.00 172.5 187.5 360.0 22K6 u 172 30.00 172.5 187.5 360.0 22K6 u 173 30.00 172.5 187.5 360.0 22K6 u 175 30.00 169.4 184.2 353.6 22K6 u 176 30.00 166.4 180.8 347.2 22K6 u 177 30.00 166.4 180.8 347.2 22K6 u 178 30.00 166.4 180.8 347.2 22K6 u CCF /, 1` til Beam Summary RAM Steel v8.2 Page 11/13 RAM DataBase: NorthEnd- Revised 02/09/05 16:02:48 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 179 30.00 166.4 180.8 347.2 22K6 u 191 30.00 175.3 190.6 365.9 22K6 u 192 30.00 175.3 190.6 365.9 22K6 u 193 30.00 175.3 190.6 365.9 22K6 u 195 30.00 173.9 189.0 363.0 22K6 u 196 30.00 172.5 187.5 360.0 22K6 u 197 30.00 172.5 187.5 360.0 22K6 u 198 30.00 172.5 317.5 490.0 22K9 u 210 30.00 172.5 317.5 490.0 22K9 u 211 30.00 172.5 187.5 360.0 22K6 u 212 30.00 172.5 187.5 360.0 22K6 u 214 30.00 172.5 187.5 360.0 22K6 u 215 30.00 172.5 187.5 360.0 22K6 u 216 30.00 172.5 187.5 360.0 22K6 u 217 30.00 172.5 187.5 360.0 22K6 u 219 30.00 169.4 184.2 353.6 22K6 u 220 30.00 166.4 180.8 347.2 22K6 u 221 30.00 166.4 180.8 347.2 22K6 u 222 30.00 166.4 180.8 347.2 22K6 u 223 30.00 166.4 180.8 347.2 22K6 u 226 30.00 145.7 158.3 304.0 24K4 u 227 30.00 145.7 158.3 304.0 24K4 u 228 30.00 145.7 158.3 304.0 24K4 u 229 30.00 145.7 158.3 304.0 24K4 u 230 30.00 145.7 158.3 304.0 24K4 u 233 30.00 175.3 190.6 365.9 22K6 u 234 30.00 175.3 190.6 365.9 22K6 u 235 30.00 175.3 190.6 365.9 22K6 u 237 30.00 173.9 189.0 363.0 22K6 u 238 30.00 172.5 187.5 360.0 22K6 u 239 30.00 172.5 187.5 360.0 22K6 u 240 30.00 172.5 317.5 490.0 22K9 u 247 30.00 172.5 317.5 490.0 22K9 u 248 30.00 172.5 187.5 360.0 22K6 u 249 30.00 172.5 187.5 360.0 22K6 u 251 30.00 172.5 187.5 360.0 22K6 u 252 30.00 172.5 187.5 360.0 22K6 u 253 30.00 172.5 187.5 360.0 22K6 u 254 30.00 172.5 187.5 360.0 22K6 u 256 30.00 169.4 184.2 353.6 22K6 u 257 30.00 166.4 180.8 347.2 22K6 u 258 30.00 166.4 180.8 347.2 22K6 u 259 30.00 166.4 180.8 . 347.2 22K6 u 260 30.00 166.4 180.8 347.2 22K6 u 272 30.00 175.3 190.6 365.9 22K6 u CtF h. 0 Fil Beam Summary RAM Steel v8.2 Page 12/13 RAM DataBase: NorthEnd- Revised 02/09/05 16:02:48 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 273 30.00 175.3 190.6 365.9 22K6 u 274 30.00 175.3 190.6 365.9 22K6 u 276 30.00 173.9 189.0 363.0 22K6 u - 277 30.00 172.5 187.5 360.0 22K6 u 278 30.00 172.5 187.5 360.0 22K6 u 279 30.00 172.5 317.5 490.0 22K9 u 291 30.00 172.5 317.5 490.0 22K9 u 292 30.00 172.5 187.5 360.0 22K6 u 293 30.00 172.5 187.5 360.0 22K6 u 295 30.00 172.5 187.5 360.0 22K6 u 296 30.00 172.5 187.5 360.0 22K6 u 297 30.00 172.5 187.5 360.0 22K6 u 298 30.00 172.5 187.5 360.0 22K6 u 300 30.00 169.4 184.2 353.6 22K6 u 301 30.00 166.4 180.8 347.2 22K6 u 302 30.00 166.4 180.8 347.2 22K6 u 303 30.00 166.4 180.8 347.2 22K6 u 304 30.00 166.4 180.8 347.2 22K6 u 316 30.00 175.3 190.6 365.9 22K6 u 317 30.00 175.3 190.6 365.9 22K6 u 318 30.00 175.3 190.6 365.9 22K6 320 30.00 173.9 189.0 363.0 22K6 u 321 30.00 172.5 187.5 360.0 22K6 u 322 30.00 172.5 187.5 360.0 22K6 u 323 30.00 172.5 317.5 490.0 22K9 u 335 29.33 172.5 317.5 490.0 22K9 u 336 29.33 172.5 187.5 360.0 22K6 u 337 29.33 172.5 187.5 360.0 22K6 u 339 29.33 172.5 187.5 360.0 22K6 u 340 29.33 172.5 187.5 360.0 22K6 u 341 29.33 172.5 187.5 360.0 22K6 u 342 29.33 172.5 187.5 360.0 22K6 u 344 29.33 169.4 184.2 353.6 22K5 u 345 29.33 166.4 180.8 347.2 22K5 u 346 29.33 166.4 180.8 347.2 22K5 u 347 29.33 166.4 180.8 347.2 22K5 u 348 29.33 166.4 180.8 347.2 22K5 u 351 29.33 145.7 158.3 304.0 22K4 u 352 29.33 145.7 158.3 304.0 22K4 u 353 29.33 145.7 158.3 304.0 22K4 u ■ 354 29.33 145.7 158.3 304.0 22K4 u 355 29.33 145.7 158.3 304.0 22K4 u 358 29.33 175.3 190.6 365.9 22K6 u 359 29.33 175.3 190.6 365.9 22K6 u 360 29.33 175.3 190.6 365.9 22K6 u LGFt IC RI F Beam Summary RAM Steel v8.2 Page 13/13 RAM DataBase: NorthEnd- Revised 02/09/05 16:02:48 INTEWJATKONAI Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 362 29.33 173.9 189.0 363.0 22K6 u 363 29.33 172.5 187.5 360.0 22K6 u Joist Girders: Joist # Length #Panels PDL PLL PTL Joist 137 36.17 5 5.0 5.4 10.4 XXG5N10.5K 169 30.00 4 5.2 5.6 10.8 XXG4N10.8K 174 36.17 5 5.0 5.4 10.4 XXG5N10.5K 189 30.49 4 5.3 5.7 11.0 XXG4N11.0K 218 36.17 5 5.0 5.4 10.4 XXG5N10.5K 231 30.49 4 5.3 5.7 11.0 XXG4N11.0K 250 30.00 4 5.2 5.6 10.8 XXG4N10.8K 255 36.17 5 5.0 5.4 10.4 XXG5N10.5K 270 30.49 4 5.3 5.7 11.0 XXG4N11.0K 294 30.00 4 5.2 5.6 10.8 XXG4N10.8K 299 36.17 5 5.0 5.4 10.4 XXG5N10.5K 314 30.49 4 5.3 5.7 11.0 XXG4N11.0K 343 36.17 5 4.9 5.4 10.3 XXG5N10.3K 356 30.49 4 5.2 5.7 10.9 XXG4N10.9K 373 30.00 4 2.7 2.9 5.6 XXG4N5.7K 374 36.17 5 2.6 2.8 5.4 XXG5N5.5K 376 30.49 4 2.7 3.0 5.7 XXG4N5.8K Special Joists: Joist # Length +M -M Joist Size 420 21.00 93.2 0.0 XXGSP 419 29.00 155.0 0.0 XXGSP 418 46.17 383.6 0.0 XXGSP 430 27.80 154.0 0.0 XXGSP 442 32.20 187.7 0.0 XXGSP 150 30.49 187.2 0.0 XXGSP 155 30.00 198.7 0.0 XXGSP 164 30.00 176.6 0.0 XXGSP 194 30.00 176.6 0.0 XXGSP 245 30.00 176.6 0.0 XXGSP 275 30.00 176.6 0.0 XXGSP 289 30.00 176.6 0.0 XXGSP 319 30.00 176.6 0.0 XXGSP 372 30.00 91.7 0.0 XXGSP * after Size denotes joist is inadequate. u after Size denotes this size has been assigned by the User. cC-F , I7 Fri Gravity Column Design Summary RAM Steel v8.2 DataBase: NorthEnd- Revised 02/10/05 08:00:23 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Column Line 6.50ft - 14.90ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 34.9 17.8 4.7 1 0.36 Eq Hl -la 90.0 50 W12X40 Second -North 44.5 1.9 1.0 1 0.24 Eq H1 -la 90.0 50 W12X40 Column Line 6.50ft - 55.90ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 38.2 17.4 6.8 1 0.40 Eq Hl-la 90.0 50 W12X40 Second -North 46.6 2.6 0.1 1 0.24 Eq Hl -la 90.0 50 W12X40 Column Line 6.50ft - 112.41ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 9.5 2.0 3.1 1 0.09 Eq H1 -lb 0.0 50 W12X40 Second -North 10.4 0.0 0.0 1 0.05 Eq H1 -lb 0.0 50 W12X40 Column Line 6.50ft - 122.99ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 12.4 0.0 4.3 10 0.11 Eq Hl-lb 0.0 50 W12X40 Second -North 14.3 0.0 0.0 1 0.07 Eq H1 -lb 0.0 50 W12X40 Column Line 44.7 - JJ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 18.3 0.0 1.0 1 0.11 Eq H1 -lb 0.0 50 W12X40 Second -North 19.2 0.0 0.0 1 0.10 Eq H1 -lb 0.0 50 W12X40 Column Line 20.42ft - 126.33ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 56.4 24.7 3.6 6 0.50 Eq H1 -la 135.0 50 W12X40 ✓ ►2x 6, Second -North 59.1 0.0 0.0 1 0.29 Eq Hl -la 135.0 50 W12X40 Column Line 43.9 - JJ.4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 51.8 13.8 9.7 10 0.52 Eq H1 -la 0.0 50 W12X40 Second -North 54.3 13.8 0.0 1 0.33 Eq H1 -la 0.0 50 W12X40 Column Line 43.9 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 76.6 22.5 6.9 6 0.66 Eq H1 -la 0.0 50 W12X40 Second -North 84.3 0.0 0.0 1 0.42 Eq H1 -la 0.0 50 W12X40 Column Line 43.9 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 60.8 10.8 16.7 6 0.66 Eq H1 -la 90.0 50 W12X40 Lcr Fil Gravity Column Design Summary RAM Steel v8.2 Page 2/7 , RAM DataBase: NorthEnd- Revised 02/10/05 08:00:23 INTERNATONAl Building Code: IBC Steel Code: AISC LRFD Second -North 94.2 0.0 0.0 1 0.47 Eq H1 -la 90.0 50 W12X40 Column Line 25.15ft - 70.25ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 13.4 0.7 1.0 1 0.08 Eq H1 -lb 135.0 50 W12X40 Second -North 19.3 0.7 0.3 1 0.10 Eq H1 -lb 135.0 50 W12X40 Column Line 43.3 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 24.5 9.6 5.4 1 0.21 Eq H1 -lb 90.0 50 W12X40 Second -North 32.6 1.3 1.1 1 0.16 Eq H1 -lb 90.0 50 W12X40 Column Line 43.3 - QQ.4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 59.8 9.0 0.1 1 0.64 Eq H1 -la 90.0 50 W12X53 Second -North 66.0 1.9 0.1 1 0.69 Eq H1 -la 90.0 50 W12X53 Column Line 36.42ft - 55.90ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 59.4 10.4 0.3 1 0.65 Eq Hl -la 90.0 50 W12X53 Second -North 60.5 10.4 0.3 1 0.66 Eq H1 -la 90.0 50 W12X53 Column Line 36.42ft - 81.52ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Second -North 6.1 0.0 0.4 1 0.03 Eq H1 -lb 135.0 50 W12X40 Column Line 36.43ft - 81.53ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 31.8 6.6 0.1 1 0.19 Eq H1 -lb 135.0 50 W12X40 Column Line 51.07ft - 96.17ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 54.3 26.4 2.5 10 0.48 Eq H1 -la 135.0 50 W12X40 Second -North 63.1 0.4 0.4 1 0.32 Eq Hl -la 135.0 50 W12X40 Column Line 41.9 - JJ.4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 73.6 15.6 20.0 10 0.80 Eq H1 -la 90.0 50 W12X40 Second -North 124.9 0.0 0.0 1 0.62 Eq Hl -la 90.0 50 W12X40 Column Line 41.9 - 1111 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 81.1 13.1 20.5 2 0.75 Eq H1 -la 90.0 50 W12X45 c£.rtill Gravity Column Design Summary RAM Steel v8.2 Page 3/7 RAM DataBase: NorthEnd- Revised 02/10/05 08:00:23 M ERNATIONAt Building Code: IBC Steel Code: AISC LRFD Second -North 161.6 5.4 12.4 1 0.89 Eq H1 -la 90.0 50 W12X45 Column Line 41.9 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 66.8 18.1 13.5 1 0.68 Eq H1 -la 90.0 50 W12X40 Second -North 153.6 16.9 9.3 1 0.97 Eq H1 -la 90.0 50 W12X40 Column Line 40.7 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 35.2 10.7 0.2 1 0.27 Eq H1 -la 90.0 50 W12X40 Second -North 43.4 10.7 0.0 1 0.26 Eq Hl -la 90.0 50 W12X40 Column Line 40.7 - QQ.4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 54.0 5.1 0.1 1 0.57 Eq H1 -la 90.0 50 W12X53 Second -North 55.1 5.1 0.1 1 0.58 Eq H1 -la 90.0 50 W12X53 Column Line 67.42ft - 50.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 79.1 11.1 0.0 1 0.85 Eq H1 -la 90.0 50 W12X53 Second -North 80.2 11.1 0.0 1 0.86 Eq H1 -la 90.0 50 W12X53 Column Line 40.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 86.5 5.3 3.9 6 0.61 Eq Hl-la 90.0 50 W12X40 Second -North 94.8 5.3 0.5 1 0.50 Eq Hl -la 90.0 50 W12X40 Column Line 40.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 66.2 33.9 3.5 2 0.60 Eq H1 -la 90.0 50 W12X40 Second -North 88.0 0.0 3.6 1 0.49 Eq Hl -la 90.0 50 W12X40 Column Line 97.42ft - 27.80ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 49.9 2.5 3.2 1 0.36 Eq H1 -la 90.0 50 W12X40 Column Line 39.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Second -North 123.1 20.8 17.3 1 0.95 Eq H1 -la 90.0 50 W12X40 Column Line 39.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 41.2 7.0 27.1 3 0.60 Eq Hl-la 90.0 50 W12X45 Gc F1 ZU Gravity Column Design Summary /0 RAM Steel v8.2 Page 4/7 RAM DataBase: NorthEnd- Revised 02/10/05 08:00:23 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Second -North 142.9 5.1 25.8 1 0.97 Eq H1 -la 90.0 50 W12X45 Column Line 39.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 83.8 21.2 2.6 10 0.64 Eq H1 -la 90.0 50 W12X40 Second -North Frame Column Line 39.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 85.0 9.4 12.1 5 0.75 Eq H1 -la 90.0 50 W12X40 Second -North Frame Column Line 39.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 39.4 16.6 3.3 4 0.32 Eq Hl -la 90.0 50 W12X45 Second -North 186.8 0.5 7.9 10 0.92 Eq H1 -1a 90.0 50 W12X45 Column Line 39.7 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 43.5 28.5 5.2 4 0.41 Eq H1 -la 90.0 50 W12X45 Second -North 170.5 24.0 5.1 10 0.90 Eq H1 -la 90.0 50 W12X45 Column Line 38.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 33.9 14.9 1.9 2 0.30 Eq H1 -la 90.0 50 W12X40 Second -North 164.7 0.0 5.3 6 0.89 Eq H1 -la 90.0 50 W12X40 Column Line 38.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 40.4 19.5 5.2 4 0.36 Eq H1 -la 90.0 50 W12X45 Second -North 183.9 4.3 11.6 10 0.97 Eq H1 -la 90.0 50 W12X45 Column Line 38.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 100.3 14.6 14.0 3 0.89 Eq H1 -la 90.0 50 W12X40 Second -North Frame Column Line 38.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 94.6 18.9 11.0 1 0.82 Eq H1 -la 90.0 50 W12X40 Second -North Frame L(F / 2 I Fi1 Gravity Column Design Summary RAM Steel v8.2 Page 5/7 RAM DataBase: NorthEnd- Revised 02/10/05 08:00:23 INTERN Building Code: IBC Steel Code: AISC LRFD Column Line 38.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 35.1 14.6 1.9 2 0.30 Eq H1 -la 90.0 50 W12X40 Second -North 166.5 0.5 5.3 10 0.91 Eq H1 -la 90.0 50 W12X40 Column Line 37.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 100.3 14.6 15.9 1 0.90 Eq H1 -la 90.0 50 W12X40 Second -North Frame Column Line 37.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 94.6 18.9 11.7 1 0.83 Eq H1 -la 90.0 50 W12X40 Second -North Frame Column Line 36.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 34.6 15.0 3.0 2 0.32 Eq Hl -la 90.0 50 W12X40 Second -North 165.5 2.1 7.7 6 0.94 Eq H1 -la 90.0 50 W12X40 Column Line 36.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 40.4 19.5 1.8 2 0.31 Eq H1 -la 90.0 50 W12X45 Second -North 183.9 7.0 4.8 6 0.90 Eq H1 -la 90.0 50 W12X45 Column Line 36.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 100.3 14.6 16.7 1 0.91 Eq H1 -la 90.0 50 W12X40 Second -North Frame Column Line 36.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 90.9 18.9 3.4 10 0.71 Eq H1 -la 90.0 50 W12X40 Second -North 156.8 21.4 3.9 6 0.92 Eq H1 -la 90.0 50 W12X40 Column Line 36.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 35.1 14.6 1.9 2 0.30 Eq H1 -la 90.0 50 W12X40 Second -North 166.5 0.5 5.3 6 0.91 Eq H1 -la 90.0 50 W12X40 Column Line 35.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 23.4 18.5 11.0 5 0.30 Eq H1 -lb 90.0 50 W12X45 LcF) 2Z Gravity Column Design Summary RAM Steel v8.2 Page 6/7 RAM DataBase: NorthEnd- Revised 02/10/05 08:00:23 PfrERNATIONAL Building Code: IBC Steel Code: AISC LRFD Second -North 179.7 4.5 4.9 1 0.87 Eq H1 -la 90.0 50 W12X45 Column Line 35.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 40.4 19.5 1.8 2 0.31 Eq H1 -la 90.0 50 W12X45 Second -North 183.9 7.0 4.8 6 0.90 Eq H1 -la 90.0 50 W12X45 Column Line 35.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 114.6 25.5 16.5 1 0.92 Eq H1 -la 90.0 50 W12X45 Second -North Frame Column Line 35.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 105.1 29.5 3.2 7 0.83 Eq H1 -la 90.0 50 W12X40 Second -North 169.1 21.4 4.4 6 0.99 Eq H1 -la 90.0 50 W12X40 Column Line 35.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size cl Roof -North 35.1 14.6 1.9 2 0.30 Eq Hl -la 90.0 50 W12X40 Second -North 166.5 0.5 5.3 6 0.91 Eq H1 -la 90.0 50 W12X40 Column Line 34.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 96.0 19.2 3.0 6 0.64 Eq H1 -la 90.0 50 W12X45 Second -North 174.2 28.6 3.3 10 0.91 Eq H1 -la 90.0 50 W12X45 Column Line 34.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 90.1 18.8 3.3 7 0.70 Eq H1 -la 90.0 50 W12X40 Second -North Frame Column Line 34.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 36.4 16.8 6.2 4 0.38 Eq Hl -la 90.0 50 W12X40 Second -North Frame Column Line 34.7 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 70.2 27.6 4.7 4 0.48 Eq H1 -la 90.0 50 W12X50 Second -North 190.9 24.8 5.4 10 0.89 Eq H1 -la 90.0 50 W12X50 CCF1.2) Gravity Column Design Summary RAM Steel v8.2 Page 7/7 RAM DataBase: NorthEnd- Revised 02/10/05 08:00:23 INflERNATIONAL Building Code: IBC Steel Code: AISC LRFD Column Line 33.6 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 19.8 13.5 6.6 1 0.23 Eq H1 -lb 90.0 50 W12X40 Second -North 78.5 13.0 6.5 1 0.54 Eq H1 -la 90.0 50 W12X40 Column Line 33.6 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 33.0 2.7 5.3 4 0.29 Eq H1 -la 90.0 50 W12X40 Second -North 112.6 0.0 8.3 1 0.68 Eq H1 -la 90.0 50 W12X40 Column Line 33.6 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 36.0 5.4 5.0 5 0.31 Eq H1 -la 90.0 50 W12X40 Second -North 121.5 4.0 8.2 1 0.74 Eq H1 -la 90.0 50 W12X40 Column Line 33.6 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 48.3 10.2 5.6 1 0.42 Eq H1 -la 90.0 50 W12X40 Second -North 99.4 17.0 5.8 1 0.65 Eq H1 -la 90.0 50 W12X40 Column Line 33.6 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 45.3 7.6 5.7 1 0.40 Eq H1 -la 90.0 50 W12X40 Second -North 89.7 13.0 6.6 1 0.60 Eq H1 -la 90.0 50 W12X40 Column Line 33.6 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 34.0 3.1 5.3 4 0.30 Eq H1 -la 90.0 50 W12X40 Second -North 115.9 0.4 8.6 1 0.70 Eq Hl -la 90.0 50 W12X40 Column Line 33.6 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 54.3 8.7 9.1 1 0.50 Eq Hl -la 90.0 50 W12X40 Second -North 135.0 9.2 11.3 1 0.87 Eq Hl -la 90.0 50 W12X40 1 (L-F/ , Di Gravity Column Design Summary Fil RAM Steel v8.2 RAM DataBase: NorthEnd- Revised 02/10/05 07:58:01 ItZERNATK)NAL Building Code: IBC Steel Code: AISC LRFD Column Line 6.50ft - 14.90ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 35.0 19.7 4.7 1 0.34 Eq H1 -la 90.0 50 W14X43 1„./17K-2 „ Second -North 44.6 2.1 1.0 1 0.24 Eq H1 -la 90.0 50 W14X43 Column Line 6.50ft - 55.90ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 38.3 19.3 6.8 1 0.39 Eq H1 -la 90.0 50 W14X43? Vey .2, .Z Second -North 46.7 2.9 0.1 1 0.24 Eq H1 -la 90.0 50 W14X432 Column Line 6.50ft - 112.41ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 9.6 2.2 3.1 1 0.09 Eq H1 -lb 0.0 50 W14X43 a/Li 3 ( T2, Second -North 10.5 0.0 0.0 1 0.05 Eq H1 -lb 0.0 50 W14X43 Column Line 6.50ft - 122.99ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 12.5 0.0 4.3 10 0.10 Eq H1 -lb 0.0 50 W14X433 Wiyx U. Second -North 14.5 0.0 0.0 1 0.07 Eq H1 -lb 0.0 50 W14X43 Column Line 44.7 - JJ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 18.4 0.0 1.0 1 0.11EgHl-lb 0.0 50 W14X43,,/ /yxgZ Second -North 19.3 0.0 0.0 1 0.09 Eq H1 -lb 0.0 50 W14X439 Column Line 20.42ft - 126.33ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 56.5 27.3 3.6 6 0.48 Eq Hl -la 135.0 50 W14X43 Second -North 59.2 0.0 0.0 1 0.29 Eq Hl -la 135.0 50 W14X43 Column Line 43.9 - JJ.4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 51.9 15.3 9.7 10 0.51 Eq H1 -la 0.0 50 W14X43 Second -North 54.4 15.3 0.0 1 0.32 Eq H1 -la 0.0 50 W14X43 Column Line 43.9 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 76.7 24.9 6.9 6 0.64 Eq H1 -la 0.0 50 W14X43 Second -North 84.4 0.0 0.0 1 0.41 Eq H1 -la 0.0 50 W14X43 Column Line 43.9 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 60.8 11.9 16.7 6 0.64 Eq H1 -la 90.0 50 W14X43 c�F 1, z5 I Gravity Column Design Summary RAM Steel v8.2 Page 2/7 RAM DataBase: NorthEnd - Revised 02/10/05 07:58:01 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Second -North 94.4 0.0 0.0 1 0.46 Eq Hl -la 90.0 50 W14X43 Column Line 25.15ft - 70.25ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 13.5 0.8 1.0 1 0.08 Eq H1 -lb 135.0 50 W14X43 Second -North 19.4 0.8 0.3 1 0.09 Eq H1 -lb 135.0 50 W14X43 Column Line 43.3 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 24.5 10.6 5.4 1 0.20 Eq Hl -lb 90.0 50 W14X43 Second -North 32.8 1.5 1.1 1 0.16 Eq H1 -lb 90.0 50 W14X43 Column Line 43.3 - QQ.4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 60.0 9.9 0.1 1 0.57 Eq Hl -la 90.0 50 W14X61 Second -North 66.3 2.1 0.1 1 0.62 Eq H1 -la 90.0 50 W14X61 Column Line 36.42ft - 55.90ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 59.6 11.5 0.3 1 0.58 Eq HI -la 90.0 50 W14X61 Second -North 60.9 11.5 0.3 1 0.59 Eq H1 -la 90.0 50 W14X61 Column Line 36.42ft - 81.52ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Second -North 6.2 0.0 0.4 1 0.03 Eq H1 -lb 135.0 50 W14X43 Column Line 36.43ft - 81.53ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 31.9 7.3 0.1 1 0.19 Eq H1 -lb 135.0 50 W14X43 Column Line 51.07ft - 96.17ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 54.4 29.2 2.5 10 0.46 Eq H1 -la 135.0 50 W14X43 Second -North 63.2 0.4 0.4 1 0.31 Eq H1 -la 135.0 50 W14X43 Column Line 41.9 - JJ.4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 73.7 17.3 20.0 10 0.78 Eq H1 -la 90.0 50 W14X43 Second -North 125.1 0.0 0.0 1 0.61 Eq H1 -la 90.0 50 W14X43 Column Line 41.9 - 1111 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 81.1 14.4 21.5 2 0.84 Eq H1 -la 90.0 50 W14X43 ccF I, Zt Gravity Column Design Summary i RAM Steel v8.2 Page 3/7 RAM DataBase: NorthEnd- Revised 02/10/05 07:58:01 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Second -North 161.5 5.9 14.0 1 1.00 Eq Hl-la 90.0 50 W14X43 Column Line 41.9 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 66.9 20.0 13.4 1 0.65 Eq Hl -la 90.0 50 W14X43 Second -North 153.8 18.8 9.0 1 0.93 Eq H1 -la 90.0 50 W14X43 Column Line 40.7 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 35.3 11.8 0.2 1 0.26 Eq Hl-la 90.0 50 W14X43 Second -North 43.6 11.8 0.0 1 0.25 Eq H1 -la 90.0 50 W14X43 Column Line 40.7 - QQ.4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 54.1 5.6 0.1 1 0.51 Eq H1 -la 90.0 50 W14X61 Second -North 55.5 5.6 0.1 1 0.52 Eq H1 -la 90.0 50 W14X61 Column Line 67.42ft - 50.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 79.3 12.2 0.0 1 0.76 Eq Hl -la 90.0 50 W14X61 Second -North 80.6 12.2 0.0 1 0.77 Eq Hl -la 90.0 50 W14X61 Column Line 40.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 86.6 5.8 3.9 6 0.60 Eq H1 -la 90.0 50 W14X43 Second -North 94.9 5.8 0.5 1 0.49 Eq H1 -la 90.0 50 W14X43 Column Line 40.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 66.3 37.5 3.5 2 0.57 Eq H1 -la 90.0 50 W14X43 Second -North 88.1 0.0 3.6 1 0.48 Eq Hl -la 90.0 50 W14X43 Column Line 97.42ft - 27.80ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 50.0 2.8 3.2 1 0.35 Eq H1 -la 90.0 50 W14X43 Column Line 39.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Second -North 123.2 23.0 17.0 1 0.91 Eq H1 -la 90.0 50 W14X43 Column Line 39.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 41.3 7.7 27.1 3 0.58 Eq Hl -la 90.0 50 W14X48 ccF r.z7 FO Gravity Column Design Summary RAM Steel v8.2 Page 4/7 RAM DataBase: NorthEnd- Revised 02/10/05 07:58:01 UJTENATKINAL Building Code: IBC Steel Code: AISC LRFD Second -North 143.0 5.6 25.1 1 0.94 Eq Hl -la 90.0 50 W14X48 Column Line 39.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 83.9 23.4 2.5 10 0.62 Eq HI -la 90.0 50 W14X43 Second -North Frame Column Line 39.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 85.0 10.4 12.1 5 0.73 Eq HI -la 90.0 50 W14X43 Second -North Frame Column Line 39.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 39.5 18.3 3.3 5 0.30 Eq H1 -la 90.0 50 W14X48 Second -North 187.0 0.6 7.5 10 0.89 Eq H1 -la 90.0 50 W14X48 Column Line 39.7 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 43.5 31.1 5.1 4 0.44 Eq Hl-la 90.0 50 W14X43 Second -North 170.4 26.2 5.9 10 1.00 Eq H1 -la 90.0 50 W14X43 Column Line 38.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 34.0 16.5 1.9 2 0.29 Eq H1 -la 90.0 50 W14X43 Second -North 164.9 0.0 5.1 6 0.87 Eq H1 -la 90.0 50 W14X43 Column Line 38.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 40.5 21.4 5.2 4 0.34 Eq H1-la 90.0 50 W14X48 Second -North 184.1 4.7 11.2 10 0.94 Eq Hl -la 90.0 50 W14X48 Column Line 38.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 100.4 16.1 13.7 3 0.87 Eq Hl -la 90.0 50 W14X43 Second -North Frame Column Line 38.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 94.6 20.9 10.8 1 0.79 Eq H1 -la 90.0 50 W14X43 Second -North Frame (LF /, z-C ri1 Gravity Column Design Summary RAM Steel v8.2 Page 5/7 RAM DataBase: NorthEnd- Revised 02/10/05 07:58:01 INTERNATKII Al Building Code: IBC Steel Code: AISC LRFD Column Line 38.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 35.1 16.1 1.9 2 0.30 Eq H1 -la 90.0 50 W14X43 Second -North 166.7 0.5 5.1 6 0.88 Eq H1 -la 90.0 50 W14X43 Column Line 37.7 - MM Level Pu ' Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 100.4 16.1 15.6 1 0.87 Eq Hl-la 90.0 50 W14X43 Second -North Frame Column Line 37.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 94.6 20.9 11.5 1 0.80 Eq Hl-la 90.0 50 W14X43 Second -North Frame Column Line 36.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 34.6 16.6 3.0 2 0.31 Eq H1 -la 90.0 50 W14X43 Second -North 165.6 2.3 7.4 6 0.91 Eq H1 -la 90.0 50 W14X43 Column Line 36.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 40.4 21.3 1.8 2 0.34 Eq H1 -la 90.0 50 W14X43 Second -North 183.8 7.7 5.7 6 1.00 Eq H1 -la 90.0 50 W14X43 Column Line 36.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 100.4 16.1 16.3 1 0.88 Eq H1 -la 90.0 50 W14X43 Second -North Frame Column Line 36.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 91.0 20.9 3.3 10 0.69 Eq Hl-la 90.0 50 W14X43 Second -North 156.9 23.7 3.8 6 0.89 Eq H1 -la 90.0 50 W14X43 Column Line 36.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 35.1 16.1 1.9 2 0.30 Eq H1 -la 90.0 50 W14X43 Second -North 166.7 0.5 5.1 6 0.88 Eq H1 -la 90.0 50 W14X43 Column Line 35.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 23.3 20.3 11.0 5 0.34 Eq Hl-lb 90.0 50 W14X43 CGF • Z `I Gravity Column Design Summary RAM Steel v8.2 Page 6/7 RAM DataBase: NorthEnd- Revised 02/10/05 07:58:01 IMERNA11CDNAL Building Code: IBC Steel Code: AISC LRFD Second -North 167.2 5.0 10.5 10 0.97 Eq Hl -la 90.0 50 W14X43 Column Line 35.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 40.4 21.3 1.8 2 0.34 Eq H1 -la 90.0 50 W14X43 Second -North 183.8 7.7 5.7 6 1.00 Eq H1 -la 90.0 50 W14X43 Column Line 35.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 114.7 28.0 16.1 1 0.89 Eq H1 -la 90.0 50 W14X48 Second -North Frame Column Line 35.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 105.2 32.7 3.1 7 0.81 Eq H1 -la 90.0 50 W14X43 Second -North 169.2 23.7 4.2 6 0.96 Eq H1 -la 90.0 50 W14X43 Column Line 35.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 35.1 16.1 1.9 2 0.30 Eq HI -la 90.0 50 W14X43 Second -North 166.7 0.5 5.1 6 0.88 Eq H1 -la 90.0 50 W14X43 Column Line 34.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 96.1 21.1 2.9 6 0.62 Eq H1 -la 90.0 50 W14X48 Second -North 174.4 31.5 3.2 10 0.88 Eq Hl -la 90.0 50 W14X48 Column Line 34.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 90.2 20.8 3.2 7 0.68 Eq H1 -la 90.0 50 W14X43 Second -North Frame Column Line 34.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 36.5 18.6 6.2 4 0.37 Eq H1 -la 90.0 50 W14X43 Second -North Frame Column Line 34.7 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 70.1 30.2 4.8 4 0.52 Eq H1 -la 90.0 50 W14X48 Second -North 190.8 27.1 6.1 10 0.97 Eq H1 -la 90.0 50 W14X48 6cfl .3a Gravity Column Design Summary Yi RAM Steel v8.2 Page 7/7 RAM DataBase: NorthEnd- Revised 02/10/05 07:58:01 IIJ�ERNATIONAL Building Code: IBC Steel Code: AISC LRFD Column Line 33.6 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 19.9 14.9 6.5 1 0.22 Eq H1 -lb 90.0 50 W14X43 Second -North 78.7 14.4 6.5 1 0.52 Eq H1 -la 90.0 50 W14X43 Column Line 33.6 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 20.6 9.5 9.4 4 0.25 Eq Hl -lb 90.0 50 W14X43 Second -North 112.7 0.0 8.2 1 0.66 Eq H1 -la 90.0 50 W14X43 Column Line 33.6 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 36.1 5.9 5.0 5 0.30 Eq Hl-la 90.0 50 W14X43 Second -North 121.7 4.5 8.0 1 0.72 Eq H1 -la 90.0 50 W14X43 Column Line 33.6 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 48.4 11.3 5.5 1 0.41 Eq Hl -la 90.0 50 W14X43 Second -North 99.5 18.8 5.8 1 0.63 Eq Hl -la 90.0 50 W14X43 Column Line 33.6 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 45.4 8.4 5.7 1 0.39 Eq H1 -la 90.0 50 W14X43 Second -North 89.8 14.4 6.6 1 0.58 Eq H1 -la 90.0 50 W14X43 Column Line 33.6 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 34.1 3.4 5.3 4 0.29 Eq H1 -la 90.0 50 W14X43 Second -North 116.1 0.5 8.4 1 0.68 Eq H1 -la 90.0 50 W14X43 Column Line 33.6 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 54.3 9.7 9.0 1 0.48 Eq H1 -la 90.0 50 W14X43 Second -North 135.1 10.1 11.1 1 0.84 Eq H1 -la 90.0 50 W14X43 CCF I '.3 Gravity Column Design RAM Steel v8.2 RAIN DataBase: NorthEnd - Revised 02/24/05 10:14:42 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Story level Second - North, Column Line 39.7 - PP ( /tcdd' McGa'/ lam( Fy (ksi) = 50.00 Column Size = W 12X50 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 18.00 18.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 8.60 6.54 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 68.49 34.10 19.66 Moments Top Mx (kip -ft) -2.65 -2.18 0.00 My (kip -ft) 9.06 7.48 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kips) = 146.58 0.85 *Pn (kips) = 256.18 Mux (kip -ft) = 6.67 0.90 *Mnx (kip -ft) = 269.63 Muy (kip -ft) = 23.81 0.90 *Mny (kip -ft) = 78.19 Cbx = 1.75 Cmx = 0.60 Cmy = 0.60 Pex (kips) = 2398.65 Pey (kips) = 345.38 B1x = 1.00 Bly = 1.04 INTERACTION EQUATION Pu /0.85 *Pn = 0.57 Eq Hl -la: 0.572 + 8/9 *(0.025 + 0.304) = 0.865 Gravity Column Design «r 37_ RAM Steel v8.2 RAM DataBase: NorthEnd- Revised 02/24/05 10:14:42 INTERNATIONAL Building Code: IBC Steel Code: AISC LRN'I) Story level Second - North, Column Line 67.42ft - 50.00ft Fy (ksi) = 50.00 Column Size = W12X53 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 38.00 38.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 8.55 7.49 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 29.09 0.00 28.32 Moments Top Mx (kip -ft) 3.91 0.00 3.97 My (kip -ft) 0.00 0.00 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kips) = 80.21 0.85 *Pn (kips) = 98.30 Mux (kip -ft) = 11.05 0.90 *Mnx (kip -ft) = 216.82 Muy (kip -ft) = 0.00 0.90 *Mny (kip -ft) = 108.00 Cbx = 1.70 Cmx = 0.60 Cmy = 0.60 Pex (kips) = 585.00 Pey (kips) = 131.87 B1x = 1.00 Bly = 1.53 INTERACTION EQUATION Pu /0.85 *Pn = 0.82 Eq H1 -la: 0.816 + 8/9 *(0.051 + 0.000) = 0.861 cLFl•33 l Calculations ® DLR Group j Date Vi Cp / 2 Subject to , i m , – C___4.-0-5 ��L_Q_ Computed T 0..„ l Checked T) V h Vl Project Name \A) ./k Project Number 7 tL _ d (O _0 C 7 Page (of pages) 1 G CZ1 1� G � 1� X� - - • . 2 - - - ' -- -- "2 -- Z • , 2 ' c - ) ® , _\-- z._,..,, (.....-) ' 0 , ® „.,-_, y_-\.) I c o , , " . .__ . 0 0 0 0r H o - o 1 ,. . . 1 2 ' 2 �� - 30' - z Zv 22 27i 1 • : . , , , . , , ! . , . . . , _ _ ._ _ , . , , , . c-.).1-z c xc . . i .c,__I_D__ 'M.:V1' _. , -___D) ® 0 0 ...-...:) ci. _ . _e_, _ . _. _ , 1:. . , o a- - o- o 0 0 - - o i r s s o- .V /// . -: i 1 �„ t �� / 4 ,I, --..-›. -- ,cv 21' - 22' • - 20 20 30 -- us; 21 � f 1 Cc-Fl )H Calculations DLRGroup Date '1l / l�v Z Subject W ` k v‘ 4 q 1/, Computed c v J Checked .y N V h h Project Name S Project Number - 74 _pajto ^c)O Page of pages) . v -d J ,,. k ?izQcL 85 wTi Se vice- 1 w 9I 1 OO • c� - /� _ - • P nLk • 1 �? . � -. _ - ►g ,1 X c�. _ o6 uv! I • V\l t -\ one.- 5 -V-rom A 7 -0 2 C F i, - v�r;e.. o 3 g �n� I'I , -I _ - 43, 5 I . ' - oo -F h 2i In - 35 , )- prI tk - 6.45)(1 0 0)(! 5, , 5) 2 F 1 /4 OAA G H 11 i v\ d C_c {- }t 55 (2 N I Q VL} K Via 1 vka, VJ ! c0 h 7 Cvvt i v‘ r r CO r\ S 5,., IX. pcsi L ®U ! 3 ' - y - 1y `j (7A > Co D -r-t-') - - - - P„,,-F - (i1g )0.0 = z5 ) 95 c ( W arj- ( 4.,� (ik z 13,51c C- (cF 1t35 Title : Job # Dsgnr: Date: 8:50AM, 17 NOV 04 Description : Scope: Rev 580000 User KW -0603512,Ver580, 1- Dec -2003 Steel Beam Design Page 1 (c)1983-2003 ENERCALC Engineering Software Area B Cats ecw•Cheesecake Changes Description Wind Girt A General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : HSS12X1OX1 /2 Fy 46.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 30 00 ft Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 30.00 ft Distributed Loads Note' Short Term Loads Are WIND Loads. &' ^ kz.i �!. '..lr v'e '3�'4.. , v:.kat`1 1. ^` -. : 'n '.u 3? dt kWwlh','. ^•?y .:ow h_..= i= Vin'. ` k,s ,,..,, <.., �.:.«wxa lt'.'.e* 33k.^? .. er *a':�; '. /w'. .ice" =' #1 #2 #3 #4 #5 #6 #7 DL k/ft LL k/ft ST 0.450 k/ft Start Location ft End Location ft Summary 1 Beam OK Short Term Load Case Governs Stress Using: HSS12X10X1 /2 section, Span = 30.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 30.00ft, LDF = 1.000 Actual Allowable Moment 50.625 k -ft 151.570 k -ft Max. Deflection -0.716 in fb : Bending Stress 9.219 ksi 27.600 ksi Length /DL Defl 0.0 : 1 fb /Fb 0.334:1 Length /(DL +LL Defl) 502.8 : 1 Shear 6.750 k 102.672 k fv : Shear Stress 0.605 ksi 18.400 ksi fv / Fv 0.033: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 50.62 k -ft 50.62 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 6.75 k 6.75 k Shear @ Right 6.75 k 6.75 k Center Defl. -0.716 in 0.000 0.000 -0.716 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0 000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0 000 ft 0.000 0.000 0.000 0.000 0 000 in Reaction @ Left 6.75 6.75 k Reaction @ Rt 6.75 6.75 k Fa caic'd per Eq. E2 -2, K *L/r > Cc Section Properties HSS12X10X1/2 ! Depth 12 000 in Weight 64.54 #/ft Web Thick 0.465 in lxx 395.000 in4 Width 10.000 in lyy 298.000 in4 Flange Thick 0.465 in Sxx 65.900 in3 Area 19.001n2 Syy 59.700 in3 Rt 5.000 in R -xx 4.560 in Values for LRFD Design.... R -yy 3.960 in J 545.000 in4 Zx 78.800 in3 Cw 102.00 in6 Zy 69.600 in3 CL F/' 3 L Title : Job # Dsgnr: Date: 8:50AM, 17 NOV 04 Description : Scope: Rev 580000 Page 1 User: KW -0603512,Ver580, 1- Dec -2003 Steel Beam Design (c)1983-2003 ENERCALC Engfneering Software Area B Calcs.ecw Changes Description Wind Girt B General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : HSS12X10X1/4 Fy 46.00 ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 22.00 ft Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 22 00 ft Distributed Loads Notei Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL k/ft LL k/ft ST 0.450 k/ft Start Location ft End Location ft Summary I Beam OK Short Term Load Case Governs Stress Using HSS12X10X1 /4 section, Span = 22.00ft, Fy = 46 Oksi End Fixity = Pinned - Pinned, Lu = 22.00ft, LDF = 1.000 Actual Allowable Moment 27.225 k -ft 82.800 k -ft Max. Deflection -0.379 in fb : Bending Stress 9.075 ksi 27.600 ksi Length /DL Defl 0.0 : 1 fb / Fb 0.329: 1 Length /(DL +LL Defl) 697.2 : 1 Shear 4 950 k 51.446 k fv : Shear Stress 0.885 ksi 18.400 ksi fv / Fv 0.048: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 27 22 k -ft 27.22 k -ft Max. M - k -ft Max. M @ Left k -ft Max M @ Right k-ft Shear @ Left 4.95 k 4.95 k Shear @ Right 4 95 k 4.95 k Center Defl. -0.379 in 0.000 0.000 -0.379 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0 000 0.000 0.000 in ...Query Defl @ 0 000 ft 0.000 0.000 0.000 0.000 0 000 in Reaction @ Left 4.95 4.95 k Reaction @ Rt 4.95 4.95 k Fa calc'd per Eq. E2 -2, K *Ur > Cc Appdx B, Tube, In -Plane Slenderness Recalculated LXFI, 37 Title : Job # Dsgnr: Date: 8:50AM, 17 NOV 04 Description : Scope : Rev 580000 Page 2 User KW -0603512, Ver580, 1- Dec -2003 Steel Beam Design (c)1983 -2003 ENERCALC Engineering Software Area B Coics.ecw'Cheesecake Changes Description Wind Girt B Section Properties HSS12X10X1/4 Depth 12.000 in Weight 33.63 # /ft Web Thick 0.233 in lxx 216.000 in4 Width 10.000 in lyy 164.000 in4 Flange Thick 0.233 in Sxx 36.000 in3 Area 9.90 in2 Syy 32.700 in3 Rt 5.000 in R -xx 4.670 in Values for LRFD Design.... R -yy 4 070 in J 289.000 in4 Zx 42.100 in3 Cw 53.50 in6 Zy 37.200 in3 Title : Job # Dsgnr: Date: 8:50AM, 17 NOV 04 Description : Scope : Rev 580000 Page 1 User KW -0603512, Ver580, 1- Dec -2003 Steel Beam Design _ (c)1983 -2003 ENERCALC Engineering Software Area B Calcs ecw.Cheesecake Changes Description Wind Girt C General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W16X67 Fy 46.00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 20.00 ft Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 20 00 ft Minor Axis Bending ! Distributed Loads Note! Short Term Loads Are WIND Loads � #1 #2 #3 #4 #5 #6 #7 DL k/ft LL k/ft ST 0 450 k/ft Start Location ft End Location ft Summary Beam OK S hort Term Load Case Governs Stress Using: W16X67 section, Span = 20.00ft, Fy = 46 Oksi End Fixity = Pinned - Pinned, Lu = 20.00ft, LDF = 1 000 Actual Allowable Moment 22.500 k -ft 66.700 k -ft Max. Deflection -0.469 in fb : Bending Stress 11.638 ksi 34.500 ksi Length /DL Defl 0.0 : 1 fb / Fb 0.337 : 1 Length /(DL +LL Defl) 511.3 : 1 Shear 4.500 k 250.471 k fv : Shear Stress 0.331 ksi 18 400 ksi fv / Fv 0.018: 1 Force & Stress Summary Y (yA E.,51ac Y&: .r l'a " ^."� ---- " tls& kYffiw -' „*T, - --4', xk5�k;t, ---a - --• --- A &'- . -[ESk� --h?"^i':Yew-; F .. -: -Zwa& Aa,,., = F,a,c<,2::, A`FY r,u, 'a"� e'+: •; 2o'P�.± . « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 22.50 k -ft 22.50 k -ft Max. M - k-ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 4.50 k 4.50 k Shear @ Right 4.50 k 4.50 k Center Defl. -0 469 in 0 000 0.000 -0.469 0.000 0.000 in Left Cant Defl 0.000 in 0 000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 4.50 4.50 k Reaction @ Rt 4.50 4.50 k Fa calc'd per Eq. E2 -2, K`L/r > Cc I Beam, Minor Axis, Passes Table B5 1, Fb = 0 75 Fy per Eq F2 - 1 CCFI, Title : Job # Dsgnr: Date: 8:50AM, 17 NOV 04 Description : Scope : Rev 580000 User KW -0603512, Ver58.0, 1- Dec -2003 Steel Beam Design Page 2 (c)1983 -2003 ENERCALC Engineering Software Area 8 Calcs ecw.Cheesecake Changes a Description Wind Girt C Section Properties W16X67 Depth 16.330 in Weight 66.91 #/ft Web Thick 0.395 in lxx 954.000 in4 Width 10.235 in Iyy 119.000 in4 Flange Thick 0.665 in Sxx 119.000 in3 Area 19 70 in2 Syy 23.200 in3 Rt 2.750 in R -xx 6.970 in Values for LRFD Design.... R -yy 2.440 in J 2.390 in4 Zx 132.000 in3 Cw 7,300.00 in6 Zy 35.600 in3 K 1.370 in CC /"Y Title : Job # Dsgnr: Date: 9:10AM, 17 NOV 04 Description : Scope: Rev. 580000 User: KW -0603512,Ver580 1 DeC2003 Steel Column Page 1 (c)1983-2003 ENERCALC Engineering Software Area B Colas ecw Cheesecake Changes Description Wind Column 1 (Check Moment Frame Col for Minor Axis Bending) 5 /c5 General Information Code Ref. AISC 9th ASD, 1997 UBC, 2003 IBC 2003 NFPA 5000 `z *1r: ;x. �E aruu,n+-.�aceFa- ) r.:' *e *r,a r, ..w -_ x*•eass.» a *a �5*0555*, ,.%x... .,a.. , ss 5 s1ua.,.e oa.., ,.. 'a >1'*.::.1135." :yew;. SsOr r. '5< :•41,5*1.3 .. 113/5e .,z. Steel Section W14X233 Fy , 6.01 , X -X Sidesway : Sway Allowed Duration Factor 1 000 Y -Y Sidesway : Sway Allowed Column Height 36.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 18 000 ft Kxx 1.000 Live & Short Term Loads Not Combined Y -Y Unbraced 18.000 ft Kyy 1.000 Loads Axial Load... Dead Load 93.00 k Ecc. for X -X Axis Moments 3.000 in Live Load 36.00 k Ecc. for Y -Y Axis Moments 6.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) k ft Along X -X (y moments) 6.800 k 18.000 ft Summary Column Design OK Section : W14X233, Height = 36 00ft, Axial Loads: DL = 93 00, LL = 36.00, ST = 0.00k, Ecc. = 3.000in Unbraced Lengths: X -X = 18.00ft, Y -Y = 18.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.1993 0.0772 0.2765 0.2769 XX Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc XX Axis : I Beam, Major Axis, UrT < (102,000 * Cb ( Fy) ^.5, Fb = 0.6 Fy (F3) XX Axis : I Beam, Major Axis, Fb per Eq. F1 -8, Fb = 12,000 Cb Af ((I * d) YY Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc YY Axis : I Beam, Minor Axis, Passes Table B5.1, Fb = 0.75 Fy per Eq. F2 -1 Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 22.32 ksi 22.32 ksi 22.32 ksi 22.32 ksi fa : Actual 1.36 ksi 0.53 ksi 1 88 ksi 1.36 ksi Fb:xx : Allow [F1 -6] 27 60 ksi 27.60 ksi 27.60 ksi 27.60 ksi Fb:xx . Allow [F1 -7] & [F1 -8] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.74 ksi 0.29 ksi 1 03 ksi 0.74 ksi Fb:yy Allow [F1 -6] 34.50 ksi 34.50 ksi 34.50 ksi 34.50 ksi Fb:yy . Allow [F1 -7] & [F1 -8] 34 50 ksi 34.50 ksi 34.50 ksi 34.50 ksi fb : yy Actual 3.85 ksi 1.49 ksi 5 34 ksi 6.99 ksi Analysis Values m 't 0,5545 °iNe :;1 55$*55'S�` A5`.i331 `. 1 a ... i' &4 ku 'sM'S£ .3* t 13.4SV1 0S•2.ti g 11,rr `. ':.S5*: 10rI*0 %:"F�F 0•A..S,:. ffie`4 ., . Via` .O.k� „55 _.1.. ,,....`0' F'ex : DL +LL 140,643 psi Cm:x DL +LL 0.85 Cb:x DL +LL 1.75 F'ey : DL +LL 53,734 psi Cm:y DL +LL 0.85 Cb:y DL +LL 1.75 F'ex : DL +LL +ST 140,643 psi Cm:x DL +LL +ST 0.85 Cb:x DL +LL +ST 1.75 F'ey : DL +LL +ST 53,734 psi Cm:y DL +LL+ST 0.85 Cb y DL +LL +ST 1.00 I Max X -X Axis Deflection -0.053 in at 20.880 ft Max Y -Y Axis Deflection -0.539 in at 18.720 ft a-FlitII Title : Job # Dsgnr: Date: 9 17 NOV 04 Description : Scope : Rev 580000 Page 2 User KW -0603512, Ver 5 8.0, 1- Dec -2003 Steel Column (c)1983 -2003 ENERCALC Engineering Software Area B Calm ecwCheesecake Changes N., Description Wind Column 1 (Check Moment Frame Col for Minor Axis Bending) Section Properties W14X233 Depth 16.040 in Weight 232.67 #/ft Values for LRFD Design.... Web Thick 1.070 in lxx 3,010.000 in4 J 59.500 in4 Width 15.890 in lyy 1,150.000 in4 Cw 59,000.00 in6 Flange Thick 1.720 in Sxx 375.000 in3 Zx 436.000 in3 Area 68.50 in2 Syy 145.000 in3 Zy 221.000 in3 Rt 4.400 in Rxx 6 630 in K 2.320 in Ryy 4.100 in Section Type = W a Z Title : Job # Dsgnr: Date: 12:24PM, 24 FEB 05 Description : Scope : Rev 580000 User KW -0603512, Ver580, 1- Dec -2003 Steel Column Page 1 . (c)1983 -2003 ENERCALC Engineering Software Area 8 Calcs ecw.Cheesecake Changes > Description Wind Column 2 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ,.. . Steel Section W14X82 Fy 50.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.000 Y -Y Sidesway : Sway Allowed Column Height 36.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 36.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 18 000 ft Kyy 1.000 Loads Axial Load... Dead Load 22.00 k Ecc. for X -X Axis Moments 6.000 in Live Load 12.50 k Ecc for Y -Y Axis Moments 3.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 13.500 k 18.000 ft Along X -X (y moments) k ft Summary Column Design OK Section : W14X82, Height = 36.00ft, Axial Loads DL - 22.00, LL = 12.50, ST = 0.00k, Ecc. = 6.000in Unbraced Lengths: X -X = 18.00ft, Y -Y = 36.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.3032 0.4535 0.7191 1 AISC Formula H1 - 2 0.1270 0.1991 0.8499 AISC Formula H1 - 3 0.1604 XX Axis : Fa calc'd per Eq. E2 -2, K *L/r > Cc XX Axis : I Beam, Major Axis, L/rT > (510,000 * Cb / Fy)".5 , Fb per Eq. F1 -7 XX Axis : I Beam, Major Axis, Fb per Eq. F1 -8, Fb = 12,000 Cb Af / (1* d) YY Axis : Fa calc'd per Eq. E2 -2, K *LJr > Cc YY Axis : I Beam, Minor Axis, Passes Table B5.1, Fb = 0.75 Fy per Eq. F2 -1 Stresses aiy;ai' fir ,. m as..Fx ',.....:.- e e &V�.zs'':?,e�"a , /a . , ..t. : s2"4.�A 5- ;w: _ �a7*.,m a 22.. e.ai.. a 1at� ^. .e�fr<w.. n ,. + .::. 4, . wxV , LRa ..... . ..v.a- wa4sa �, ,' y'a"' s .4 ,5 , ,-4i' C 8 '.'. Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 4 91 ksi 4 91 ksi 4.91 ksi 4 91 ksi fa : Actual 0.91 ksi 0.52 ksi 1.43 ksi 1.43 ksi Fb:xx : Allow [F1 -6] 16.81 ksi 29 42 ksi 29.42 ksi 29 42 ksi Fb.xx : Allow [F1 -71 & [F1 -8] 29 42 ksi 29.42 ksi 29.42 ksi 16.81 ksi fb : xx Actual 1 07 ksi 0.61 ksi 1.68 ksi 12.70 ksi Fb:yy : Allow [F1 -6] 37 50 ksi 37.50 ksi 37.50 ksi 37 50 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 37.50 ksi 37.50 ksi 37.50 ksi 37 50 ksi fb : yy Actual 2.25 ksi 1.28 ksi 3.53 ksi 3 53 ksi Analysis Values F'ex . DL +LL 117,137 psi Cm :x DL +LL 0.85 Cb:x DL +LL 1.75 F'ey DL +LL 4,914 psi Cm:y DL +LL 0 85 Cb•y DL +LL 1.75 F'ex : DL +LL +ST 117,137 psi Cm:x DL +LL +ST 0.85 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 4,914 psi Cm:y DL +LL +ST 0.85 Cb:y DL +LL +ST 1.75 Max X -X Axis Deflection -0.981 in at 18 240 ft Max Y -Y Axis Deflection -0.289 in at 20.880 ft CC fig 14 ) Title : Job # Dsgnr: Date: 12:25PM, 24 FEB 05 Description : Scope: Rev 580000 User KW -0603512,Ver5. 80, 1- Dec -2003 Steel Column Page 1 (c)1983-2003 ENERCALC Engineering Software Area B Colas ecw Cheesecake Changes .na ,ass�c.WC .r xw „ a« c, ...,��- a„a�..��: ,,. � �s.w..ar � :�s�.•�. .,.m �:..,. ..,-a ,.�.,..eu�..... a,�..��•�.� ..r,.�«a:, . o.�.��. ,ate,,,, ,.. air 3r... ,.:.�... -a. Description Wind Column 3 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W14X82 Fy 50.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.000 Y -Y Sidesway : Sway Allowed Column Height 36.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 36.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 36.000 ft Kyy 1.000 Loads f14e xav '4'b,.'.' e'IU N"r 4fl.?? %�i Fa,Y..'fl <> m: .;ewe. 'hAAe', :" 1<44�... ;.. a. .r1 ..Fk5.;:,, >,kf va e4•?k:z.T,`. :444. ':': 44 ..i ...4x..3."4 '.''. ^. 41,44M.::;.: 11.4 .. 4444<:.0 4&A l>..44 Axial Load... Dead Load 22 00 k Ecc. for X -X Axis Moments 6.000 in Live Load 12 50 k Ecc. for Y -Y Axis Moments 3.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 11.800 k 18.000 ft Along X -X (y moments) k ft Summary Column Design OK Section : W14X82, Height = 36.00ft, Axial Loads DL = 22.00, LL = 12 50, ST = 0.00k, Ecc = 6.000in Unbraced Lengths X -X = 36.00ft, Y -Y = 36.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.3045 0.4554 0.6881 AISC Formula H1 - 2 0.1270 0.1991 0.7611 AISC Formula H1 - 3 0.1604 XX Axis : Fa calc'd per Eq. E2 -2, K *Ur > Cc XX Axis : I Beam, Maior Axis, UrT > (510,000 * Cb / Fy) ^.5 , Fb per Eq. F1 -7 XX Axis : I Beam. Maior Axis, Fb per Eq. F1 -8, Fb = 12,000 Cb Af / (I * d) YY Axis : Fa calc'd per Eq. E2 -2, K *Ur > Cc YY Axis : I Beam, Minor Axis, Passes Table B5.1, Fb = 0.75 Fy per Eq. F2 -1 Stresses 4» $ -. Iasi \ s41a1 x: ,144 c ,I *4.,.*,«4Ll *..':.: 4 44 - _,1 . C' i:1.. TH4. <. , ;,Y . ..c.: _a 41, 11 �v s:. • .. .fir > ';:. �•z#-�s, m ...::. >14 . 4y= "'..;�f1HA"% Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 4.91 ksi 4.91 ksi 4.91 ksi 4.91 ksi fa : Actual 0.91 ksi 0.52 ksi 1.43 ksi 1.43 ksi Fb:xx : Allow [F1 -6] 16.81 ksi 29.42 ksi 29.42 ksi 29.42 ksi Fb :xx • Allow [F1 -7] & [F1 -8] 29.42 ksi 29.42 ksi 29 42 ksi 16.81 ksi fb xx Actual 1 07 ksi 0 61 ksi 1.68 ksi 11.20 ksi Fb:yy Allow [F1 -6] 3750 ksi 37.50 ksi 37.50 ksi 37.50 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi fb : yy Actual 2.25 ksi 1.28 ksi 3.53 ksi 3 53 ksi Analysis Values ':>49 e44 ✓4>4,4 ,r..we w:oxm:.0 »«44«. tt 4<44< >4w.w.wat 4444.c« 114 44 .3, a*4 44. .* .1 4'L .,.:..,4. 4 mil'.5 . to ;'',:. #414.::.t n..nd.�*d.":'.:.....'; 4< *44441 a -;'.4 � .d.4@, +k.....z %<r,+ .w 3? .:::,41 94* ''. '. b`< »... : F'ex : DL+LL 29,284 psi Cm.x DL +LL 0.85 Cb:x DL +LL 1.75 Fey : DL +LL 4,914 psi Cm y DL +LL 0.85 Cb:y DL +LL 1.75 F'ex • DL +LL +ST 29,284 psi Cm:x DL +LL +ST 0.85 Cb•x DL +LL +ST 1.00 F'ey : DL +LL +ST 4,914 psi Cm:y DL +LL +ST 0.85 Cb y DL +LL +ST 1.75 Max X -X Axis Deflection -0.869 in at 18.240 ft Max Y -Y Axis Deflection -0.289 in at 20.880 ft ccF yH Title : Job # Dsgnr: Date: 9:10AM, 17 NOV 04 Description : Scope: Rev: 580003 Page 1 User KW-0603512, Ver 5 8 0, 1- Dec -2003 Steel Column _ (c)1983 -2003 ENERCALC Engineering Software Area B Calcs ecwCheesecake Changes Description Wind Column 4 5 ft 5 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 •. Steel Section W14X82 Fy vilibT 46.00 X -X Sidesway : Sway Allowed Duration Factor 1.000 Y -Y Sidesway : Sway Allowed Column Height 36.000 ft Elastic Modulus 29,000 00 ksi End Fixity Pin -Pin X -X Unbraced 36.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 36.000 ft Kyy 1.000 Loads Axial Load... Dead Load 26.00 k Ecc. for X -X Axis Moments 6.000 in Live Load 12.00 k Ecc. for Y -Y Axis Moments 3.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 10.000 k 18.000 ft Along X -X (y moments) k ft Summary Column Design OK Section : W14X82, Height = 36.00ft, Axial Loads DL = 26.00, LL = 12.00, ST = 0.00k, Ecc. = 6.000in Unbraced Lengths: X -X = 36.00ft, Y -Y = 36.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.3702 0.5224 0.7074 AISC Formula H1 - 2 0.1622 0.2371 0.6909 AISC Formula H1 - 3 0.1582 XX Axis : Fa calc'd per Eq. E2 -2, K *Ur > Cc XX Axis : I Beam, Major Axis, UrT > (510,000 * Cb ! Fy) ".5 . Fb per Eq. F1 -7 XX Axis : I Beam, Major Axis, Fb per Eq. F1 -8, Fb = 12,000 Cb Af / (I * d) YY Axis : Fa calc'd per Eq. E2 -2, K *Ur > Cc YY Axis : I Beam, Minor Axis, Passes Table B5.1, Fb = 0.75 Fv per Eq. F2 -1 Stresses , k`:a ?+cam, v . L *.b 5:'ew.....e weewe L a*srs *i .Ye: .lL+ R... .,S r :4> ,, .,e'ii'-�S./. .EF§@ Yk'ff .•.4R.. r_-a. 5.,.. 7;sY•.: .,.M:x,S ..w �. a.3 ." .. .:&, J.A ..:., a �nt.F ;9 N;a .,a , Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa ' Allowable 4.91 ksi 4.91 ksi 4.91 ksi 4.91 ksi fa . Actual 1 08 ksi 0.50 ksi 1 58 ksi 1.58 ksi Fb:xx : Allow [F1 -6] 16 81 ksi 27.60 ksi 27.60 ksi 27 60 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 27.60 ksi 27.60 ksi 27 60 ksi 16 81 ksi fb : xx Actual 1.27 ksi 0.59 ksi 1.85 ksi 9.71 ksi Fb:yy : Allow [F1 -6] 34.50 ksi 34.50 ksi 34.50 ksi 34.50 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 34.50 ksi 34.50 ksi 34.50 ksi 34.50 ksi fb : yy Actual 2 66 ksi 1.23 ksi 3.89 ksi 3.89 ksi Analysis Values F'ex : DL +LL 29,284 psi Cm:x DL +LL 0.85 Cb:x DL +LL 1.75 F'ey : DL +LL 4,914 psi Cm DL +LL 0.85 Cb:y DL +LL 1.75 F'ex : DL +LL +ST 29,284 psi Cm:x DL +LL +ST 0.85 Cb DL +LL +ST 1.00 F'ey : DL +LL +ST 4,914 psi Cm:y DL +LL +ST 0.85 Cb y DL +LL +ST 1.75 Max X -X Axis Deflection -0.761 in at 18.240 ft Max Y -Y Axis Deflection -0.318 in at 20.880 ft arhys Title : Job # Dsgnr: Date: 9:10AM, 17 NOV 04 Description : Scope : Rev 580000 Page 2 User KW -0603512, Ver580, 1- Dec -2003 Steel Column (01983 - 2003 ENERCALC Englneenng Software Area B Calcs ecw Cheesecake Changes / Description Wind Column 4 Section Properties W14X82 ami Depth 14.310 in Weight 81.86 #/ft Values for LRFD Design.... Web Thick 0.510 in lxx 882.000 in4 J 5.080 in4 Width 10 130 in lyy 148.000 in4 Cw 6,710.00 in6 Flange Thick 0.855 in Sxx 123.000 in3 Zx 139.000 in3 Area 24.10 in2 Syy 29.300 in3 Zy 44.800 in3 Rt 2.740 in Rxx 6.050 in K 1.450 in Ryy 2.480 in Section Type = W ) (CFI,Y6 A Title : Job # Dsgnr: Date: 1:06PM, 24 FEB 05 Description : Scope: Rev 580000 User. KW -0603512, Ver580, 1- Dec -2003 Steel Column Page 1 ' (c)1983 -2003 ENERCALC Engineering Software Area B Calcs ecw.Cheesecake Changes :,, •:; fn» :sn '; ..•- ee98:'s€ fi�✓.v`xRAx^`warm'"95..3 Away p46m�';;53e;`:+r`+S:: a? €sY:b an�m.' s'' 'w., .., .: ✓i..m^c &'*. gee%:•,: . e 4 . , .'�xi ,as see - 4".iN.:., &e.' :ar.eb q m,.Y'a'.4ae, «, teiei ».t'e 'S.: Description Wind Column 5 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 - worm 4zsgmtummw- Steel Section W14X82 Fy 50 00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.000 Y -Y Sidesway : Sway Allowed Column Height 36.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 18.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 18.000 ft Kyy 1.000 Loads Axial Load... Dead Load 33.00 k Ecc. for X -X Axis Moments 6.000 in Live Load 18.00 k Ecc. for Y -Y Axis Moments 3.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 5.000 k 18 000 ft Along X -X (y moments) k ft liftESECZEINE Column Design OK Section : W14X'82, Height = 36.00ft, Axial Loads: DL = 33.00, LL = 18 00, ST = 0.00k, Ecc. = 6.000in Unbraced Lengths: X -X = 18.00ft, Y -Y = 18.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) ) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.2218 0.1210 0.3428 0 3781 XX Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc XX Axis : I Beam, Major Axis, (102,000 * Cb / Fy) ^.5 <= UrT <= (510,000 * Cb ( Fy)^.5 , Fb per Eq. F1 -6 XX Axis : I Beam, Major Axis, Fb per Eq. F1 -8, Fb = 12,000 Cb Af / (I * d) YY Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc YY Axis : I Beam, Minor Axis, Passes Table B5.1, Fb = 0.75 Fy per Eq. F2 -1 Stresses :... ,- .:e?+rr."... "� �•N .. ,,.. .;: -._ ,...�,e: �;,.a�,a�.�. .z- ...:., �,.'�s,�: ,�.�•.°§.;,�.•r�* via '•:an; , ,-z.,i-*,`5,�,.. .. 2,;w-'e` x...,�n,,:�.�•o� °. Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 17.54 ksi 17.54 ksi 17.54 ksi 17.54 ksi fa : Actual 1.37 ksi 0.75 ksi 2.12 ksi 2.12 ksi Fb:xx : Allow [F1 -6] 30 00 ksi 30 00 ksi 30.00 ksi 30.00 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 30.00 ksi 30.00 ksi 30.00 ksi 30 00 ksi fb : xx Actual 1.61 ksi 0.88 ksi 2.49 ksi 5.63 ksi Fb:yy : Allow [F1 -6] 37 50 ksi 37.50 ksi 37 50 ksi 37.50 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 37 50 ksi 37.50 ksi 37.50 ksi 37.50 ksi fb : yy Actual 3 38 ksi 1.84 ksi 5 22 ksi 5.22 ksi Analysis Values ' 55k T.•.:5...,.'. ffif 51155*,. §55 "455.....: a.Ye,g'.:we*<5,,n.+3a 555 *.:+n4Y .b,,. ee"...iC Y.6ro ,4b� 55.5545*5.: K:'k�.d'v..nwN:dxc*c ,,,.5 .:..a.*y*fl, * :S£t.155 515 ...n'dER4..4s?5%.551%W4M ;%S-su^a..055s-.,.4 F'ex : DL +LL 117,137 psi Cm:x DL +LL 0.85 Cb:x DL +LL 1.75 F'ey . DL +LL 19,656 psi Cm DL +LL 0.85 Cb:y DL +LL 1.75 F'ex : DL +LL +ST 117,137 psi Cm:x DL +LL +ST 0.85 Cb:x DL +LL +ST 1.00 Fey : DL +LL +ST 19,656 psi Cm:y DL +LL +ST 0.85 Cb DL +LL +ST 1.75 Max X -X Axis Deflection -0.469 in at 18.720 ft Max Y -Y Axis Deflection -0 427 in at 20.880 ft (_ct /,Y6 Title : Job # Dsgnr: Date: 1:22PM, 24 FEB 05 Description : l Scope: Rev' 580000 User KW-0603512, Ver 5.8 0, 1- Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software Area B Colas ecw Cheesecake Changes Description Wind Column 5 General Information Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 'r se,Y� twY�.`F- �fi'F.kKf. �5..4�+: "H:?r:4..'ram z5&'3i#M..rS�'.,; Ca : 1rv:.gr.>, .sa ..?..ot?yu'....;Tr. :r "i P .e.e+wak:Y..._es3me,;atc ::. .. '^ �: n.- S+�•••9`3:a;}"�:R13�',a&a: ;- , '.ri5:"I #„ ,x A'w::':.cw��»'a:Er�S., ._:s+%v- '6iKwyS'xb.a�,•i. Steel Section W12X65 Fy 50.00 ksi • X -X Sidesway - Sway Allowed Duration Factor 1.000 Y -Y Sidesway : Sway Allowed Column Height 36.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 18 000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 18.000 ft Kyy 1.000 Loads Axial Load... Dead Load 33.00 k Ecc. for X -X Axis Moments 6.000 in Live Load 18.00 k Ecc. for Y -Y Axis Moments 3.000 in Short Term Load k Point lateral Loads... DL LL ' ST Height Along Y -Y (strong axis moments) 5.000 k 18.000 ft Along X -X (y moments) k ft Summary Column Design OK Section : W12X65, Height = 36.00ft, Axial Loads: DL = 33.00, LL = 18.00, ST = 0.00k, Ecc. = 6.000in Unbraced Lengths: X -X = 18.00ft, Y -Y = 18.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.2722 0.1485 0.4206 0 4798 XX Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc XX Axis : I Beam, Major Axis, (102.000 * Cb 1 Fy) ^.5 <= LIrT <= (510,000 * Cb / Fy) ^.5 , Fb per Eq. F1 -6 XX Axis : I Beam. Major Axis, Fb per Eq. F1 -8, Fb = 12,000 Cb Af / (1* d) YY Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc YY Axis : I Beam, Minor Axis, Passes Table B5.1 but Non - Compact. Fb per Eq. F2 -3 Stresses .::. ,r,z ; •p; �'�...'. �•F:�-;.�' ,.�..,�, �x ,. s,..:= ,..,�,�� �-'.; ;swan, . Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 20 65 ksi 20.65 ksi 20.65 ksi 20.65 ksi fa : Actual 1.73 ksi 0.94 ksi 2.67 ksi 2.67 ksi Fb:xx : Allow [F1 -6] 30 00 ksi 30.00 ksi 30.00 ksi 30.00 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 30 00 ksi 30.00 ksi 30.00 ksi 30.00 ksi fb : xx Actual 2.25 ksi 1.23 ksi 3.48 ksi 7.88 ksi Fb:yy ' Allow [F1 -6] 30.00 ksi 30.00 ksi 30 00 ksi 30 00 ksi Fb:yy . Allow [F1 -7] & [F1 -8] 30.00 ksi 30.00 ksi 30.00 ksi 30 00 ksi fb yy Actual 3.40 ksi 1.86 ksi 5.26 ksi 5.26 ksi Analysis Values :r3= i�£'mu.e.::'tu•:'. - - . fir :%�F'WSt4FT1a"�e+>E..a�aa�, :;: , "T? ?':aaa�`v. .,., .,ai:.. "k'c' • " ^Sa fm� Eat= :.d= �.xiMua se E'er ?v>Y+ +i���:��' F'ex : DL +LL 89,318 psi Cm x DL +LL ' 0.85 Cb.x DL +LL 1 75 F'ey : DL +LL 29,158 psi Cmy DL +LL 0.85 Cb y DL +LL 1.75 F'ex : DL +LL +ST 89,318 psi Cm:x DL +LL +ST 0.85 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 29,158 psi Cm:y DL +LL +ST 0.85 Cb:y DL +LL +ST 1.75 • Max X -X Axis Deflection -0.776 in at 18.720 ft Max Y -Y Axis Deflection -0.363 in at 20 880 ft ccri,Y7 Calculations DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) (2-eq. 7 S V - — 769' 4 — (co.) CCJTVV-E) ot_ �� �� - _ -- Qa.L- r , 20 ) 3 . `�-; 0 °�� C��D�' }1��`' +. �o x f � - 12 Forvizc1 CZ Q r (015 C 23 p + _ �►a> + 60-,41' kz° > I t, . 5'`- Ica. - -. C015 C-) `3 044 u.. 6 V * 4 x ,/- - ccrt,tig LI Calculations DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) : NZTIA C., 143.-- \V . I X Q CCP ite; 4 W- 1 g , 8 , 0 t t 1::, J r 1. e "h 1 Z75 L A. , 2:5 -\ 17.1,'' C F,...myri,,r) 1 6 , 0 ii.-tx- Loi— ti, L., ( RO■Al 2 0- n C ) t:s i.° i i o E.- V - , -- • ,,, 66i --t- I .( •,!9 1 . 2 - '=' t" ,-5 \- 4 . "as -+ -D—E: 4— •‘ V > is \ -..n 2_ ONJL.N1 43 vi.' T, (r-o Tye:L.-) - - N - \ 7 Y 4 =-. ,,,--,,, , .-L 5 5 ...:E:::, z -, 1.5 5.., ,,,_ ,,, _,, _ . 1 \ . _ R71V...7 f;,LA- • , ' 4._ 0 Ase / 7 V' i I : . C 2.2 s - t • i . C-rt-7 i _ .`; I\10 J-Tvt L.* i.:er_ti a ti `KfTva.-G , Loo4;:: l _q".k.sr CID / ' L-0 40 C—ttuir 0 © (2..iL aG2.4 124— Ce)2,t-c ) V 8 + Ist (1 ,.. t> — i sI = 11-1(,0"• -------- -- ten- Pr,i r -ti- - Csk)- ' ,- i C Cc F VI J ,r xec,r _ ‘ 'j - rva ir (-9-1 Title . l.� Job # . Dsgnr: Date: Description.... 3:11PM, 9FEB05 FastFrame 2 -D Frame Analysis vs.o9- Page 1 1 Nodes... Node Node Coordinates Node Label X Y X Restraint Y Restraint Z Restraint Temp ft ft degF 1 0.000 0.000 Fixed Fixed 0 2 20.000 0.000 Fixed Fixed 0 3 0.000 20.000 0 4 20.000 20 000 0 5 0.000 35.000 0 6 20.000 35.000 0 Member... Member Endpoint Nodes Member I End Releases J End Releases Label Property Label I Node J Node Length X Y Z X Y Z a col 1 3 20.000 b col 3 5 15.000 c col 2 4 20.000 d col 4 6 15.000 e floorbm 3 4 20.000 Free Free f beam 5 6 20.000 Free Free g Ibr 1 4 28.284 Free Free h ubr 3 6 25.000 Free Free i ubr 5 4 25.000 Free Free Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu : Z ft Lu : XY K : Z K : XY Cm Cb a 20.000 20.000 1.00 1.00 Internal Internal b 15.000 15.000 1.00 1.00 Internal Internal c 20.000 20.000 1.00 1.00 Internal Internal d 15.000 15.000 1.00 1.00 Internal Internal e 20.000 20.000 1.00 1.00 Internal Internal f 20.000 20 000 1.00 1.00 Internal Internal g 28.284 28.284 1.00 1.00 Internal Internal h 25.000 25.000 1.00 1.00 Internal Internal i 25.000 25.000 1.00 1.00 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kcf in /100d ksi Default 1.00 0.000 0.000000 1.00 Steel 29,000.00 0.490 0.000650 36.00 Section Sections... Prop Label Area Depth Tf lxx Material Group Tag Width Tw Iyy Default Default 1.000 in2 0.000 in 0.000 in 1.00 in4 0.000 in 0.000 in 0.00 in4 TS6x6x3 /8 Steel 8.080 in2 6.000 in 0.375 in 41 60 in4 ubr 6.000 in 0.375 in 41.60 in4 TS7x7x1 /2 Steel 12.400 in2 7.000 in 0.500 in 84.60 in4 Ibr 7.000 in 0.500 in 84.60 in4 W12x30 Steel 8790 in2 12.340 in 0.440 in 238.00 in4 floorbm 6.520 in 0.260 in 20.30 in4 W14x82 Steel 24.100 in2 14.310 in 0.855 in 882 00 in4 col 10.130 in 0.510 in 148 00 in4 W18x40 Steel 11.800 in2 17.900 in 0.525 in 61200 in4 1 beam 6.015 in 0.315 in 19.10 in4 (c) 1988 -2001 ENERCALC .:\ PROJECTS \ 74 - 03103 -00- 7373\ +DESIGN \ST\CHEE: V 5.0.9 ( Cris ° Title Job # : Dsgnr: Date: Description.... 3:11PM, 9 FEB 05 FastFrame 2 -D Frame Analysis V509- Page 2 I Node Loads.... Concentrated Loads and Moments Load Case Factors Node Label X Y Moment # 1 # 2 # 3 # 4 # 5 3 1.000 3 1 000 4 1.000 4 1.000 4 1.000 5 -4.500k 1.000 5 -3.800 k 1.000 6 -16.500k 1.000 6 -16.900k 1.000 6 69.600k 1.000 Load Combinations... Load Combination Stress Gravity Load Factors Load Combination Factors Description Increase X Y # 1 # 2 # 3 # 4 # 5 .75d1 +1.3E 1.000 0.750 1.300 1.35D +1.3E +.25 1.000 1.350 0.200 1.300 1.3D +.2S +2.6E 1.000 1.300 0.200 2.600 Node Displacements & Reactions Node Label Load Combination Node Displacements Node Reactions X Y Z X Y Z in in Radians k k k -ft 1 .75d1 +1.3E 9,058.E -013 0 - 0.00125 - 90.58003 - 154.96500 0 1 1.35D +1.3E+.2S 9,058.E -013 0 - 0.00126 - 90.57998 - 151.50500 0 1 1.3D +.2S +2.6E 1,812.E -012 0 - 0.00249 - 181.16031 - 310.07001 0 2 1.3D +.2S +2.6E 0 0 - 0.00183 0.20030 341.51001 0 2 75d1 +1.3E 0 0 - 0.00092 0.10003 170.71500 0 2 1.35D +1.3E +.2S 0 0 - 0.00094 0.09998 183.99500 0 3 .75d1 +1.3E 0.26884 0.02222 - 0.00087 0 0 0 3 1.35D +1.3E +.2S 0.27289 0.02104 - 0.00089 0 0 0 3 1.3D +.2S +2.6E 0.53771 0.04450 - 0.00174 0 0 0 4 1.35D+1.3E+.2S 0.23354 - 0.06318 - 0.00105 0 0 0 4 1.3D +.2S +2.6E 0.45799 - 0.11727 - 0.00206 0 0 0 4 .75d1 +1.3E 0.22898 - 0.05862 - 0.00103 0 0 0 5 .75d1 +1.3E 0.39124 0.03056 - 0.00059 0 0 0 5 1 35D+1.3E+.2S 0.39884 0.02859 - 0.00061 0 0 0 5 1.3D +.2S +2.6E 0.78260 0.06121 - 0.00117 0 0 0 6 1.35D +1.3E +.2S 0.43234 - 0.07801 - 0.00113 0 0 0 6 1.3D +.2S +2.6E 0.84884 - 0.14033 - 0.00223 0 0 0 6 .75d1 +1.3E 0.42437 - 0.07014 - 0.00111 0 0 0 (c) 1988 -2001 ENERCALC _.\ PROJECTS\ 74 - 03103 -00 -7373\ +DESIGN \ST\CHEE: V 5.0.9 C.cf it Sf Title Job # : Dsgnr: Date: Description.... 3:11PM, 9 FEB 05 FastFrame 2 -D Frame Analysis V509- Page 3 r e Member End Forces... Member Load Combination Node " I " End Forces Node " J " End Forces Label Axial Shear Moment Axial Shear Moment k k ft -k k k ft -k a .75d1 +1.3E - 64.72002 0.33506 0 64.72002 - 0.33506 6.70112 a 1.35D +1.3E +.2S - 61.25797 0.33295 0 61.25797 - 0.33295 6.65909 a 1.3D +.2S +2.6E - 129.57957 0.66988 0 129.57957 - 0.66988 13.39767 b .75d1 +1.3E - 32.38172 - 0.44674 - 6.70112 32.38172 0.44674 0 b 1.35D+1.3E +.2S - 29.32971 - 0.44394 - 6.65909 29.32971 0 44394 0 b 1.3D +.2S +2.6E - 64.90177 - 0.89318 - 13.39767 64.90177 0.89318 0 c .75d1 +1.3E 170.71500 - 0.10003 0 - 170.71500 0.10003 - 2.00066 c 1.35D +1.3E +.2S 183.99500 - 0.09998 0 - 183.99500 0.09998 - 1.99961 c 1.3D +.2S +2.6E 341.51001 - 0.20030 0 - 341.51001 0.20030 - 4.00606 d .75d1 +1.3E 44.71330 0.13338 2.00066 - 44.71330 - 0.13338 0 d 1.35D +1.3E +.2S 57.58327 0.13331 1.99961 - 57.58327 - 0.13331 0 d 1.3D +.2S +2.6E 89.50780 0.26707 4.00606 - 89.50780 - 0.26707 0 e .75d1 +1.3E 42.33594 0 0 - 42.33594 0 0 e 1.35D +1.3E +.2S 41.79413 0 0 - 41.79413 0 0 e 1.3D +.2S +2.6E 84.67402 0 0 - 84.67402 0 0 f .75d1 +1.3E - 47.22889 0 0 47.22889 0 0 f 1.35D +1.3E +.2S - 47.77567 0 0 47.77567 0 0 f 1.3D +.2S +2.6E - 94.45585 0 0 94.45585 0 0 g .75d1 +1.3E - 127.62567 0 0 127.62567 0 0 g 1.35D +1.3E +.2S - 127.62857 0 0 127.62857 0 0 e 1.3D +2S +2.6E - 255.25200 0 0 255.25200 0 0 h .75d1 +1.3E - 53.89717 0 0 53.89717 0 0 h 1.35D +1.3E +.2S - 53.21378 0 0 53.21378 0 0 h 1.3D +.2S +2.6E - 107.79635 0 0 107.79635 0 0 i .75dl +1.3E 59.59454 0 0 - 59.59454 0 0 i 1.35D +1.3E +.2S 60.27451 0 0 - 60.27451 0 0 i 1.3D +.2S +2.6E 119.18629 0 0 - 119.18629 0 0 Steel Stress Checks... Member Load Combination Overall @ Left End 1/4 Span 1/2 Span 3/4 Span @ Right En Shear Label Maximum a .75d1 +1.3E 0.155 0.124 0.132 0.139 0.146 0.15 0.003 a 1.35D +1.3E +.2S 0.148 0.118 0.125 0.132 0.139 0.14 0.003 a 1.3D +.2S +2.6E 0.309 0.249 0.263 0.278 0.293 0.30' 0.006 b .75d1 +1.3E 0.092 0.092 0.085 0.078 0.071 0.06; 0.004 b 1.35D+1.3E +.2S 0.086 0.086 0.079 0.072 0.065 0.051 0.004 b 1.3D +.2S +2.6E 0.185 0.185 0.170 0.156 0.141 0.12 0.008 c .75d1 +1.3E 0.337 0.330 0.331 0.332 0.334 0.33 0.001 c 1.35D +1.3E +.2S 0.362 0.355 0.357 0.358 0.360 0.36: 0.001 c 1.3D +.2S +2.6E 0.674 0.660 0.662 0.665 0.669 0.67. 0.002 d .75d1 +1.3E 0.095 0.095 0.093 0.091 0.089 0.081 0.001 d 1.35D +1.3E +.2S 0.120 0 120 0.118 0.116 0.114 0.11 0.001 d 1.3D +.2S +2.6E 0.190 0.190 0.186 0.181 0.177 0.17: 0.003 e .75d1 +1.3E 0.225 0.225 0.225 0.225 0.225 0.22. 0.000 e 1.35D+1.3E +.2S 0.222 0.222 0.222 0.222 0.222 0.22: 0.000 e 1.3D +.2S +2.6E 0.450 0.450 0.450 0.450 0.450 0.451 0.000 f .75d1 +1.3E 0.185 0.185 0.185 0.185 0.185 0.18. 0.000 f 1.35D +1.3E +.2S 0.187 0.187 0.187 0.187 0.187 0.18 0.000 f 1.3D +.2S +2.6E 0.371 0.371 0.371 0.371 0.371 0.37 0.000 g .75d1 +1.3E 0.476 0.476 0.476 0.476 0.476 0.47 0.000 g 1.35D +1.3E +.2S 0.477 0.477 0.477 0.477 0.477 0.47 0.000 g 1.3D +.2S +2 BE 0.953 0.953 0.953 0.953 0.953 0.95: 0.000 h .75d1 +1.3E 0.309 0.309 0.309 0.309 0.309 0.30' 0.000 h 1.35D +1.3E +.2S 0.305 0.305 0.305 0.305 0.305 0.30 0.000 h 1.3D +.2S +2.6E 0.618 0.618 0.618 0.618 0.618 0.61 0.000 i .75d1 +1.3E 0.344 0.344 0.344 0.344 0.344 0.34 0.000 i 1 35D +1.3E +.2S 0.348 0.348 0.348 0.348 0 348 0.34. 0.000 i 1.3D +.2S +2.6E 0 688 0.688 0.688 0.688 0.688 0.68. 0.000 (c) 1988 -2001 ENERCALC .:\ PROJECTS\ 74 - 03103 -00- 7373\ +DESIGN \ST\CHEE: V 5.0.9 °/r a 6 bn a z5 '0)7 LcF /S3 Calculations DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) N IJ-II- 4i y xel2. - - - Z_'o _ , - ta—g 61 c.pAe: � ,1 _ si SZo - 5l7_ . - 7 x 7 u /2_ , 2 s F LA _ L /tee - �� - 7� 7 u 1 - 1 oo4.T v3/4. .SZ., x x l2 - q - 2 groat vJ L- tt•t4 3, 5: 7r1A1, b°1\ 2`" . _ — os; I 2 )e E? /v3u•-) .. , z E�f,).y( - �� - C9sI.� y3. CcF�`Sy Title C- 2 . 4 "r1)--C-- 1� Job # : Dsgnr: Date: f Description.... L 3:42PM, 9 FEB 05 FastFrame 2 -D Frame Analysis V509- Page 1 1 Nodes... Node Node Coordinates Node Label X Y X Restraint Y Restraint Z Restraint Temp ft ft deg F 1 0 000 0.000 Fixed Fixed 0 2 20.000 0.000 Fixed Fixed 0 3 0.000 20.000 0 4 20.000 20.000 0 5 0.000 35.000 0 6 20.000 35.000 0 Member... Member Endpoint Nodes Member I End Releases J End Releases Label Property Label I Node J Node Length X Y Z X Y Z a col 1 3 20.000 b col 3 5 15.000 • c col 2 4 20.000 d col 4 6 15.000 e floorbm 3 4 20.000 Free Free f beam 5 6 20.000 Free Free g Ibr 1 4 28.284 Free Free h ubr 3 6 25.000 Free Free i ubr 5 4 25.000 Free Free . j Ibr 3 2 28.284 Free Free _� _ Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu : Z ft Lu : XY K : Z K : XY Cm Cb ND a 20.000 20.000 1.00 1.00 Internal Internal b 15.000 15.000 1.00 1.00 Internal Internal c 20.000 20.000 1.00 1.00 Internal Internal d 15.000 15.000 1.00 1.00 Internal Internal e 20.000 20.000 1.00 1.00 Internal Internal f 20.000 20.000 1.00 1.00 Internal Internal g 28.284 28.284 1.00 1.00 Internal Internal h 25.000 25.000 1.00 1.00 Internal Internal i 25.000 25.000 1.00 1.00 Internal Internal 1 28.284 28.284 1.00 1.00 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kcf in /100d ksi Default 1.00 0 000 0.000000 1.00 Steel 29,000.00 0.490 0.000650 36.00 Section Sections... Prop Label Area Depth Tf lxx Material Group Tag Width Tw lyy Default Default 1.000 in2 0.000 in 0.000 in 1.00 in4 0.000 in 0.000 in 0.00 in4 TS6x6x3 /8 Steel 8.080 in2 6.000 in 0.375 in 41.60 in4 ubr 6.000 in 0.375 in 41.60 in4 TS7x7x1 /2 Steel 12 400 in2 7.000 in 0.500 in 84.60 in4 lbr 7.000 in 0.500 in 84.60 in4 W12x30 Steel 8 790 in2 12.340 in 0 440 in 238.00 in4 floorbm 6.520 in 0.260 in 20.30 in4 W14x82 Steel 24.100 in2 14.310 in 0.855 in 882.00 in4 col 10.130 in 0.510 in 148 00 in4 . W18x40 11 800 in2 17.900 in 0.525 in 612 00 in4 Steel beam 6.015 in 0.315 in 19.10 in4 (c) 1988 -2001 ENERCALC .:\ PROJECTS\ 74 - 03103 -00- 7373\ +DESIGN \ST\CHEE: V 5.0.9 u. f , 55 Title . Job # : Dsgnr: Date: Description.... 3:42PM, 9 FEB 05 FastFrame 2 -D Frame Analysis V509- Page 2 ■ III Node Loads.... ■ Concentrated Loads and Moments Load Case Factors Node Label X Y Moment # 1 # 2 # 3 # 4 # 5 3 -12.300k 1.000 3 -15.000k 1.000 4 -51.600k 1.000 4 -54.000k 1.000 4 76.000 k 1 000 5 -4.500k ' 1.000 5 -3.800k 1.000 6 -16.500k 1.000 6 -16.900k 1.000 6 69.600 k 1.000 Load Combinations... Load Combination Stress Gravity Load Factors Load Combination Factors Description Increase X Y # 1 # 2 # 3 # 4 # 5 .75d1 +1.3E 1.000 0.750 1.300 1.35D +1.3E +.2S 1.000 1.350 0.500 1.300 1.3D +.2S +2.6E 1.000 1.300 0.500 2.600 Node Displacements & Reactions Node Label Load Combination Node Displacements Node Reactions X Y Z X Y Z in in Radians k k k -ft 1 .75d1 +1.3E 9,696.E -013 0 - 0.00089 - 96.96096 - 244.53999 0 1 1.35D +1.3E +.2S 9,081.E -013 0 - 0.00090 - 90.80589 - 225.06000 0 1 1.3D+.2S +2.6E 1,921.E -012 0 - 0.00179 - 192.12807 - 483.04001 0 1 2 1.3D +.2S +2.6E 1,864.E -012 0 - 0.00218 - 186.43193 638.26001 0 2 .75d1 +1.3E 9,232.E-013 0 -0.00108 -92.31904 308.21500 0 2 1.35D+1.3E +.2S 9,847.E-013 0 -0.00113 -98.47411 384.52499 0 3 .75d1 +1.3E 0.22486 0.05064 - 0.00102 0 0 0 3 1.35D +1.3E+.2S 0.23191 0.04604 - 0.00110 0 0 0 3 1.3D +.2S +2.6E 0.45165 0.09981 - 0.00207 0 0 0 4 1.35D +1.3E +.2S 0.26997 - 0.09823 - 0.00112 0 0 0 4 1.3D +.2S +2.6E 0.51832 - 0.15517 - 0.00212 0 0 0 4 .75d1 +1.3E 0.25740 - 0.07415 - 0.00105 0 0 0 5 .75d1 +1.3E 0.42092 0.05612 - 0.00112 0 0 0 5 1.35D +1.3E+.2S 0.44665 0.05029 - 0.00124 0 0 0 5 1.3D +.2S +2.6E 0.84903 0.11051 - 0.00228 0 0 0 6 1.35D +1.3E +.2S 0.46970 - 0.11728 - 0.00111 0 0 0 6 1.3D +.2S +2.6E 0.89535 - 0.18508 - 0.00208 0 0 0 6 .75d1 +1.3E 0.44411 - 0.08843 - 0.00103 0 0 0 (c) 1988 -2001 ENERCALC -:\ PROJECTS \ 74 - 03103 -00- 7373\ +DESIGN \ST\CHEE: V 5.0.9 (C-F it 56 Title Job # : Dsgnr: Date: Description.... 3:42PM, 9 FEB 05 FastFrame 2 -D Frame Analysis vso9- Page 3 1 Member End Forces... Member Load Combination Node " I " End Forces Node " J " End Forces Label Axial Shear Moment Axial Shear Moment k k ft -k k k ft-k a .75d1 +1.3E - 147.46307 - 0.11596 0 147.46307 0.11596 - 2.31924 a 1.35D+1 3E+.2S - 134.08154 - 017256 0 134.08154 0.17256 - 3.45119 a 1.3D +.2S +2.6E - 290.66391 - 0.24803 0 290.66391 0.24803 - 4.96058 b .75d1 +1.3E - 21.30160 0.15462 2.31924 21.30160 - 0.15462 0 b 1.35D +1.3E +.2S - 16.49933 0.23008 3.45119 16.49933 - 0.23008 0 b 1.3D+.2S+2.6E - 41.53144 0.33071 4.96058 41.53144 - 0.33071 0 c .75d1 +1.3E 215.92279 0.02683 0 - 215.92279 - 0.02683 0.53651 c 1.35D +1.3E +.2S 286.06256 0.01167 0 - 286.06256 - 0.01167 0.23333 c 1.3D +.2S +2.6E 451.87762 0.04955 0 - 451.87762 - 0.04955 0.99108 d .75d1 +1.3E 55.46926 - 0.03577 - 0.53651 - 55.46926 0.03577 0 e 1.35D +1.3E +.2S 73.94978 -0 01556 - 0.23333 - 73.94978 0.01556 0 d 1.3D +.2S +2.6E 116.14008 - 0.06607 - 0.99108 - 116.14008 0.06607 0 e .75d1 +1.3E - 34.56261 0 0 34.56261 0 0 e 1.35D +1.3E +.2S - 40.42677 0 0 40.42677 0 0 e 1.3D +.2S +2.6E - 70.81686 0 0 70.81686 0 0 f .75d1 +1.3E - 33.05674 0 0 33.05674 0 0 f 1.35D +1.3E +.2S - 32.86252 0 0 32.86252 0 0 f 1.3D +.2S +2.6E - 66.03929 0 0 66.03929 0 0 g .75d1 +1.3E -137 28751 0 0 137.28751 0 0 g 1.35D +1.3E+.2S -128 66296 0 0 128.66296 0 0 g 1.3D +.2S +2.6E - 272.06088 0 0 272.06088 0 0 h .75d1 +1.3E - 71.82378 0 0 71.82378 0 0 h 1.35D +1.3E +.2S - 72.04129 0 0 72.04129 0 0 h 1.3D +.2S +2.6E - 143.73347 0 0 143.73347 0 0 i .75d1 +1.3E 41.12766 0 0 - 41.12766 0 0 i 1.35D +1.3E +.2S 40.79055 0 0 - 40.79055 0 0 i 1.3D +.2S +2.6E 82.13573 0 0 - 82.13573 0 0 j .75d1 +1.3E 130.52090 0 0 - 130.52090 0 0 i 1.35D +1.3E+.2S 139.24692 0 0 - 139.24692 0 0 j 1.3D +.2S +2.6E 263.58450 0 0 - 263.58450 0 0 Steel Stress Checks... Member Load Combination Overall @ Left End 1/4 Span 1/2 Span 3/4 Span @ Right End Shear Label Maximum a .75d1 +1.3E 0.294 0.283 0.286 0.288 0.291 0.29 0.001 a 1.35D +1.3E +.2S 0.273 0.258 0.261 0.265 0.269 0.27: 0.002 a 1.3D +.2S +2.6E 0.581 0.558 0.564 0.569 0.575 0.58 0.002 b .75d1 +1.3E 0.051 .0.051 0.049 0.046 0.044 - 0.04 0.001 b 1.35D +1.3E +.2S 0.047 0.047 0.043 0.040 0.036 0.03: 0.002 b 1.3D+.2S +2.6E 0.102 0.102 0.097 0.091 0.086 0.081 0.003 c .75d1 +1.3E 0.419 0.417 0.418 0.418 0.418 0.41' 0.000 c 1.35D +1.3E +.25 0.553 0.553 0.553 0.553 0.553 0.55: 0.000 c 1.3D +.2S +2.6E 0.876 0.873 0 874 0.874 0.875 0.871 0.000 d .75d1 +1.3E 0.109 0.109 0.109 0.108 0.108 0.10 0.000 d 1.35D +1.3E +.2S 0.144 0.144 0.143 0.143 0.143 0.14. 0.000 d 1.3D +.2S +2.6E 0.228 0.228 0.226 0.225 0.225 0.22. 0.001 e .75d1 +1.3E 0.182 0.182 0.182 0.182 0.182 0.18: 0.000 e 1.35D +1.3E +.2S 0.213 0.213 0.213 0.213 0.213 0.21. 0.000 e 1.3D +.2S +2.6E 0.373 0.373 0.373 0.373 0.373 0.37 0.000 f .75d1 +1.3E 0.130 0.130 0.130 0.130 0.130 0.131 0.000 f 1.35D +1.3E +.2S 0.129 0.129 0.129 0.129 0.129 0.12' 0.000 f 1.3D +.2S +2.6E 0.259 0.259 0.259 0.259 0.259 0.25' 0.000 g .75d1 +1.3E 0.513 0.513 0.513 0.513 0.513 0.51: 0.000 g 1.35D +1.3E +.2S 0.480 0.480 0.480 0.480 0.480 0.481 0.000 g 1.3D +.2S +2.6E 1.016 1.016 1.016 1.016 1 016 1.011 0.000 h .75d1 +1.3E 0.412 0.412 0.412 0.412 0.412 0.41: 0.000 h 1.35D +1.3E +.2S 0.413 0.413 0 413 0 413 0.413 0.41 0.000 h 1.3D +.2S +2.6E 0.824 0.824 0.824 0.824 0.824 0.82 0.000 I .75d1 +1.3E 0.238 0 238 0.238 0.238 0.238 0.23. 0.000 ' i 1.35D +1.3E +.2S 0.236 0.236 0.236 0.236 0.236 0.23 0.000 i 1.3D +.2S +2.6E 0 474 0.474 0.474 0.474 0.474 0.47. 0 000 j .75d1 +1.3E 0.491 0.491 0.491 0.491 0 491 0.49 0.000 j 1.35D +1.3E +.2S 0.524 0.524 0.524 0.524 0.524 0.52. 0 000 j 1.3D +.2S +2.6E 0.992 0.992 0.992 0.992 0.992 0 99: 0.000 (c) 1988 -2001 ENERCALC .\ PROJECTS\ 74 - 03103 -00 -7373\ +DESIGN \ST\CHEE; V 5.0.9 C F I , S7 Title Job # : Dsgnr: Date: Description.... 3:42PM, 9 FEB 05 FastFrame 2 -D Frame Analysis V509- Page 4 r • Member Overall Envelope Summary Member Axial Shear Moment Deflection Maximum Label Section k k ft - in Stress Ratio a col 290.664 0.248 4.961 0.451 0.581 b col 41.531 0.331 4.961 0.397 0.102 c col 451.878 0.050 0.991 0.519 0.876 d col 116.140 0.066 0 991 0.377 0.228 e floorbm 70.817 0.246 0.373 f beam 66.039 0.286 0.259 g Ibr 272.061 0.460 1.016 h ubr 143.733 0.478 0.824 i ubr 82.136 0.397 0.474 j Ibr 263.585 0.377 0.992 - -> Deflection values listed are the maximum of a sampling of 31 points across the member (c) 1988 -2001 ENERCALC .:\ PROJECTS \74 - 03103 -00- 7373\ +DESIGN \ST\CHEE: V 5.0.9 z o ff V a E4 P u 4 23S' • CCFI,51 Calculations DLRGroup Date Subject Computed Checked Project Name Project Number Page (of pages) ='Z K - C I k .25 K/. LL PL t. z'S c �,56�b doe k de t/!6 x`J D Pm � 10C ,1 ' 10, b A/o { r �I fQr - - \!ti .M Gf O ' 3 � ( y) -1 . • • — — • 1 { CCF l, 1 U Wednesday, February 09, 2005, 09:53 AM PAGE NO. 1 ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * STAAD.Pro * * Version 2004 Bld 1002.US * Proprietary Program of * Research Engineers, Intl. * Date= FEB 9, 2005 * Time= 9:51: 0 * * USER ID: DLRGroup ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE INPUT FILE: Revised Frame 'A' bmcol.STD 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 5 0 18.33 0; 6 30 18.33 0; 9 0 36.33 0; 10 30 36.33 0 12. 13 15 0 0 13. MEMBER INCIDENCES 14. 1 5 6; 7 9 10; 10 1 5; 11 2 6; 14 5 9; 15 6 10; 18 5 13; 19 13 6; 24 9 6 15. 25 5 10 16. DEFINE MATERIAL START 17. ISOTROPIC STEEL 18. E 4.176E +006 19. POISSON 0.3 20. DENSITY 0.489024 21. ALPHA 6.5E -006 22. DAMP 0.03 23. ISOTROPIC STEELBRACING 24. E 417600 25. POISSON 0.3 26. DENSITY 0.489024 27. DAMP 0.03 28. ALPHA 6.5 29. END DEFINE MATERIAL 30. MEMBER PROPERTY AMERICAN 31. 10 11 14 15 TABLE ST W14X68 32. 18 19 TABLE ST TUB60608 33. 24 25 TABLE ST TUB60606 34. 7 TABLE ST W16X26 35. 1 TABLE ST W16X40 36. CONSTANTS 37. MATERIAL STEEL MEMB 1 7 10 11 14 15 38. MATERIAL STEELBRACING MEMB 18 19 24 25 39. SUPPORTS 40. 1 2 13 PINNED L-\projects\74-03103-00-7373\+Design\St\Area B \MF & BF Design \Revisions 2 -9 -05 \Revised Frame 'A' bm &col.anl 9 1 of 8 Lcr /. 6� Wednesday, February 09, 2005, 09:53 AM STAAD PLANE -- PAGE NO. 2 41. MEMBER RELEASE 42. 1 7 18 19 24 25 START MZ 43. 7 18 19 24 25 END MZ 44. LOAD 1 DEAD 45. JOINT LOAD 46. 9 FY -2 47. 10 FY -2.3 48. MEMBER LOAD 49. 7 UNI GY -0.23 50. LOAD 2 SEISMIC 51. MEMBER LOAD 52. 7 UNI X 2.07 53. *LOAD 3 LIVE 54. LOAD 4 SNOW 55. JOINT LOAD 56. 9 FY -2.1 57. 10 FY -2.5 58. MEMBER LOAD 59. 7 UNI GY -0.25 60. LOAD COMB 5 1.346D +1.3E +.5L 61. 1 1.346 2 1.3 4 0.2 62. LOAD COMB 6 .754D +1.3E 63. 1 0.754 2 1.3 64. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER+ELEMENTS /SUPPORTS = 7/ 10/ 3 ORIGINAL /FINAL BAND- WIDTH= 4/ 4/ 13 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 15 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/ 442682.1 MB ZERO STIFFNESS IN DIRECTION 6 AT JOINT 13 EQN.NO. 15 LOADS APPLIED OR DISTRIBUTED HERE FROM ELEMENTS WILL BE IGNORED. THIS MAY BE DUE TO ALL MEMBERS AT THIS JOINT BEING RELEASED OR EFFECTIVELY RELEASED IN THIS DIRECTION. 65. LOAD LIST 5 6 66. PRINT STORY DRIFT L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Revisions 2 -9 -05 \Revised Frame 'A' bm &col.anl a 2 of 8 LCr f,‘ Wednesday, February 09, 2005, 09:53 AM STAAD PLANE -- PAGE NO. 3 STORY HEIGHT LOAD DRIFT(INCH) ECCENTRICITY RATIO (FEET) X Z (FEET) BASE= 0.00 1 0.00 5 0.0000 0.0000 0.0000 L / 0 6 0.0000 0.0000 0.0000 L / 0 2 18.33 5 0.9855 0.0000 0.0000 L / 223 6 0.9854 0.0000 0.0000 L / 223 3 36.33 5 2.0026 0.0000 0.0000 L / 217 6 2.0025 0.0000 0.0000 L / 218 67. PRINT SUPPORT REACTION LIST 1 2 13 L: \projects \74 - 03103 - 7373\ +Design \St \Area B \MF & BF Design \Revisions 2 -9 -05 \Revised Frame 'A' bm &col.anl e 3 of 8 CCFIst Wednesday, February 09, 2005, 09:53 AM STAAD PLANE -- PAGE NO. 4 SUPPORT REACTIONS -UNIT RIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 5 0.15 -89.46 0.00 0.00 0.00 0.00 6 0.15 -93.75 0.00 0.00 0.00 0.00 2 5 -0.86 106.55 0.00 0.00 0.00 0.00 6 -0.86 102.00 0.00 0.00 0.00 0.00 13 5 -80.02 0.40 0.00 0.00 0.00 0.00 6 -80.02 0.19 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 68. PRINT MEMBER FORCES LIST 1 7 10 11 14 15 18 19 24 25 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Revisions 2 -9 -05 \Revised Frame 'A' bm &col.anl 3 4 of 8 (CFi6y Wednesday, February 09, 2005, 09:53 AM STAAD PLANE -- PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 -0.27 -1.24 0.00 0.00 0.00 0.00 6 0.27 1.24 0.00 0.00 0.00 -37.29 6 5 -0.14 -1.24 0.00 0.00 0.00 0.00 6 0.14 1.24 0.00 0.00 0.00 -37.29 7 5 9 -39.93 5.39 0.00 0.00 0.00 0.00 10 -40.80 5.39 0.00 0.00 0.00 0.00 6 9 -39.90 2.60 0.00 0.00 0.00 0.00 10 -40.83 2.60 0.00 0.00 0.00 0.00 10 5 1 -89.46 -0.15 0.00 0.00 0.00 0.00 5 89.46 0.15 0.00 0.00 0.00 -2.73 6 1 -93.75 -0.15 0.00 0.00 0.00 0.00 5 93.75 0.15 0.00 0.00 0.00 -2.73 11 5 2 106.55 0.86 0.00 0.00 0.00 0.00 6 - 106.55 -0.86 0.00 0.00 0.00 15.82 6 2 102.00 0.86 0.00 0.00 0.00 0.00 6 - 102.00 -0.86 0.00 0.00 0.00 15.81 14 5 5 -15.36 0.15 0.00 0.00 0.00 2.73 9 15.36 -0.15 0.00 0.00 0.00 0.00 6 5 -19.74 0.15 0.00 0.00 0.00 2.73 9 19.74 -0.15 0.00 0.00 0.00 0.00 15 5 6 32.75 1.19 0.00 0.00 0.00 21.47 10 -32.75 -1.19 0.00 0.00 0.00 0.00 6 6 28.12 1.19 0.00 0.00 0.00 21.47 10 -28.12 -1.19 0.00 0.00 0.00 0.00 18 5 5 63.43 0.00 0.00 0.00 0.00 0.00 13 -63.43 0.00 0.00 0.00 0.00 0.00 6 5 63.30 0.00 0.00 0.00 0.00 0.00 13 -63.30 0.00 0.00 0.00 0.00 0.00 19 5 13 -62.92 0.00 0.00 0.00 0.00 0.00 6 62.92 0.00 0.00 0.00 0.00 0.00 6 13 -63.05 0.00 0.00 0.00 0.00 0.00 6 63.05 0.00 0.00 0.00 0.00 0.00 24 5 9 46.39 0.00 0.00 0.00 0.00 0.00 6 -46.39 0.00 0.00 0.00 0.00 0.00 6 9 46.35 0.00 0.00 0.00 0.00 0.00 6 -46.35 0.00 0.00 0.00 0.00 0.00 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Revisions 2 -9 -05 \Revised Frame 'A' bm &col.anl a 5 of 8 CcF r 5 Wednesday, February 09, 2005, 09:53 AM STAAD PLANE -- PAGE NO. 6 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 25 5 5 -46.19 0.00 0.00 0.00 0.00 0.00 10 46.19 0.00 0.00 0.00 0.00 0.00 6 5 -46.23 0.00 0.00 0.00 0.00 0.00 10 46.23 0.00 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 69. PARAMETER 70. CODE LRFD 71. LY 1 MEMB 7 72. LZ 1 MEMB 7 73. UNB 1 MEMB 7 74. UNT 1 MEMB 7 75. BEAM 1 MEMB 1 7 10 11 14 15 18 19 24 25 76. FYLD 7200 MEMB 1 7 10 11 14 15 18 19 24 25 77. FYLD 6624 MEMB 18 19 24 25 78. TRACK 1 MEMB 1 7 10 11 14 15 18 19 24 25 79. CHECK CODE MEMB 1 7 10 11 14 15 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Revisions 2 -9 -05 \Revised Frame 'A' bm &col.anl s 6 of 8 C-c-F • r 6 Wednesday, February 09, 2005, 09:53 AM STAAD PLANE -- PAGE NO. 7 STAAD.PRO CODE CHECKING - (LRFD 3RD EDITION) ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST W16X40 (AISC SECTIONS) PASS LRFD- H1 -1B -T 0.554 5 0.27 T 0.00 37.29 30.00 DESIGN STRENGTHS FOR MEMBER 1 UNITS - KIP IN I I PNC= 47.58 PNT= 531.00 MNZ= 808.61 MNY= 557.76 VN= 131.84 I 7 ST W16X26 (AISC SECTIONS) PASS LRFD- H1 -1A -C 0.534 6 40.83 C 0.00 0.00 30.00 DESIGN STRENGTHS FOR MEMBER 7 UNITS - KIP IN I I PNC= 76.46 PNT= 345.60 MNZ= 1989.00 MNY= 235.64 VN= 104.56 I 10 ST W14X68 (AISC SECTIONS) PASS LRFD- H1 -1B -T 0.060 6 93.75 T 0.00 2.73 18.33 DESIGN STRENGTHS FOR MEMBER 10 UNITS - KIP IN I I PNC= 473.67 PNT= 900.00 MNZ= 4374.46 MNY= 1627.80 VN= 157.32 I 11 ST W14X68 (AISC SECTIONS) PASS LRFD- H1 -1A -C 0.263 5 106.55 C 0.00 -15.82 18.33 I DESIGN STRENGTHS FOR MEMBER 11 UNITS - KIP IN I I PNC= 473.67 PNT= 900.00 MNZ= 4374.46 MNY= 1627.80 VN= 157.32 I 14 ST W14X68 (AISC SECTIONS) PASS LRFD- H1 -1B -T 0.018 6 19.74 T 0.00 2.73 0.00 I DESIGN STRENGTHS FOR MEMBER 14 UNITS - KIP IN I PNC= 483.66 PNT= 900.00 MNZ= 4401.86 MNY= 1627.80 VN= 157.32 15 ST W14X68 (AISC SECTIONS) PASS LRFD- H1 -1B -C 0.092 5 32.75 C 0.00 21.47 0.00 I DESIGN STRENGTHS FOR MEMBER 15 UNITS - KIP IN I I PNC= 483.66 PNT= 900.00 MNZ= 4401.86 MNY= 1627.80 VN= 157.32 I L:\ projects\ 74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Revisions 2 -9 -05 \Revised Frame 'A' bm &col.anl 9 7 of 8 CCf7 67 Wednesday, February 09, 2005, 09:53 AM STAAD PLANE -- PAGE NO. 8 * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 80. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= FEB 9,2005 TIME= 9:51: 0 * * ** ***************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact * Research Engineers Offices at the following locations * * * Telephone Email * USA: +1 (714)974 -2500 support @reiusa.com * CANADA +1 (905)632 -4771 detech @odandetech.com * * UK +44(1454)207 -000 support @reel.co.uk * FRANCE +33(0)1 64551084 support @reel.co.uk * GERMANY +49/931/40468 -71 info @reig.de * NORWAY +47 67 57 21 30 support @reel.co.uk * SINGAPORE +65 6225 - 6015/16 support @reiasia.net * INDIA +91(033)2357 -3575 support @calcutta.reiusa.com * * JAPAN +81(03)5952 -6500 eng- eye @crc.co.jp * CHINA +86(411)363 -1983 support @reiasia.net * * * North America support @reiusa.com * Europe support @reel.co.uk * Asia support @reiasia.net ***************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Revisions 2 -9 -05 \Revised Frame 'A' bm &col.anl e 8 of 8 Wednesday, February 09, 2005, 12:43 PM PAGE NO. 1 ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * STAAD.Pro * Version 2004 Bld 1002.US * Proprietary Program of * Research Engineers, Intl. * Date = FEB 9, 2005 * Time= 12:43:17 * * * USER ID: DLRGroup ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE INPUT FILE: Revised Frame 'A' bracing.STD 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 5 0 18.33 0; 6 30 18.33 0; 9 0 36.33 0; 10 30 36.33 0 12. 13 15 0 0 13. MEMBER INCIDENCES 14. 1 5 6; 7 9 10; 10 1 5; 11 2 6; 14 5 9; 15 6 10; 18 5 13; 19 6 13; 24 9 6 15. 25 5 10 16. DEFINE MATERIAL START 17. ISOTROPIC STEEL 18. E 4.176E +006 19. POISSON 0.3 20. DENSITY 0.489024 21. ALPHA 6.5E -006 22. DAMP 0.03 23. ISOTROPIC STEELCOL 24. E 4.176E +007 25. POISSON 0.3 26. DENSITY 0.489024 27. DAMP 0.03 28. ALPHA 6.5 29. END DEFINE MATERIAL 30. MEMBER PROPERTY AMERICAN 31. 10 11 14 15 TABLE ST W12X53 32. 18 19 TABLE ST TUB60608 33. 24 25 TABLE ST TUB60606 34. 7 TABLE ST W16X26 35. 1 TABLE ST W16X40 36. CONSTANTS 37. MATERIAL STEEL MEMB 1 7 18 19 24 25 38. MATERIAL STEELCOL MEMB 10 11 14 15 39. SUPPORTS 40. 1 2 13 PINNED L: \pro3ects \74- 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Revisions 2 -9 -05 \Revised Frame 'A' bracing.anl 2 of 6 ccF(L Wednesday, February 09, 2005, 12:43 PM STAAD PLANE -- PAGE NO. 2 41. MEMBER RELEASE 42. 1 7 18 19 24 25 START MZ 43. 7 18 19 24 25 END MZ 44. *LOAD 1 DEAD 45. *JOINT LOAD 46. *9 FY -2 47. *10 FY -2.3 48. *MEMBER LOAD 49. *7 UNI GY -0.23 50. LOAD 2 SEISMIC 51. MEMBER LOAD 52. 7 UNI X 2.07 53. *LOAD 3 LIVE 54. *LOAD 4 SNOW 55. *JOINT LOAD 56. *9 FY -2.1 57. *10 FY -2.5 58. *MEMBER LOAD 59. *7 UNI GY -0.25 60. LOAD COMB 5 1.346D +1.3E +.5L 61. 2 1.3 62. LOAD COMB 6 .754D +1.3E 63. 2 1.3 64. PERFORM ANALYSIS ** WARNING ** A STIFF MATERIAL WITH 1.000E+01 TIMES THE STIFFNESS OF STEEL ENTERED. PLEASE CHECK. P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER+ELEMENTS /SUPPORTS = 7/ 10/ 3 ORIGINAL /FINAL BAND- WIDTH= 4/ 4/ 13 DOF TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 15 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/ 442599.1 MB ZERO STIFFNESS IN DIRECTION 6 AT JOINT 13 EQN.NO. 15 LOADS APPLIED OR DISTRIBUTED HERE FROM ELEMENTS WILL BE IGNORED. THIS MAY BE DUE TO ALL MEMBERS AT THIS JOINT BEING RELEASED OR EFFECTIVELY RELEASED IN THIS DIRECTION. 65. LOAD LIST 5 66. *PRINT STORY DRIFT 67. *PRINT SUPPORT REACTION LIST 1 TO 4 68. PRINT MEMBER FORCES LIST 1 7 10 11 14 15 18 19 24 25 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Revisions 2 -9 -05 \Revised Frame 'A' bracing.anl 2 of 6 OT /I7d Wednesday, February 09, 2005, 12:43 PM STAAD PLANE -- PAGE NO. 3 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 -0.01 -0.15 0.00 0.00 0.00 0.00 6 0.01 0.15 0.00 0.00 0.00 -4.44 7 5 9 -40.32 0.00 0.00 0.00 0.00 0.00 10 -40.41 0.00 0.00 0.00 0.00 0.00 10 5 1 -97.76 -0.10 0.00 0.00 0.00 0.00 5 97.76 0.10 0.00 0.00 0.00 -1.77 11 5 2 97.77 0.03 0.00 0.00 0.00 0.00 6 -97.77 -0.03 0.00 0.00 0.00 0.46 14 5 5 -24.13 0.10 0.00 0.00 0.00 1.77 9 24.13 -0.10 0.00 0.00 0.00 0.00 15 5 6 24.12 0.22 0.00 0.00 0.00 3.97 10 -24.12 -0.22 0.00 0.00 0.00 0.00 18 5 5 63.79 0.00 0.00 0.00 0.00 0.00 ,i 13 -63.79 0.00 0.00 0.00 0.00 0.00 19 5 6 -63.80 0.00 0.00 0.00 0.00 0.00 13 63.80 0.00 0.00 0.00 0.00 0.00 24 5 9 46.90 0.00 0.00 0.00 0.00 0.00 6 -46.90 0.00 0.00 0.00 0.00 0.00 25 5 5 -46.87 0.00 0.00 0.00 0.00 0.00 10 46.87 0.00 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 69. PARAMETER 70. CODE LRFD 71. LY 1 MEMB 1 7 72. LZ 1 MEMB 1 7 73. UNB 1 MEMB 1 7 74. UNT 1 MEMB 1 7 75. BEAM 1 MEMB 1 7 10 11 14 15 18 19 24 25 76. FYLD 7200 MEMB 1 7 10 11 14 15 18 19 24 25 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Revisions 2 -9 -05 \Revised Frame 'A' bracing.anl 3 of 6 Cc -11 Wednesday, February 09, 2005, 12:43 PM STAAD PLANE -- PAGE NO. 4 77. FYLD 6624 MEMB 18 19 24 25 78. TRACK 1 MEMB 1 7 10 11 14 15 18 19 24 25 79. CHECK CODE MEMB 18 19 24 25 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Revisions 2 -9 -05 \Revised Frame 'A' bracing.anl 4 of 6 Wednesday, February 09, 2005, 12:43 PM STAAD PLANE -- PAGE NO. 5 STAAD.PRO CODE CHECKING - (LRFD 3RD EDITION) ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 18 ST TUB60608 (AISC SECTIONS) PASS LRFD- H1 -1A -C 0.478 5 63.79 C 0.00 0.00 0.00 I DESIGN STRENGTHS FOR MEMBER 18 UNITS - KIP IN I PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 I 19 ST TUB60608 (AISC SECTIONS) PASS LRFD- H1 -1B -T 0.074 5 63'.80 T 0.00 0.00 0.00 DESIGN STRENGTHS FOR MEMBER 19 UNITS - KIP IN I PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 I 24 ST TUB60606 (AISC SECTIONS) PASS LRFD- H1 -1A -C 0.931 5 46.90 C 0.00 0.00 0.00 DESIGN STRENGTHS FOR MEMBER 24 UNITS - KIP IN I PNC= 50.36 PNT= 334.51 MNZ= 691.31 MNY= 695.52 VN= 111.78 25 ST TUB60606 (AISC SECTIONS) PASS LRFD- H1 -1B -T 0.070 5 46.87 T 0.00 0.00 0.00 I DESIGN STRENGTHS FOR MEMBER 25 UNITS - KIP IN I I PNC= 50.36 PNT= 334.51 MNZ= 691.31 MNY= 695.52 VN= 111.78 I * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 80. FINISH L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Revisions 2 -9 -05 \Revised Frame 'A' bracing.anl 5 of 6 (pr,73 Wednesday, February 09, 2005, 12:43 PM STAAD PLANE -- PAGE NO. 6 * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= FEB 9,2005 TIME 12 :43:18 * * ** ***************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact * Research Engineers Offices at the following locations * * * * Telephone Email * USA: +1 (714)974 -2500 support @reiusa.com * CANADA +1 (905)632 -4771 detech @odandetech.com * * UK +44(1454)207 -000 support @reel.co.uk * FRANCE +33(0)1 64551084 support @reel.co.uk * GERMANY +49/931/40468 -71 info @reig.de * NORWAY +47 67 57 21 30 support @reel.co.uk * • SINGAPORE +65 6225 - 6015/16 support @reiasia.net * INDIA +91(033)2357 -3575 support @calcutta.reiusa.com * * JAPAN +81(03)5952 -6500 eng- eye @crc.co.jp * CHINA +86(411)363 -1983 support @reiasia.net * * * North America support @reiusa.com * Europe support @reel.co.uk * Asia support @reiasia.net ***************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Revisions 2 -9 -05 \Revised Frame 'A' bracang.anl 6 of 6 Calculations t-F toy DLR G roup Date Subject Computed Checked Project Name Project Number Page (of pages) f 0-9 puLz e A c- N ) c- A 9, tc ' N , .< /, (o -x - 70v— -�`� • e (evLs c:54-o.3! i - {�` \A -7 ,,�a�� L - • I cl) HY t — ,,5c L I h Lam-- -s -'- 23 /(,Lev. CGFJ Calculations DLRGroup Date Subject Computed Checked Project Name Project Number Page (of pages) 1 d pt. s - /, ! Li k /F7" e, =e .` - 44t,e-fIL C�t�W �'11V �►�� -� X `J X 72 h WCS+ SX_� X2 S_ �5 - ` - } rte— o3_ 3 - 7 , 7,e. ' yk" k O tt, 4, OF f,71 1 ILI Calculations ®LRGroup 1 Date Subject Computed Checked Project Name Project Number Page (of pages) _ i— C [` ? ' ( 3 0 1 1 4 -1 ,' t l c 2. i Ls + S') 41- (75 t 1?:) , -- 1) "i" -4 - \`'. t4A- - • - . . SH. -1; S'� - Marc cA, : - o4 ; • i • • ,,,,,,,,,,,.„,c ' 263P . � � 1 c:) ;,,. OREGON .. • ,,, S 1 rte' /3 % ' r E;PRs t":" E V FILE COPY • , • DLR Group Architecture Planning Interiors Washington Square Mall -Area B Tigard, Oregon Structural Calculations Project No. 74 03103 - 00 December 17, 2004 Volume 1 City of Tigard Approved Plans By nn.Laii- Date : ®s buP2ooc{ - Dogss' f5 s 5 w wkJN,,v f / fig �° • NOTICE: These documents are instruments of professional service, and information contained therein is incomplete unless used in conjunction with DLR Group's interpretations, decisions, observations and administrations Use or reproduction of these documents in whole or in part without DLR Group's consent is in violation of common law, copyrights, statutory and other reserved rights, which preempts state and local public records act L © 2004 DLR Group Architecture & Planning inc., an Oregon corporation, ALL RIGHTS RESERVED. STRUCTURAL CALCULATIONS FOR Washington Square Mall - Phase 2 . UCTUF?. • Tigard, Oregon ,.6, `c � NFs s�o V " � 73263PE DLR PROJECT NO. 74- 03103 -01 9-17-04 3 OREGON oa r / EXPIRES IZ�31 1 oT j TABLE OF CONTENTS PAGE MALL EXPANSION - VOLUME ONE: DESIGN LOADS 1.1.1 -1.1.3 FRAMING 1.2.1 - 1.2.122 EXISTING MALL FRAMING 1.3.1 - 1.3.29 COLUMN DESIGN 1.4.1 - 1.4.60 FOUNDATION DESIGN 1.5.1 -1.5.8 LATERAL ANALYSIS 1.6.1 - 1.6.228 MISCELLANEOUS WEST GARAGE - VOLUME TWO: DESIGN LOADS 2.1.1 - 2.1.2 P/T DECK 2.2.1 - 2.2.67 PRECAST DESIGN 2.3.1 - 2.3.16 FOUNDATION DESIGN 2.4.1 - 2.4.32 LATERAL ANALYSIS 2.5.1 - 2.5.14 MISCELLANEOUS 2.6.1 GEOTECHNICAL MEMORANDUM - FOR INFORMATION ONLY DLR Group 900 Fourth Ave., Suite 700 Seattle, WA 98164 (206- 461 -6000) TITLE (2) revised 7/98 DLR Group 1997 UBC L LOADS SUMMARY Dead Loads: Roof = 23 psf Floor = 75 psf Stair = 45 psf Soffit = 200 plf Spandrel = 200 plf Skylight = 500 plf Live Loads: Snow = 25 psf Floor = 100 psf Stair = 100 psf Skylight = 200 plf Drift on Lower Roof: 60 to 0 psf over 15 ft Drift on Main Roof: 40 to 0 psf over 12 ft Stair / Escalator Point Load: P = 15 kips ® DLR Group . Calculations 9 Date 10/6/2003 Subject Design Criteria Roof Dead Loads Computed Checked D. Munn Project Name Washington Square Project Number 74- 03103 -00 ( 2_ Page (of pages) STANDARD;ROOFrDE L - - _ Designated Area: D - , ' - Unit. .:, ' . .�c_ ,, : 0 - ' p�? - , 'm, ,m u. • Material Weight E ' °0 . > � nn E. ° - rQ '` .co E v) '� u) E (.0 E ci) (00 _E r , :I -- E_ r 1 X Y X Y Membrane Insulation- .: _ X - _ Board ... 2 X y X � y De ck,; - � � _.. : ... - . - ....� , �< ., _ . '� Beams & Girders 5.5 X X X .- y 0 E. 2.5 X I y X � y I 36 X. y,r. r , 1 y - -_ , waling. . .. °� _ - 4• ;I 4 , � - - _ lla eo . -. . - M is c e - -, „ _ Total Dead Load (Psf) 22 �s.5 22 �s.5 NOTES 9 DLR Group Roof Design Loads ® DLR Group p Er Date 10/6/2003 Subject Design Criteria Floor Dead Loads Computed Checked D. Munn Project Name Washington Square Project Number 74- 03103 -00 \ 1 Page (of pages) STANDARD 'FLOOR: DEAD- LOADS , • - Designated Area'= Descriptions Unit E , o' -;&. -, rn� -o i a v_ a t a Material W,eight _ m 'a �_ : ' oa � ' Q. ' 'a Composite Metal Deck with Topping 56 5 1/2" Y X y X I ° Deck ..,: .. 'L::. _ : - ; 'X . � Steel Beam 7 X y�„ _ Ceiling 3.6 X Y X Y 1 X = Sprinkler _= - . > _ :'1 :i `� -' 2.5 X Y X Y 1 i -_ -- -- - A i r - - - -;-i- ' - - - - -- . ;i - --- I i Misc a ` ;': _ 3 Total Dead Load (Psf) 68.6 I 68.6 75.61 68.6 ' NOTES AP DLR Group Floor Design Loads Calculations DLR Group Date Subject pet, IC DE 51 9 r Computed Checked Project Name Project Number I .2. I Page (of pages) M I / Roof L.,,E- { ; 3no14/- 25ft.s TL _'fig psf Drp-r = Lo iv 0 (1Jis� ede, � oJ�i /2Hrt) fr 6 Use 1 G* l � pe— }or 2 - Seim; / Loc<d _ , G f .1° s > /1e 4a 1 F loo lie k Laws; . 7S fiF L psi 3 c= oo LV � Pf S 5- Z k I GA- W2 'Forri (olc f F f ,— Z /t co( �—o = 301 rf f 17.S v-F F rGhr� f1c�f 14-1 5 ; p / - ( I J l Calculations ®LRGroup Date Subject iSc , La& d 5 -6r De Des yn Computed Checked Project Name Project Number I _ 2. Z Page (of pages) f s s 1 ko,di L- 23 PsF t 7,5 _, LPL i72,5 pif L'2S psf LL 1 v7,5 pl-F rltix T L = 360 f/4' L= p„ USe 2 k 366 7/ / • . A- = IZ / -6 �' 22 - - L I5 ps-( y i L L= IL10 s f - P y 1 �' D L = 2 z' x 75 s-F / z - r /f LL- Z2'xIOO /2 - /100' e � @ L4„4- o o-r p = L,Yrsf (A = z ) / Sf DL= ZS / off - PL:- / 95 4 1 ►W - y v = 5 I w �� = 9z FIT DL 77S /r w� = lOO e lf r °G p = 1 76 p Calculations DLR Group Date / Subject ! ' � fSC Lar. -uf -- - - -- Computed Checked Project Name Project Number -- — -- — I 2.3 Page (of pages) 13e-t, f e G-6 (Rove) 6 (0 2-3 ,91-F 0 L= 7$ ps-1 • LL =' z S y s 4 L L ` Gbh / s c iw= -2 -Pf TV "i 10 -r- v _ ?If VOL _ �2 � If I� s� Ty/ be- 5 zc) v✓ � !IF W L � = 10 VDA- = 112- P I "�wx,. = 176 pl-F Dr ;f+ or, U f ps,,- R.o o-F `t'0 +o 0 psf 0 ✓er ) 2 -H– ` C 4o +z.S . ) W e ( 1 7' 54 ) z 7 42 /F 3�. 7, usE I3d 6 I T _ ( ) (7,x $ 5 W 7,54o o � S� l / / ft; r Mo�� ,Vr;f4- PA Roof (0 do 0 Fs T Dyer 15- 60 tfZ Go 1 ✓mi ( E F zy ,✓ = r sz 3c ) 4 ` i t = 176 e I v V V V .r T = w = /3t rz'i ) / 9P o" - I :0" 1 - o �,r l Z / ( ( / f � Title : Job # Dsgnr: Date: 4:06PM, 17 JUN 04 Description : Scope : I . Z , L-{ Rev 560100 User. KW -0603512, Ver5.61, 25- Oct -2002 Steel Beam Design Page 1 _ (c)1983 -2002 ENERCALC Engineering Software I' \ projects \74 -03103 -00- 7373\ +design \st \area Description Typ Beam @ Cant Roof General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X19 Fy 50.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 30.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads # 1 #2 #3 #4 #5 #6 #7 DL 0.092 k/ft LL 0.100 0.176 k/ft ST k/ft Start Location ft End Location 30.000 30.000 ft Summary Beam OK S tatic Load Case Governs Stress Using: W12X19 section, Span = 30.00ft, Fy = 50.0ksi End Fixity = Pinned- Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 43.528 k -ft 58.799 k -ft Max. Deflection -1.870 in fb : Bending Stress 24.429 ksi 33.000 ksi Length /DL Defl 671.4 : 1 fb / Fb 0.740: 1 Length /(DL +LL Defl) 192.5 : 1 Shear 5.804 k 57.152 k fv : Shear Stres: 2.031 ksi 20.000 ksi fv / Fv 0.102: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 43.53 k -ft 12 48 43.53 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 5.80 k 1.66 5.80 k Shear @ Right 5.80 k 1.66 5.80 k Center Defl. -1.870 in -0.536 -1.870 -1.870 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.80 1.66 5.80 5.80 k Reaction @ Rt 5.80 1.66 5.80 5.80 k Fa calc'd per Eq. E2 -1, K *L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Section Properties W12X19 Depth 12.160 in Weight 18.92 #/ft r -xx 4.831 in Width 4.005 in I -xx 130.00 in4 r -yy 0.822 in Web Thick 0.235 in I -yy 3.76 in4 Rt 1.000 in Flange Thickness 0.350 in S -xx 21.382 in3 Area 5.57 in2 S -yy 1.878 in3 Title : Job # Dsgnr: Date: 11:27AM, 25 JUN 04 Description : Scope : f • Z - S Rev 560100 User KW-0603512,Ver561,25- Oct -2002 Steel Beam Design Page 1 _ (c)1983 -2002 ENERCALC Engineering Software I. \ projects \74 -03103 -00- 7373\ +design \st \area Description 37.5' Beam @ Cant Roof General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X35 Fy 50.O0 ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 37.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads # 1 #2 #3 #4 #5 #6 #7 DL 0.092 k/ft LL 0.100 0.176 k/ft ST k/ft Start Location ft End Location 37.500 37.500 ft Summary Beam OK Static Load Case Governs Stress Using: W12X35 section, Span = 37.50ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 70.837 k -ft 125.400 k -ft Max. Deflection -2.169 in fb : Bending Stress 18.641 ksi 33.000 ksi Length /DL Defl 658.3 : 1 fb/Fb 0.565:1 Length /(DL +LL Defl) 207.4 : 1 Shear 7.556 k 75.000 k fv : Shear Stres: 2.015 ksi 20.000 ksi fv / Fv 0.101 : 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 70.84 k -ft 22.32 70.84 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 7.56 k 2.38 7.56 k Shear @ Right 7.56 k 2.38 7.56 k Center Defl. -2.169 in -0.684 -2.169 -2.169 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 7.56 2.38 7.56 7.56 k Reaction @ Rt 7.56 2.38 7.56 7.56 k Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Section Properties W12X35 uswy Depth 12.500 in Weight 34.99 #/ft r -xx 5.260 in Width 6.560in I -xx 285.00 in4 r -yy 1.542 in Web Thick 0.300 in I -yy 24.50 in4 Rt 1.740 in Flange Thickness 0.520 in S -xx 45.600 in3 Area 10.30 in2 S -yy 7.470 in3 Title : Job # Dsgnr: Date: 10:59AM, 25 JUN 04 Description : Scope : ` , 2- .(0 Rev 560100 User KW-0603512, Ver56.1, 25-Oct -2002 Steel Beam Design Page 1 _ (c)1983 -2002 ENERCALC Engineering Software I \ projects \ 74-03103-00-7373 \ +design \ st \ area Description 40' Beam @ Cant Roof General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W14X34 Fy 50.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 40.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads # 1 #2 #3 #4 #5 #6 #7 DL 0.092 k/ft LL 0.100 0.176 k/ft ST k/ft • Start Location ft End Location 40.000 40.000 ft Summary Beam OK S tatic Load Case Governs Stress Using: W14X34 section, Span = 40.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 80.393 k -ft 133.762 k -ft Max. Deflection -2.348 in fb : Bending Stress 19.834 ksi 33.000 ksi Length /DL Defl 652.3 : 1 fb/Fb 0.601 : 1 Length /(DL +LL Defl) 204.4 : 1 Shear 8.039 k 79.686 k fv : Shear Stres: 2.018 ksi 20.000 ksi fv / Fv 0.101 : 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 80.39 k -ft 25.19 80.39 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 8.04 k 2.52 8.04 k Shear @ Right 8.04 k 2.52 8.04 k Center Defl. -2.348 in -0.736 -2.348 -2.348 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0 000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 8.04 2.52 8.04 8.04 k Reaction @ Rt 8.04 2.52 8.04 8.04 k Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Section Properties W14X34 Depth 13.980 in Weight 33.97 #/ft r -xx 5.831 in Width 6.745 in 1 -xx 340.00 in4 r -yy 1.526 in Web Thick 0.285 in I -yy 23.30 in4 Rt 1.760 in Flange Thickness 0.455 in S -xx 48.641 in3 Area 10.00 in2 S -yy 6.909 in3 Title : Job # Dsgnr: Date: 10:59AM, 25 JUN 04 Description : Scope : • Z - -1 Rev 560100 Page 1 User KW-0603512. Ver 5.6.1, 25- Oct -2002 Steel Beam Design (01983 -2002 ENERCALC Engineering Software I \ projects \74 -03103-00 - 7373\ +design \st \area Description 43' Beam @ Cant Roof General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W14X38 Fy 50.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 43.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads # 1 #2 #3 #4 #5 #6 #7 DL 0.092 k/ft LL 0.100 0.176 k/ft ST k/ft Start Location ft End Location 43.000 43.000 ft Summary Beam OK S tatic Load Case Governs Stress Using: W14X38 section, Span = 43.00ft, Fy = 50.Oksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 93.847 k -ft 150.177 k -ft Max. Deflection -2.797 in fb : Bending Stress 20.622 ksi 33.000 ksi fb / Fb 0.625:1 Length /DL Defl 575.9 : 1 Length /(DL +LL Defl) 184.5 : 1 Shear 8.730 k 87.420 k fv : Shear Stres: 1.997 ksi 20.000 ksi fv / Fv 0.100: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum _ Only @ Center @ Center @ Cants @ Cants Max. M + 93.85 k -ft 30.06 93.85 k -ft Max. M - k -ft Max M @ Left k -ft Max. M @ Right k -ft Shear @ Left 8.73 k 2.80 8.73 k Shear @ Right 8.73 k 2.80 8.73 k Center Defl. -2.797 in -0.896 -2.797 -2.797 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0 000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 8.73 2.80 8.73 8.73 k Reaction @ Rt 8.73 2.80 8.73 8.73 k Fa calc'd per Eq. E2 -1, K *Llr < Cc I Beam Passes Table B5.1, Fb per Eq F1 -1, Fb = 0.66 Fy Section Properties W14X38 Weight .: >. _,*r it krir* &...,1r it &r 'fa'.. W� fi i�"..rir u`'r r*irri..sl..,. •^ Ynr ..3's, Depth 14.100 in Weight 38.04 #/ft r -xx 5.863 in Width 6.770 in l -xx 385.00 in4 r -yy 1.544 in Web Thick 0.310 in I -yy 26.70 in4 Rt 1.770 in Flange Thickness 0.515 in S -xx 54.610 in3 Area 11.20 in2 S -yy 7.888 in3 Title : Job # • Dsgnr: Date: 10:59AM, 25 JUN 04 Description : Scope: S Rev' 560100 User KW -0603512, Ver56 1, 25-Oct -2002 Steel Beam Design Page 1 (c)1983 -2002 ENERCALC Engineering Software I. \ projects \74 -03103 -00- 7373\ +design \st \area Description Typ Beam Below @ Grid GG General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X19 Fy 50.00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 30.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads # 1 #2 #3 #4 #5 #6 #7 DL 0.046 k/ft LL 0.050 0.112 k/ft ST k/ft Start Location ft End Location 30.000 30.000 ft Summary Beam OK S tatic Load Case Governs Stress Using: W12X19 section, Span = 30.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 25.528 k -ft 58.799 k -ft Max. Deflection -1.097 in fb : Bending Stress 14.327 ksi 33.000 ksi Length /DL Defl 1,147.1 : 1 fb / Fb 0.434: 1 Length /(DL +LL Defl) 328.2 : 1 Shear 3.404 k 57.152 k i fv : Shear Stres: 1.191 ksi 20.000 ksi fv / Fv 0.060: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 25.53 k -ft 7.30 25.53 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 3.40 k 0.97 3.40 k Shear @ Right 3.40 k 0.97 3.40 k Center Defl. -1.097 in -0.314 -1.097 -1.097 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.40 0 97 3.40 3.40 k Reaction @ Rt 3.40 0.97 3.40 3.40 k Fa calc'd per Eq. E2 -1, K*Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Section Properties W1 2X1 9 Depth 12.160 in Weight 18.92 #/ft r -xx 4.831 in Width 4.005in 1 -xx 130 00 in4 r -yy 0.822 in Web Thick 0.235 in I -yy 3.76 in4 Rt 1.000 in Flange Thickness 0.350 in S -xx 21.382 in3 Area 5.57 in2 S -yy 1.878 in3 Title : Job # Dsgnr: Date: 11:00AM, 25 JUN 04 Description : Scope : 1 . 2- . 6 1 Rev. 560100 User KW -0603512, Ver5.61, 25- Oct -2002 Steel Beam Design Page 1 _ (c)1983 -2002 ENERCALC Engineering Software I. \ projects \ 74-03103-00-7373 \ +design \ st \ area Description 40' Beam Below @ Grid GG General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X26 Fy 50.00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 40.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads # 1 #2 #3 #4 #5 #6 #7 DL 0.046 k/ft LL 0.050 0.112 k/ft ST k/ft Start Location ft End Location 40.000 40.000 ft Summary Beam OK S tatic Load Case Governs Stress Using: W12X26 section, Span = 40.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1 000 Actual Allowable Moment 46.797 k -ft 91.817 k -ft Max. Deflection -2.278 in fb : Bending Stress 16.819 ksi 33.000 ksi Length /DL Defl 684.9 : 1 fb / Fb 0.510: 1 Length /(DL +LL Defl) 210.7 : 1 Shear 4.680 k 56.212 k fv : Shear Stres: 1.665 ksi 20.000 ksi fv / Fv 0.083: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 46.80 k -ft 14.40 46.80 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 4.68 k 1.44 4.68 k Shear @ Right 4.68 k 1.44 4.68 k Center Defl. -2.278 in -0.701 -2.278 -2.278 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 4.68 1.44 4.68 4.68 k Reaction @ Rt 4.68 1.44 4.68 4.68 k Fa calc'd per Eq. E2 -1, K *L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Section Properties W12X26 Depth 12.220 in Weight 25.98 #/ft r -xx 5.164 in Width 6.490 in I -xx 204.00 in4 r -yy 1.504 in Web Thick 0.230 in I -yy 17.30 in4 Rt 1.720 in Flange Thickness 0.380 in S -xx 33.388 in3 Area 7.65 in2 S -yy 5.331 in3 Title : Job # Dsgnr: Date: 11:00AM, 25 JUN 04 Description : Scope : 1 • 2- . I O Rev 560100 User KW-0603512, Ver 561, 25- Oct -2002 Steel Beam Design Page 1 (c)1983 -2002 ENERCALC Engineering Software I \ projects \74 -03103 -00- 7373\ +design \st \area Description 43' Beam Below @ Grid GG General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X30 Fy 50.00 ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 43.00 ft Bm Wt Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads # 1 #2 #3 #4 #5 #6 #7 DL 0.046 k/ft LL 0.050 0.112 k/ft ST k/ft Start Location ft End Location 43.000 43.000 ft Summary Beam OK Static Load Case Governs Stress Using: W12X30 section, Span = 43.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 54.975 k -ft 106.078 k -ft Max. Deflection -2.651 in fb : Bending Stress 17.102 ksi 33.000 ksi Length /DL Defl 610.4 : 1 fb/Fb 0.518:1 Length /(DL +LL Defl) 194.7 : 1 Shear 5.114 k 64.168 k r so fv . Shear Stress 1.594 ksi 20.000 ksi fv / Fv 0.080: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 54.97 k -ft 17.53 54.97 k -ft Max. M - k -ft Max. M @ Left . k -ft Max. M @ Right k -ft Shear @ Left 5.11 k 1.63 5.11 k Shear @ Right 5.11 k 1.63 5.11 k Center Defl. -2.651 in -0.845 -2.651 -2.651 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.11 1.63 5.11 5.11 k Reaction @ Rt 5.11 1.63 5.11 5.11 k Fa calc'd per Eq. E2 -1, K *L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Section Properties W12X30 Depth 12.340 in Weight 29.86 #/ft r -xx 5.203 in Width 6.520in I -xx 238.00 in4 r -yy 1.520 in Web Thick 0.260 in I -yy 20.30 in4 Rt 1.730 in Flange Thickness 0.440 in S -xx 38.574 in3 Area 8.79 in2 S -yy 6.227 in3 Title : Job # Dsgnr: Date: 10:19AM, 21 JUN 04 Description : Scope : I . 2- - 1 I Rev 560100 User KW- 0603512, Ver 56.1, 25-Oct -2002 Composite Steel Beam Page 1 (01983 -2002 ENERCALC Engineering Software I. \ projects \74 -03103 -00- 7373\ +design \st \area Description Typ Beam @ Cant Floor Design Input Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Section Name W12X22 Fy 50.00 ksi Beam Span 30.000 ft f'c 3,500.00 psi Beam Spacing 8.000 ft Concrete Density 145.00 pcf Slab Thickness 5.000 in Stud Diameter 0.750 in Deck Rib Height 2.000 in Stud Height 4.000 in Rib Spacing 12.000 in Beam Weight Added Internally Rib Width 8.000 in Using Partial Composite Action Rib Orientation Perpendicular Elastic Modulus 29,000.00 ksi Beam Location Slab One Side • Dead Loads (applied before 75% curing) Full Span Uniform Loads... Point Loads... #1 0.375k/ft #1 k ft Live Loads (applied after 75% curing) Full Span Uniform Loads... Point Loads... #1 0.500k/ft #1 k ft Summary OK Shored & Unshored Using: W12X22, Span = 30.00ft, Slab Thickness = 5.000in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 8.00in w/ Slab Stress Checks for Shored & Unshored Cases... @ Bottom of Beam Actual = 26,420.6 psi Allowable = 33,333.0 psi OK Unshored DL Stress Actual = 21,146.5 psi Allowable = 33,333.0 psi OK Actual Shear Stress Actual = 4,203.9 psi Allowable = 20,000.0 psi OK Unshored Stress Check.... (Mdl /Ss + MII /Strans) Actual = 35,873.6 psi Allowable = 45,000.0 psi OK MII / Strans(top) Actual = 569.7 psi Allowable = 1,575.0 psi OK Alternate Unshored Stress Check : (Mdl + MII) / Ss 47,778.7 38,000.0 psi Shored Concrete Stress Check....(Mdl + MII) / (Strans:top * n) 1,022.0 1,575.0 psi Shear Studs & Shear Transfer Actual # Studs 20 per 1/2 beam span Stud Capacity 12.50 k V'h : min 49.72 k Total req'd 1/2 Span 4 studs Vh @ 100% 162.00 k Vh : Used 162.00 k Zone 1 from 0.000 ft to 5.000 ft , Use 7 studs Zone 2 from 5.000 ft to 10.000 ft , Use 7 studs Zone 3 from 10.000 ft to 15.000 ft , Use 6 studs Zone 4 from 15.000 ft to 20.000 ft , Use 6 studs Zone 5 from 20 000 ft to 25.000 ft , Use 7 studs Zone 6 from 25.000 ft to 30.000 ft , Use 7 studs Title : Job # Dsgnr: Date: 10 21 JUN 04 Description : Scope: I • 2 . IZ Rev. 560100 User: KW -0603512, Ver5.6.1, 25- Oct -2002 Composite Steel Beam Page 2 _ (c)1983 -2002 ENERCALC Engineering Software I \ projects \ 74-03103-00-7373 \ +design \ st \ area Description Typ Beam @ Cant Floor Deflections I : Transformed 596.81 in4 I : Effective 596.81in4 Shored Unshored Before 75 % Curing 0.418 in (after shores removed) 1.599 in Construction Loads Only 0.000 in 0.000 in After 75% Curing 0.526 in 0.526 In Total Uncured Deflection 0.418 in : L / 861.6 1.599 in : L / 225.2 Composite Deflection 0.944 in : L / 381.2 2.125 in : L / 169.4 Reactions Load Combinations... @ Left @ Right Dead + Constuction 5.96 k 5.96 k Composite 7.50 k 7.50 k Max DL + LL 13.46 k 13.46 k Analysis Values Maximum Moments Effective Flange Width... Dead Load Alone 44.66 k -ft Fb : Allow 33.00 psi Based on Beam Span 3.750 ft Dead + Const 44.66 k -ft n • Strength 8.60 Based on Beam Spacing 4.000 ft Live Load Only 56.25 k -ft n : Deflection 8.51 Dead + Live 100.91 k -ft Effective Width 3.750 ft Support Shears Shear @ Left 13.46 k Shear @ Right 13.46 k Section Properties Section Name W12X22 Depth 12.310 in Ixx : Steel Section 156.00 in4 Width 4.003 in I transformed 595.34 in4 Flange Thick 0.425 in Strans : top 137.78 in3 Web Thick 0.260 in Strans : bot 45.83 in3 Area 6.480 in2 Strans : eff @ bot 45.83 in3 Weight 22.011 #/ft n *Strans : Ef @ top 1,184.9 in3 I -steel 156.00 in4 X -X Axis from Bot 12.99 in S steel : top 25.35 in3 Vh @ 100% 162.00 k S steel : bottom 25.35 in3 Title : Job # Dsgnr: Date: 10:19AM, 21 JUN 04 Description : Scope : -I - Z . 13 Rev 560100 User KW-0603512 Ver56 1, 25- Oct -2002 Composite Steel Beam Page 1 (c)1983 -2002 ENERCALC Engineering Software I. \ projects \74 -03103- 00.7373 \4 design \st \area Description 40' Beam @ Cant Floor Design Input Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Section Name W14X38 Fy 50.00 ksi Beam Span 40.000 ft f'c 3,500.00 psi Beam Spacing 8.000 ft Concrete Density 145.00 pcf Slab Thickness 5.000 in Stud Diameter 0.750 in Deck Rib Height 2.000 in Stud Height 4.000 in Rib Spacing 12.000 in Beam Weight Added Internally Rib Width 8.000 in Using Partial Composite Action Rib Orientation Perpendicular Elastic Modulus 29,000.00 ksi Beam Location Slab One Side Dead Loads (applied before 75% curing) Full Span Uniform Loads... Point Loads... # 1 0.375 k/ft # 1 k ft Live Loads (applied after 75% curing) Full Span Uniform Loads... Point Loads... #1 0.500k/ft #1 k ft Summary OK Shored & Unshored Using: W14X38, Span = 40.00ft, Slab Thickness = 5.000in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 8.00in w/ Slab F Stress Checks for Shored & Unshored Cases... @ Bottom of Beam Actual = 25,601.3 psi Allowable = 33,333.0 psi OK Unshored DL Stress Actual = 18,152.4 psi Allowable = 33,333.0 psi OK Actual Shear Stress Actual = 4,177.7 psi Allowable = 20,000.0 psi OK Unshored Stress Check.... (Mdl /Ss + MIVStrans) Actual = 32,172.2 psi Allowable = 45,000.0 psi OK MII / Strans(top) Actual = 698.4 psi Allowable = 1,575.0 psi OK Alternate Unshored Stress Check : (Mdl + MII) / Ss 40,126.4 38,000.0 psi Shored Concrete Stress Check....(Mdl + MII) / ( Strans:top * n) 1,275.3 1,575.0 psi Shear Studs & Shear Transfer Actual # Studs 20 per 1/2 beam span Stud Capacity 12.50 k V'h : min 53.55 k Total req'd 1/2 Span 6 studs Vh @ 100% 214.20 k Vh : Used 214.20 k Zone 1 from 0.000 ft to 6.667 ft , Use 7 studs Zone 2 from 6.667 ft to 13.333 ft , Use 7 studs Zone 3 from 13.333 ft to 20.000 ft , Use 6 studs Zone 4 from 20.000 ft to 26.667 ft , Use 6 studs Zone 5 from 26.667 ft to 33.333 ft , Use 7 studs Zone 6 from 33.333 ft to 40.000 ft , Use 7 studs sN Title : Job # Dsgnr: Date: 10:19AM, 21 JUN 04 Description : Scope: l -Z•(4 Rev. 560100 Page 2 User. KW-0603512, Ver5.61, 25-Oct -2002 Com posite Steel Beam g )1983 -2002 ENERCALC Engineering Software I. \ projects \74 -03103 - 00-7373\ +design \st \area Description 40' Beam @ Cant Floor Deflections I :Transformed 1,147.89 in4 I : Effective 1,147.89in4 Shored Unshored Before 75 % Curing 0.714 in (after shores removed) 2.130 in Construction Loads Only 0.000 in 0.000 in After 75% Curing 0.865 in 0.865 in Total Uncured Deflection 0.714 in : L / 672.0 2.130 in : L / 225.4 Composite Deflection 1.580 in : L / 303.8 2.995 in : L / 160.3 Reactions Load Combinations... @ Left @ Right Dead + Constuction 8.26 k 8.26 k Composite 10.00 k 10.00 k Max DL + LL 18.26 k 18.26 k Analysis Values Maximum Moments Effective Flange Width... Dead Load Alone 82.61 k -ft Fb : Allow 33.00 psi Based on Beam Span 5.000 ft Dead + Const 82.61 k -ft n : Strength 8.60 Based on Beam Spacing 4.000 ft Live Load Only 100.00 k -ft n : Deflection 8.51 t Dead + Live 182.61 k -ft Effective Width 4.000 ft ' Support Shears Shear @ Left 18.26 k Shear @ Right 18.26 k Section Properties Section Name W14X38 Depth 14.100 in Ixx : Steel Section 385.00 in4 Width 6.770 in I transformed 1,144.52 in4 Flange Thick 0.515 in Strans : top 199.80 in3 Web Thick 0.310 in Strans : bot 85.59 in3 Area 11.200 in2 Strans : eff @ bot 85.59 in3 Weight 38.043 #/ft n*Strans : Ef @ top 1,718.2 in3 I -steel 385.00 in4 X -X Axis from Bot 13.37 in S steel : top 54.61 in3 Vh @ 100% 214.20 k S steel : bottom 54.61 in3 .`t Calculations DLRGroup Date Subject Computed � Checked Project Name Project Number — - - I• Z. IS Page (of pages) (Gh ¢ /e ✓er ) t7P ,c,OT / P, r2 DL= 23 f$f' L L = Z s �f C f!tow> TV= 30 fl W = 31175 Pr Ott ) O Ye r )- ff % w = 60 rs f . 1 = 30'X `PX (23PL f 25 1 ') 2,7t /`, °L PZ = 30 3' x(23D" Z5") = 2.07 ) 2.25i F = (4o2 1 30 `f' = /1.3y'< e 3f? -F7- dr. f Y.= (2.70 4- 2.07 k ) (3, 0 + �) 2.2-51 11. /- `� 3 K °� 16 Sy K « ,7 i< 4 -F- 7 7 k fc- �'_ 27, 6 IC f� E S DI A 3,0k 4 y'+ 2,2 y' a- 11, 3ylt '3.11 _ 711.3 1--c+ rl Calculations DLR Group Date Subject 13 Defiy\ Computed Checked Project Name Project Number Page (of pages) I,2. (27.) 3) k ) r W2 K A 7)r. :7 IK 1Z ;,17 . . Fri bk_ ; Use t,/ /2_ >c 30 ) V 16 1Z ;" ) nte,- leac_ - Rou-1 TV V 7 - -351 r3P (1. V) -°1- it.7 ) = ( P n 36,5/ ( - l< P ) 3 - a ci 54 Ic LL 7 1.2 (35, 7) /.1 (95,Y) - 4 /2 5Lf ;6 OF (5o) , • th-e, v )) 5 9 or t 12) ) ---- ;/, 3 Calculations DLRGroup Date Subject Computed Checked Project Name Project Number - 2 . (1 Page (of pages) A7_ r \—I ✓air Il f:y ∎ /� Re0 ✓" 1) L = 7C f) LL lo . o pxf 7/7//, \ \ \ \w 3C? -v`' A )JV r A = 750 (`1 -R y -2ft 4 f to -Z* r,33-ft) , 1/ �t 1. I K Ll �_ 2 „ y% v /VIL . l� ps fr 1 / / / l I � / � = 1 (/y®) -1-h 27/ f .)- = 3 2 56 '^ _ 7 � zS 6 3 use J O 2 7v r�k f-- `� (so) — 721/1 r n J Y ), ? ( 15 Fez 15 f 5-F) f- 1,1 (150' f) a / 00 rsf j 35k OL 4_ 2 y� 0 LL f _ pp 1 f w � s E � 4 i P i � E Calculations DLRGroup Date Subject Computed Checked Project Name Project Number I.2.VS Page (of pages) fe- 4✓ lie Si) h 6.4c- L- i_ v " . -Cf- f = y0 -F-1 /1 = 130 {f M = 75 (40, 1 1,2 -I- 130 g,3)) - 13,g A 10 ( ) _ 125,1' " I 1.6 A :_-_ 3! 2,7 k �+ 375 Z = is 3 , U5e- I✓I X50 = (A)6, Z = /0/ L =V iw= 3o F! { A- = S0 �t A 125 -(-1 Al _ 7 (50* 1 y (7) = IoB� � � 7 1- E = 100 ( : N5,1 k- - F? I L { Amt' 1, �! �1� f I . 0 rt = 3"-7 2.7 k -c+ ( 4353 k ,n ) V 1 , 2 (175 X - 75 ) 1, 6 ( 175 k 1 00) _ / k , " J� 2 S . O LL I � = ' 41,4 `353 , =� ase_ l✓2.1 2 = 11 0 � i E DLR Group p Date 1 / IV /nh Subject ctid{ Computed M Z Checked Project Name Project Number Page (of pages) 1.2- E s "Fr h se ver 0Ps� y < <s (Roof) l.�l�ky�l Typ ; I f5/2 ' V = 3 2 . l� wore/ /1 231/11c ) V = L , SK w/2x40 C L lc Y'rS f� 1 f I Co VIDx y '.Si k M 4 _ 2)(Z E 7kx k --I — I1.5 -. 5/5 � o O R N r i V s , ' o -may 4325 1 " Port) { + k 0 n Ci 11- (LR 3, 6) o O .75 ( 53,0 N . 205.7 = 3 , �' = y b o ka r ' � „ 2 " 5 3 / / / / / ��� 10 / ,/c_10( SiZ,_ far 3i 1 `/-© PL pR = (,7b7) (5) ( , 6 F e�X ),C (-� 25 - ) 206 ,75 (.707)(s)(,t)( o)( -.7/S) ' ZOO 3 6 5 U S r11 re_,,e - , F , '-c, [0 Wc_14 Calculations DLR Group Date 7 / /fs/09 Subject -,.0{ ( Computed M Z Checked Project Name Project Number Page (of pages) j w _ Q J - FL "Il l (1( ✓t I�y� �cfto'\ ti, `�'1 % h' � _ .S - / r P ~� wF (���r = 2 - /2_(0 - 1 , s , h • /d'i(204 /z> (l,5) 10(36) "(I ( ) ; � 1 )- 1 3 %" rz , 1 y/ ` V A- (.75'5'0 F = 117 - 2, 5 -F < 5 () (L R F P 3 s ) I )17- -z,5 (6,05) 4 �Q = 1 S (� ) 4 SSE f0 kJ; i J A- N (. 71c- ) R= 2_66t f< = ( r 2- t/ F ( K l — e) , Z5(/ S6) ° ) = ) No 1/15,_; l/z r' ve-d 51- fl, „, PL 1 3�j4 '' 10 - I g '/ ✓/ 0 - I '' 0 Do i+f I � Calculations DLRGroup Date Subject torn -N Computed Checked Project Name Project Number Page (of pages) 1 2-, 1 F IA C . ; P vE i� �/� D es 7 ( 1 /oor) 3 75.2 k ' ^) y = 37 S k ) " l✓c.6 S�if� rs l.✓,"rs ; 77„ = y)53k J 17, _ ‘3,I / ` )'L 1 54" 4- 1'''r� 32�►3dlts (Tt5) 1 W 50, COL; VI2 x53 pm -/o PL P - t - , 535 +, _ . 5 7 /Aax � = q353/ (20.g — 2, f y K ( u5& 4- 325 Do /F5 q = 53, ' o 5 0/ 45 = 2 14 K /Sj. a k = y. ° ti 5°"5 Ip a rl rt-ci _ A/! VQM 51 - PL Try 3 = 1( / 2 ( - , y = 0.-6 rh . 2l. k < ,75 x,707)( 5 )( 7U)(i1 -6) = fyd,(K use C p 1� fe e. ri T ' Veler F / -1+✓ 144" WS { �= 2 = I , S��, y y�l (2-11/27)(/' s} _ � �y , 10 36 (1 y 6r�sc � l i�h 17 }� 3k,„.,- � ; f = 2P-0-/(/ k5; foAc; { Co r 14 b 1 )y k < 6,�5 ( - /01 Calculations DLRGroup Date • Subject zIn et_ — Computed Checked Project Name Project Number — — — Page (of pages) f . 2 . 7-2_ D- Aer (�s� i i ,3j1 ; 1/0c50 } x _ ,355 5 375z �� = /(lC - , 5 7.) = z 1"K As' 6 � or T I • use ; 13/1; x/0 116,x � = 325C/(/7, y -, 5z5) _ )v7 l� CoComp\ Sly- (z-RF F.1) V 2 I S /Y = )o i 1.i/2c s3 ) ' or 2/ � _ '3L/ 25' _ A = 5 , `5/(V4) 2 = (,32 � -,5 - 77 1, 1 p — i/ k v E _ z�. 1 /.1 -�/ (s,�7) (2sr�oo) /SD — 0 7 ) �S (kv, .7(,6)F - f = ,1 ( -6) (5 °) ( )7 .1 - 2 (s7s)) (,) = 3 /6 k > /D 1c }OK RAM Modeler V8.2 - Floor Plan: Roof -North DataBase: 'thEnd 09/17/04 10:33:58 6 43 . 9.7 _ 160_ 199. 241 2R0 __ :?24 ._ 366 42 50 83' , Al � r alto 5 — 96 159 48 ( Al VA X00 °' 279 323 371' 41 8 1 a 95 m 158 n 197 o 239 278 m 322 40 81 v N r m m 94 157 196 238 277 321 363 ? 39 49 80 38 = 93 = 156 195 237 = 276 = 320 362 22 '36 91 154 193 235 274 318 360 co to I 21 m 35 90 0 153 m 192 234 ^ 273 v 317 co 359 — N N M vS co i 19 = 34 1 98 152 191 233 272 316 358 4 18 mi .3 47 78 = 123 151 3 190 = 232 = 271 = 315 = 357 t l - _ 17 _ 4 o 4 _ 86 122 - 149 18 ' 230 269 313 355 z 187 268 312 1 ,'121 148 18 .0 229 ?6' •8 1 I :3. 354 r \ ` 1\ 85 co 120 m 147 01:4 -4' .. 228 � ? �.: • t • ',: � 353 m S 75 119 146 18 PO 227 26' •8 0' :31 352 183 264 :e Z 70 1'\ 7 118 145 226 351 \ 182 263" - -- 307 - 7L 117 = 144 = 181 = 225 = 262 1 306 = 350 hg' 72 115 142 179 223 260 304 348 ' ' 56 ` - 114 " 141 " - 178 222 259 - - 303 - - 347 o n v co Lo m m o (22 57 — 113 — 140 - 177 N 221 N 258 N 302 M 346 co v, 45 ' 58 112 139 176 220 257 301 345 tit /X 25 = 69 = 111 138 = 175 219 256 S 300 344 23 68 109 136 173 217 254 298 342 1 4 11 m 67 o 108 N 135 o 172 co 216 253 297 341 m 6 cv 10 66 107 134 171 215 252 296 340 i 11 9 = 65 = 106 = 133 Z 170 214 = 251 = 295 339 4t 13 • \ 6 24 63 104 131 168 212 249 293 337 a W 27 62 o 103 N. 130 v 167 oe 211 o 248 m 292 c? 336 N' N N N co co \, ,,, , Q&1_ 61 102 129 166 210 247 291 335 ! c l 4 F1 21 4 CII �1 1 21 m � 601 "� "�8 "� "5 " 0 9 cog 246 I 290 334 RAM Modeler V8.2 - Floor Plan: Typ -North DataBase: ' thEnd 09/15/04 11:23:06 i I __ 56 , - , j 9. ' 1 ._ 14 ,. 1.65 16 ? 188 214 NI N N ! NI NI 1 4 1 S5 93 4� 8 i ��1 N m N O co 21 1 m 54 92 117 140 163 187 N 210 N — I fr - . 53 91 I 116 139 ± 162 1 186 209 1 it 51 89 114 137 160 184 207 m L co H 3 50 ` 88 - 113 136 N 159 w - 183 `" 206 `" _ a H H 49 71 NI 4 NI NI 42M 135 158 182 205 r g H 1 ' Z I v - i - - - T — 47 - -.. -- �... -70 1, 85 4,---pt..---1.10,—....__m--133---14 156.. 180 _203 �' V i(l f0 h D m O N g ^�t"� v a e v v a cn 4 'A •, A i 71(' 46 69 NI N N 9 NI N l 'z N 155 179 202 PI ,2` 35 d 68 83 108 m 131 154 8 178 201 N il 1 I I, m 0 � 36 67 82 107 130 153 177 200 It t S �,.'` 1 21 45 66 ±_ 81 106 _ - 129 152 ± 176 _ 199 10 44 64 79 104 127 150 174 197 I _ _ a n a m CXC 9 43 63 78 103 w 126 149 173 196 N ;') -'" --..— 6 ` _ 42 = 62 1 77 1 102 125 146 172 195 °`� '\ 22 40 60 75 100 123 170 193 k (NI co 31 39 59 74 99 122 169 192 N s M m m m m M W m ° a ,a'I e t 38 NI NI NI NI NI NI NI 4 NI 144 168 191 I li II II ' RAM Modeler V8.2 - Floor Plan: Roof -South DataBase: ithEnd 09/17/04 11:42:37 96 75, 7 Sa 17 _,....229 fi0_ _. -294_ _.., _.._.....328 T35 ^� 35 ..� µ, 74 114 121 • 74�, � 1 75 � 223 259 293 327 356 I 34 , 73 o 1 145 174 o, 222 258 m 292 ti 326 N 3 ('j n '-*� N N m CO m 33 72 112 144 173 221 257 291 325 3 54 120 32 71 = 111 1, 172 220 = 256 324 - = 2 = X35 °N ' � 30 699 109 n 170 218 254 288 ` T N 29 68 O °I' 1 361 108 -) 92 mI 169 v 217 a I ( 2 253 287 m 321 21 1F ' N N .,. 28 67 ey 147 192 216 252 286 320 27 887 1 ° '`w 215 251 285 318 OC 25 64 87 13 13 1 87 _ ��3$ 1 24 86 138 213 249 283 3 31 . S 63 1 186 248 282 1-::11; 62 1 185 !o w n 247 r 281 - 3 1 ,_ 3£ 61 12 184 246 280 8 212 245 279 !, - - 19- - - - 60 84 12 136 183 � - 34 f 18 $a` 211 i 244 1 278 312 76 ' •- 12 g 16 � 82 134 \8.6C'2- � 3 209 242 276 1 310 15 ---- - 56 --- I -- • 165 -- -- -- 208 241 - - - 275 309 14 "' 103 _ ml 164 N 207 co 240 N 274 362 I 13 54 1'0 102 7 -' 163 206 239 273 307 m �y- 12 53 ' - _ '101 1 162 ± 205 i 238 1 272 = 306 -7, 9• ' 1 10 51 ,' 150 160 203 236 270 304 347 9. 2 14 159 m 202 N 235 m 269 0 303 m i 8 49 ' .2 148 158 201 234 268 302 345 ... 7 48 157 = 200 i 233 i 267 = 301 - 4 - i.J 5 46 ' _._ _._. -. 155 198 231 265 299 342 4 �5 154 197 230 264 298 m 34 N N N (J m 3 44 , , , 153 196 229 263 297 340 N m e u� � m o N m c mI ` °m� m' it (rn 152 195 m' g8 Ei m) E 2 ( nu rt 296 3• RAM Modeler V8.2 - Floor Plan: Typ -South DataBase: thEnd 09/17/04 13:42:04 ri3____.,.._ rt" 4a. . -- # ...wd 97 22 47 r 79 102r m 129 152 175 196 v n cE m N" a CO ° o 21 46 u ' 76 �' 101 128 151 174 1 t 20 -e- 45 77 100 127 150 1 173 9 N ! w m 18 -4-1 75 98 125 1 48 171 o u' N cv 0 170 0• . 17 42 - 56 ^ -- - 5 , 74 0 97 124 - - 147 20 ., , i E I ` 1 1 ,. I �� 41 _ 551 ri N 4 81 1 I N _ yT 3 N L 1..._.- ..��- 1...+�'° -'''" '"" ~ Q R� S 1 -A I 0 N N r o o E(E 1 . Z 7 - 14 • 94 . 12.1__ -.- N' �I3 N 38 52 70 .. N' NI NI0 N 14 - 20 a 12 a 37 69 92 119 142 165 11 38 . 1 4 68 91 118 141 164 Q 10 35 O 67 = 90 = 117 = 140 I 163 ; 8 , 8 33 65 88 115 138 161 187 O N c -.1- m m to 7 32 64 87 f 114 137 160 18� — 6 31 � 63 = 86 3 113 i 136 159 8 N 4 29 1 61 84 111 134 157 183 -- -- -- - -- --- - - -- - � - i " a -- - m o -rn 3 28 60 83 110 133 156 18� 1 m 1 o 7 c�li 2 1 �_n of n m_ rn) o) o ' I . X 217 �) 1 ,,'f 1 ,, 59 82 L 1 N Ti9 N T92 N 155 8 N N N N Vibration Analysis (Murray's Method) RAM Steel v8.1 Washington Square RAM DataBase: Mall Expansion2 06/22/04 14:10:09 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -East Beam Number = 91 Span information (ft): I -End (410.42,68.83) J -End (440.42,68.83) Beam Size = W16X26 Percent of DL Applied = 100.00 Percent of LL Applied = 10.00 N- Effective Calculated = 1.7928 N- Effective Used = 1.7928 Composite properties for Vibration: Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking type VERCO W2 Formlok VERCO W2 Formlok beff for Vibration (in) = 106.98 Itr for Vibration (in4) = 1163.51 Frequency: Frequency of beam selected = • 5.5017 Frequency of attached girders ignored. Results: Frequency (hz) = 5.5017 Amplitude (in) = 0.0075 Method 1. Range on Modified R -M Scale: Upper Half of Slightly Perceptible Method 2. Required Damping: 3.9520 Vibration Analysis (Murrav's Method) RAM Steel v8.1 1 . Z , 2 0 Washington Square RAM DataBase: Mall Expansion2 06/22/04 14:10:09 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -East Beam Number = 164 Span information (ft): I -End (500.42,68.83) J -End (540.17,68.83) Beam Size = W18X40 Percent of DL Applied = 100.00 Percent of LL Applied = 10.00 N- Effective Calculated = 2.0680 N- Effective Used = 2.0680 Composite properties for Vibration: Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking type VERCO W2 Formlok VERCO W2 Formlok beff for Vibration (in) = 106.98 Itr for Vibration (in4) = 2053.42 Frequency: Frequency of beam selected = 4.1631 Frequency of attached girders ignored. Results: Frequency (hz) = 4.1631 Amplitude (in) = 0.0068 Method 1. Range on Modified R -M Scale: Lower Half of Slightly Perceptible Method 2. Required Damping: 3.4847 Gravity Beam Design t.z.z1 RAM Steel v8.2 RAM DataBase: NorthEnd 09/17/04 10:33:58 INTERNATKXJAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Roof -North Beam Number = 92 SPAN INFORMATION (ft): I -End (59.92,164.66) J -End (59.92,194.66) Beam Size (User Selected) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 Mp (kip -ft) = 397.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 4.500 0.53 0.00 0.0 0.00 0.00 0.0 0.57 Snow 7.500 3.23 0.00 0.0 0.00 0.00 0.0 3.52 Snow 11.500 0.64 0.00 0.0 0.00 0.00 0.0 0.70 Snow 15.000 3.23 0.00 0.0 0.00 0.00 0.0 3.52 Snow 18.500 0.64 0.00 0.0 0.00 0.00 0.0 0.70 Snow 22.500 3.23 0.00 0.0 2.44 0.00 0.0 3.52 Snow 25.500 0.53 0.00 0.0 0.00 0.00 0.0 0.57 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.200 0.000 - -- Snow 30.000 0.200 0.000 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 24.23 kips 0.90Vn = 195.62 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center Max + 1.2DL +1.6LL 213.0 15.0 3.5 1.03 0.90 357.75 Controlling 1.2DL +1.6LL 213.0 15.0 3.5 1.03 0.90 357.75 REACTIONS (kips): Left Right DL reaction 9.02 9.02 Max +LL reaction 7.16 8.38 Max +total reaction (factored) 22.28 24.23 DEFLECTIONS: (Camber = 1/2) Dead load (in) at 15.00 ft = -0.520 L/D = 692 Live load (in) at 15.15 ft = -0.470 L/D = 766 Net Total load (in) at 15.15 ft = -0.490 L/D = 734 Fil Load. Diagram 1.2. RAM Steel v8.2 RAM DataBase: NorthEnd 09/17/04 10:33:58 INTERNATO AI Building Code: IBC Floor Type: Roof -North Beam Number = 92 Span information (ft): I -End (59.92,164.66) J -End (59.92,194.66) -P6 -P2 -P4 W1 W2 A ,N \ N \ P1 \ \ \ \ \ N P5\ \ \ \\\\\ 7 .. \ \ A Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 4.500 0.529 0.575 0.000 1.104 P2 7.500 3.234 3.516 0.000 6.750 P3 11.500 0.644 0.700 0.000 1.344 P4 15.000 3.234 3.516 0.000 6.750 P5 18.500 0.644 0.700 0.000 1.344 P6 22.500 3.234 5.953 0.000 9.187 P7 25.500 0.529 0.575 0.000 1.104 ft k/ft k/ft k/ft k/ft W1 0.000 0.200 0.000 0.000 0.200 W2 30.000 0.200 0.000 0.000 0.200 Fil Gravity Beam Design RAM Steel v8.2 x RAM DataBase: NorthEnd 09/17/04 10:33:58 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Roof -North Beam Number = 290 SPAN INFORMATION (ft): I -End (217.42,0.00) J -End (247.42,0.00) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 Mp (kip -ft) = 138.33 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.200 0.130 - -- NonR 30.000 0.200 0.130 2 0.000 0.086 0.094 - -- Snow 30.000 0.086 0.094 3 0.000 0.023 0.025 - -- Snow 30.000 0.023 0.025 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 11.54 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center Max + 1.2DL +1.6LL 86.5 15.0 0.0 1.00 0.90 124.50 Controlling 1.2DL +1.6LL 86.5 15.0 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 4.64 4.64 Max +LL reaction 3.73 3.73 Max +total reaction (factored) 11.54 11.54 • DEFLECTIONS: (Camber = 3/4) Dead load (in) at 15.00 ft = -0.977 L/D = 369 Live load (in) at 15.00 ft = -0.786 L/D = 458 Net Total load (in) at 15.00 ft = -1.012 L/D = 356 Gravity Beam Design FM • 2. 32- RAM Steel v8.2 RAM DataBase: NorthEnd 09/17/04 10:33:58 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Roof -North Beam Number = 306 SPAN INFORMATION (ft): I -End (217.42,96.17) J -End (247.42,96.17) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 Mp (kip -ft) = 138.33 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.200 0.000 - -- Snow 30.000 0.200 0.000 2 0.000 0.135 0.147 - -- Snow 30.000 0.135 0.147 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 9.55 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center Max + 1.2DL +1.6LL 71.6 15.0 0.0 1.00 0.90 124.50 Controlling 1.2DL +1.6LL 71.6 15.0 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 5.02 5.02 Max +LL reaction 2.20 2.20 Max +total reaction (factored) 9.55 9.55 DEFLECTIONS: (Camber =1) Dead load (in) at 15.00 ft = -1.058 L/D = 340 Live load (in) at 15.00 ft = -0.463 L/D = 777 Net Total load (in) at 15.00 ft = -0.521 L/D = 691 Iii 1 Gravity Beam Design RAM Steel v8.2 1 .Z.33 RAM DataBase: NorthEnd 09/17/04 10:33:58 INTERNAT1ONA[ Building Code: IBC Steel Code: AISC LRFD Floor Type: Roof -North Beam Number = 307 SPAN INFORMATION (ft): I -End (217.42,100.67) J -End (247.42,100.67) Beam Size (User Selected) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 Mp (kip -ft) = 72.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.103 0.113 - -- Snow 30.000 0.103 0.113 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 4.56 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center Max + 1.2DL +1.6LL 34.2 15.0 0.0 1.00 0.90 65.25 Controlling 1.2DL +1.6LL 34.2 15.0 0.0 1.00 0.90 65.25 REACTIONS (kips): Left Right DL reaction 1.55 1.55 Max +LL reaction 1.69 1.69 Max +total reaction (factored) 4.56 4.56 DEFLECTIONS: (Camber = 1/2) Dead load (in) at 15.00 ft = -0.734 L/D = 490 Live load (in) at 15.00 ft = -0.798 L/D = 451 Net Total load (in) at 15.00 ft = -1.032 L/D = 349 Fil Gravity Beam Design RAM Steel v8.2 2. 3 RAID DataBase: NorthEnd 09/17/04 10:33:58 INTERNATKKNAI Building Code: IBC Steel Code: AISC LRFD Floor Type: Roof -North Beam Number = 308 SPAN INFORMATION (ft): I -End (217.42,105.17) J -End (247.42,105.17) Maximum Depth Limitation specified = 12.00 in Beam Size (User Selected) = W12X40 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 Mp (kip -ft) = 237.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 4.670 5.55 0.00 0.0 0.00 0.00 0.0 2.60 Snow 25.330 5.55 0.00 0.0 0.00 0.00 0.0 2.60 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 4.670 0.500 0.200 - -- Snow 25.330 0.500 0.200 2 0.000 0.042 0.046 - -- Snow 4.670 0.042 0.046 3 4.670 0.012 0.013 - -- Snow 25.330 0.012 0.013 4 25.330 0.042 0.046 - -- Snow 30.000 0.042 0.046 5 0.000 0.052 0.056 - -- Snow 30.000 0.052 0.056 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 23.54 kips 0.90Vn = 94.78 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center Max + 1.2DL +1.6LL 165.9 15.0 0.0 1.00 0.90 213.75 Controlling 1.2DL +1.6LL 165.9 15.0 0.0 1.00 0.90 213.75 REACTIONS (kips): Left Right DL reaction 11.81 11.81 Max +LL reaction 5.85 5.85 Max +total reaction (factored) 23.54 23.54 DEFLECTIONS: (Camber = 1 -1/2) Dead load (in) at 15.00 ft = -1.591 L/D = 226 Live load (in) at 15.00 ft = -0.768 L/D = 469 Net Total load (in) at 15.00 ft = -0.859 L/D = 419 , lil Load Diagram RAM Steel v8.2 . 2. 3 S RAM A DataBase: NorthEnd 09/17/04 10:33:58 Building Code: IBC Floor Type: Roof -North Beam Number = 308 Span information (ft): I -End (217.42,105.17) J -End (247.42,105.17) -P1 -P2 W3 W5 W1 W6 i \\) . \\\\\ \ \ 6 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 4.670 5.553 2.602 0.000 8.155 P2 25.330 5.553 2.602 0.000 8.155 • ft k/ft k/ft k/ft k/ft W1 0.000 0.094 0.102 0.000 0.196 W2 4.670 0.094 0.102 0.000 0.196 0.563 0.269 0.000 0.832 W3 4.670 0.094 0.102 0.000 0.196 0.563 0.269 0.000 0.832 W4 25.330 0.563 0.269 0.000 0.832 0.094 0.102 0.000 0.196 W5 25.330 0.563 0.269 0.000 0.832 0.094 0.102 0.000 0.196 W6 30.000 0.094 0.102 0.000 0.196 rt , Gravity Beam Design i v RAM Steel v8.2 2. Sts RAM DataBase: NorthEnd 09/17/04 10:33:58 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Roof -North Beam Number = 338 SPAN INFORMATION (ft): I -End (247.42,30.00) J -End (247.42,60.00) Beam Size (User Selected) = W18X40 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 Mp (kip -ft) = 326.67 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.500 5.12 0.00 0.0 0.00 0.00 0.0 5.56 Snow 15.000 5.12 0.00 0.0 0.00 0.00 0.0 5.56 Snow 22.500 5.12 0.00 0.0 0.00 0.00 0.0 5.56 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 22.56 kips 0.90Vn = 152.24 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center Max + 1.2DL +1.6LL 225.6 15.0 7.5 1.11 0.90 287.51 Controlling 1.2DL +1.6LL 225.6 15.0 7.5 1.11 0.90 287.51 REACTIONS (kips): Left Right DL reaction 7.68 7.68 Max +LL reaction 8.34 8.34 Max +total reaction (factored) 22.56 22.56 DEFLECTIONS: (Camber = 1/2) Dead load (in) at 15.00 ft = -0.666 L/D = 541 Live load (in) at 15.00 ft = -0.723 L/D = 498 Net Total load (in) at 15.00 ft = -0.889 L/D = 405 FM RAM Steel v8.2 Load Diagram l Z • 37 RAM DataBase: NorthEnd 09/17/04 10:33:58 IN1 ERNATIONAL Building Code: IBC Floor Type: Roof -North Beam Number = 338 Span information (ft): I -End (247.42,30.00) J -End (247.42,60.00) I P' ! P2 ip3 / / I L Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 7.500 5.117 5.562 0.000 10.679 P2 15.000 5.117 5.562 0.000 10.679 P3 22.500 5.117 5.562 0.000 10.679 Gravity Beam Design til ill (.2.38 RAM Steel v8.2 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -North Beam Number = 54 SPAN INFORMATION (ft): I -End (59.92,174.66) J -End (97.42,174.66) Beam Size (User Selected) = W18X40 Fy = 50.0 ksi Total Beam Length (ft) = 37.50 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Foimlok beff (in) = 112.50 Y bar(in) = 18.66 Mnf (kip -ft) = 642.54 Mn (kip -ft) = 522.01 C (kips) = 236.21 PNA (in) = 16.45 Ieff (in4) = 1534.05 Itr (in4) = 2069.23 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 18.2 # of studs: Full = 54 Partial = 37 Actual = 26 Number of Stud Rows = 1 Percent of Full Composite Action = 40.04 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.750 0.560 1.000 20.2% Red 0.200 37.500 0.750 0.560 1.000 0.200 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 40.81 kips 0.90Vn = 152.24 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.2DL +1.6LL 174.4 18.8 0.0 1.00 0.90 294.00 Init DL 1.4DL 137.8 18.8 - -- Max + 1.2DL +1.6LL 382.6 18.8 - -- - -- 0.85 443.71 Controlling 1.2DL +1.6LL 382.6 18.8 - -- - -- 0.85 443.71 REACTIONS (kips): Left Right Initial reaction 14.25 14.25 DL reaction 14.06 14.06 Max +LL reaction 14.96 14.96 Max +total reaction (factored) 40.81 40.81 DEFLECTIONS: (Camber = 1-1/4) Initial load (in) at 18.75 ft = -1.404 L/D = 321 Live load (in) at 18.75 ft = -0.798 L/D = 564 Post Comp load (in) at 18.75 ft = -0.988 L/D = 456 Net Total load (in) at 18.75 ft = -1.142 L/D = 394 Ilil Gravity Beam Design RAM Steel v8.2 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -North Beam Number = 148 SPAN INFORMATION (ft): I -End (187.42,30.00) J -End (217.42,30.00) Beam Size (User Selected) = W18X50 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 51.00 Y bar(in) = 16.03 Mnf (kip -ft) = 679.74 Mn (kip -ft) = 616.34 C (kips) = 236.21 PNA (in) = 15.65 Ieff (in4) = 1741.44 Itr (in4) = 2106.86 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn[1] = 18.2 Qn[2] = 24.2 # of studs: Full = 49 Partial = 30 Actual = 32 Number of Stud Rows = 2 Percent of Full Composite Action = 51.90 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 17.000 3.56 2.66 4.75 12.6 0.00 0.00 0.0 0.00 Snow 0.95 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 17.330 0.500 0.500 1.100 12.6% Red 0.000 30.000 0.500 0.500 1.100 0.000 2 0.000 0.375 0.280 0.500 12.6% Red 0.100 30.000 0.375 0.280 0.500 0.100 3 0.000 0.375 0.280 0.500 12.6% Red 0.100 17.000 0.375 0.280 0.500 0.100 4 17.000 0.038 0.028 0.050 12.6% Red 0.010 30.000 0.038 0.028 0.050 0.010 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 51.50 kips 0.90Vn = 172.53 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.2DL +1.6LL 150.2 17.0 0.0 1.00 0.90 378.75 Init DL 1.4DL 129.0 17.0 Max + 1.2DL +1.6LL 382.1 17.0 - -- - -- 0.85 523.89 Controlling 1.2DL +1.6LL 382.1 17.0 - -- - -- 0.85 523.89 REACTIONS (kips): Gravity Beam Design .z ."10 RAM Steel v8.2 Page 2/2 R AM DataBase: NorthEnd 09/15/04 11:23:06 NT I ERNATK) N AL Building Code: IBC Steel Code: AISC LRFD • Left Right Initial reaction 13.34 14.96 DL reaction 13.18 14.83 Max +LL reaction 16.37 21.06 Max +total reaction (factored) 42.01 51.50 DEFLECTIONS: (Camber = 1/2) Initial load (in) at 15.30 ft = -0.619 L/D = 582 Live load (in) at 15.30 ft = -0.468 L/D = 768 Post Comp load (in) at 15.30 ft = -0.542 L/D = 665 Net Total load (in) at 15.30 ft = -0.661 L/D = 545 Load Diagram riil 1. z.`t( RAM Steel v8.2 RAM DataBase: NorthEnd 09/15/04 11:23:06 R\TERNAP0NAL Building Code: IBC Floor Type: Typ -North Beam Number = 148 Span information (ft): 1 -End (187.42,30.00) J -End (217.42,30.00) -P1 W W5 W1 W3 \ \ \ \ l Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 17.000 3.562 4.151 0.000 7.713 ft k/ft k/ft k/ft k/ft W1 0.000 0.750 0.874 0.000 1.624 W2 17.000 0.750 0.874 0.000 1.624 0.413 0.481 0.000 0.893 W3 17.000 0.750 0.874 0.000 1.624 0.413 0.481 0.000 0.893 W4 17.330 0.413 0.481 0.000 0.893 0.913 1.442 0.000 2.354 W5 30.000 0.913 1.442 0.000 2.354 Gravity Beam Design Ilil 1.2.. RAM Steel v8.2 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -North Beam Number = 162 SPAN INFORMATION (ft): I -End (187.42,164.66) J -End (217.42,164.66) Maximum Depth Limitation specified = 16.50 in Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 90.00 Y bar(in) = 17.08 Mnf (kip -ft) = 388.25 Mn (kip -ft) = 362.63 C (kips) = 302.84 PNA (in) = 15.55 Ieff (in4) = 1037.56 Itr (in4) = 1130.41 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn[1] = 18.2 Qn[2] = 24.2 # of studs: Full = 38 Partial = 30 Actual = 32 Number of Stud Rows = 2 Percent of Full Composite Action = 78.86 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.750 0.560 1.000 13.8% Red 0.200 30.000 0.750 0.560 1.000 0.200 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 34.20 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.2DL +1.6LL 111.6 15.0 0.0 1.00 0.90 165.75 Init DL 1.4DL 88.2 15.0 - -- - -- Max + 1.2DL +1.6LL 256.5 15.0 - -- - -- 0.85 308.23 Controlling 1.2DL +1.6LL 256.5 15.0 - -- - -- 0.85 308.23 REACTIONS (kips): Left Right Initial reaction 11.40 11.40 DL reaction 11.25 11.25 Max +LL reaction 12.94 12.94 Max +total reaction (factored) 34.20 34.20 DEFLECTIONS: (Camber = 1) Initial load (in) at 15.00 ft = -1.169 L/D = 308 Live load (in) at 15.00 ft = -0.522 L/D = 689 Post Comp load (in) at 15.00 ft = -0.637 L/D = 565 Net Total load (in) at 15.00 ft = -0.807 L/D = 446 Gravity Beam Design Fil t.2. Lt3 RAM Steel v8.2 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTENATIONAI Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -North Beam Number = 175 SPAN INFORMATION (ft): I -End (217.42,60.00) J -End (217.42,96.17) Beam Size (User Selected) = W21X83 Fy = 50.0 ksi Total Beam Length (ft) = 36.17 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking Orientation parallel parallel Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 108.50 Y bar(in) = 19.55 Mnf (kip -ft) = 1362.82 Mn (kip -ft) = 1362.82 C (kips) = 968.37 PNA (in) = 21.10 Ieff (in4) = 4915.68 Itr (in4) = 4915.68 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 24.2 # of studs: Full = 83 Partial = 36 Actual = 90 Number of Stud Rows = 1 Percent of Full Composite Action = 100.00 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 8.830 20.06 14.98 26.74 38.0 0.00 0.00 0.0 0.00 Snow 5.35 17.830 20.82 15.55 27.76 38.0 0.00 0.00 0.0 0.00 Snow 5.55 27.337 20.63 15.40 27.50 38.0 0.00 0.00 0.0 0.00 Snow 5.50 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 77.61 kips 0.90Vn = 297.57 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.2DL +1.6LL 486.5 17.8 9.5 1.12 0.90 735.00 Init DL 1.4DL 384.5 17.8 - -- - -- Max + 1.2DL +1.6LL 928.2 17.8 - -- - -- 0.85 1158.40 Controlling 1.2DL +1.6LL 928.2 17.8 - -- - -- 0.85 1158.40 REACTIONS (kips): Left Right Initial reaction 31.16 31.16 DL reaction 30.75 30.75 Max +LL reaction 25.44 25.44 Max +total reaction (factored) 77.61 77.61 DEFLECTIONS: (Camber = 1) Initial load (in) at 18.08 ft = -1.156 L/D = 375 Live load (in) at 18.08 ft = -0.477 L/D = 910 Post Comp load (in) at 18.08 ft = -0.623 L/D = 697 Net Total load (in) at 18.08 ft = -0.779 L/D = 557 rilil Load Diagram 1.2.419 RAM Steel v8.2 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNATIONAL Building Code: IBC Floor Type: Typ -North Beam Number = 175 Span information (ft): I -End (217.42,60.00) J -End (217.42,96.17) P1 P 1 P3 i i A Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 8.830 20.058 16.592 0.000 36.650 P2 17.830 20.820 17.222 0.000 38.041 P3 27.337 20.629 17.063 0.000 37.692 Fil Gravity Beam Design RAM Steel v8.2 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNATKkJAI Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -North Beam Number = 181 SPAN INFORMATION (ft): I -End (217.42,134.17) J -End (217.42,164.66) Beam Size (User Selected) = W21X62 Fy = 50.0 ksi Total Beam Length (ft) = 30.49 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 . f'c (ksi) 3.50 3.50 Decking Orientation parallel parallel Decking type VERCO W2 Formlok VERCO W2 Founlok beff (in) = 91.48 Y bar(in) = 19.60 Mnf (kip -ft) = 1038.28 Mn (kip -ft) = 915.80 C (kips) = 363.41 PNA (in) = 19.59 Ieff (in4) = 2901.71 Itr (in4) = 3685.81 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 24.2 # of studs: Full = 100 Partial = 30 Actual = 44 Number of Stud Rows = 1 Percent of Full Composite Action = 43.59 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 10.493 23.05 17.21 30.74 32.0 0.00 0.00 0.0 0.00 ' Snow 6.15 20.493 22.50 16.80 30.00 32.0 0.00 0.00 0.0 0.00 Snow 6.00 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 61.13 kips 0.90Vn = 226.80 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.2DL +1.6LL 312.3 10.5 10.0 1.01 0.90 487.66 Init DL 1.4DL 246.8 10.5 - -- - -- Max + 1.2DL +1.6LL 626.0 10.5 - -- - -- 0.85 778.43 Controlling 1.2DL +1.6LL 626.0 10.5 - -- - -- 0.85 778.43 REACTIONS (kips): Left Right Initial reaction 22.80 23.36 DL reaction 22.50 23.05 Max +LL reaction 20.41 20.91 Max +total reaction (factored) 59.66 61.13 DEFLECTIONS: (Camber = 3/4) Initial load (in) at 15.25 ft = -0.771 L/D = 475 Live load (in) at 15.25 ft = -0.429 L/D = 853 Post Comp load (in) at 15.25 ft = -0.549 L/D = 666 Net Total load (in) at 15.25 ft = -0.570 L/D = 642 Fil Load Diagram RAM Steel v8.2 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNATIONAL Building Code: IBC Floor Type: Typ -North Beam Number = 181 Span information (ft): I -End (217.42,134.17) J -End (217.42,164.66) 11 12 IP i Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 10.493 23.054 20.914 0.000 43.968 P2 20.493 22.499 20.411 0.000 42.910 rio Gravity Beam Design RAM Steel v8.2 1 2 �� RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -North Beam Number = 205 SPAN INFORMATION (ft): I -End (247.42,134.17) J -End (276.75,134.17) Beam Size (User Selected) = W12X30 Fy = 50.0 ksi Total Beam Length (ft) = 29.33 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 56.00 Y bar(in) = 12.93 Mnf (kip -ft) = 360.06 Mn (kip -ft) = 312.89 C (kips) = 254.38 PNA (in) = 12.02 Ieff (in4) = 687.45 Itr (in4) = 828.77 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 18.2 # of studs: Full = 43 Partial = 29 Actual = 29 Number of Stud Rows = 1 Percent of Full Composite Action = 57.87 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.200 0.100 0.000 - -- NonR 0.000 28.330 0.200 0.100 0.000 0.000 2 0.000 0.393 0.294 0.525 0.0% Red 0.105 29.330 0.393 0.294 0.525 0.105 3 0.000 0.075 0.056 0.100 0.0% Red 0.020 29.330 0.075 0.056 0.100 0.020 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 26.42 kips 0.90Vn = 86.35 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.2DL +1.6LL 79.5 14.7 0.0 1.00 0.90 161.63 Init DL 1.4DL 67.7 14.7 - -- - -- Max + 1.2DL +1.6LL 193.7 14.7 - -- - -- 0.85 265.96 Controlling 1.2DL +1.6LL 193.7 14.7 - -- - -- 0.85 265.96 REACTIONS (kips): Left Right Initial reaction 8.43 8.33 DL reaction 9.80 9.61 Max +LL reaction 9.16 9.16 Max +total reaction (factored) 26.42 26.18 DEFLECTIONS: (Camber = 1) Initial load (in) at 14.67 ft = -1.084 L/D = 325 Gravity Beam Design Ill ∎•2 •y$ RAM Steel v8.2 Page 2/2 RAM DataBase: NorthEnd 09/15/04 11:23:06 N1 ERNATONIAL Building Code: IBC Steel Code: MSC LRFD Live load (in) at 14.67 ft = -0.522 L/D = 675 Post Comp load (in) at 14.67 ft = -0.704 L/D = 500 Net Total load (in) at 14.67 ft = -0.789 L/D = 446 , rat i v RAM Steel v8.2 Load Diagram 1 . 2, Ili RAM DataBase: NorthEnd 09/15/04 11:23:06 INTEf?JATKY LAL Building Code: IBC Floor Type: Typ -North Beam Number = 213 Span information (ft): I -End (269.92,174.66) J -End (269.92,194.66) P1 -P2 W1 W2 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 6.670 3.236 4.314 0.000 7.550 P2 10.000 2.561 3.415 0.000 5.976 ft k/ft k/ft k/ft k/ft W1 6.670 0.538 1.150 0.000 1.688 W2 20.000 0.538 1.150 0.000 1.688 fil RAM Steel v8.2 Gravity Beam Design 1.2. RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -North Beam Number = 213 SPAN INFORMATION (ft): I -End (269.92,174.66) J -End (269.92,194.66) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 20.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking Orientation parallel parallel Decking type VERCO W2 Foy l'lok VERCO W2 Formlok beff (in) = 36.00 Y bar(in) = 13.82 Mnf (kip -ft) = 278.95 Mn (kip -ft) = 250.01 C (kips) = 193.82 PNA (in) = 13.44 Ieff (in4) = 570.18 Itr (in4) = 676.90 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 24.2 # of studs: Full = 28 Partial = 20 Actual = 16 Number of Stud Rows = 1 Percent of Full Composite Action = 60.32 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 6.670 3.24 2.42 4.31 0.0 0.00 0.00 0.0 0.00 Snow 0.86 10.000 2.56 1.91 3.41 0.0 0.00 0.00 0.0 0.00 Snow 0.68 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 6.670 0.500 0.500 1.100 0.0% Red 0.000 20.000 0.500 0.500 1.100 0.000 2 6.670 0.038 0.028 0.050 0.0% Red 0.010 20.000 0.038 0.028 0.050 0.010 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 29.95 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.2DL +1.6LL 56.5 10.0 10.0 1.43 0.90 117.37 Init DL 1.4DL 53.4 10.0 - -- Max + 1.2DL +1.6LL 175.3 10.0 - -- - -- 0.85 212.51 Controlling 1.2DL +1.6LL 175.3 10.0 - -- - -- 0.85 212.51 REACTIONS (kips): Left Right Initial reaction 5.87 7.17 DL reaction 5.82 7.14 Max +LL reaction 9.69 13.37 Max +total reaction (factored) 22.50 29.95 Fil Gravity Beam Design RAM Steel v8.2 Page 2/2 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD DEFLECTIONS: Initial load (in) at 10.00 ft = -0.446 L/D = 538 Live load (in) at 10.00 ft = -0.312 L/D = 769 Post Comp load (in) at 10.00 ft = -0.337 L/D = 712 Net Total load (in) at 10.00 ft = -0.783 L/D = 306 Gravity Beam Design i•2.. RAM Steel v8.2 RAM DataBase: NorthEnd 09/15/04 11:23:06 INT[ ATKFJAI Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -North Beam Number = 216 SPAN INFORMATION (ft): I -End (276.75,30.00) J -End (276.75,60.00) Maximum Depth Limitation specified = 21.50 in Beam Size (User Selected) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking Orientation parallel parallel Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 57.00 Y bar(in) = 18.93 Mnf (kip -ft) = 707.77 Mn (kip -ft) = 659.42 C (kips) = 314.95 PNA (in) = 19.35 Ieff (in4) = 2070.64 Itr (in4) = 2403.23 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 24.2 # of studs: Full = 62 Partial = 30 Actual = 26 Number of Stud Rows = 1 Percent of Full Composite Action = 42.57 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 10.000 11.00 8.21 14.66 16.0 0.00 0.00 0.0 0.00 Snow 2.93 20.000 11.00 8.21 14.66 16.0 0.00 0.00 0.0 0.00 Snow 2.93 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.075 0.056 0.100 16.0% Red 0.020 30.000 0.075 0.056 0.100 0.020 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 36.27 kips 0.90Vn = 195.62 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.2DL +1.6LL 156.6 15.0 10.0 1.00 0.90 275.47 Init DL 1.4DL 123.8 15.0 - - -- Max + 1.2DL +1.6LL 354.3 15.0 - -- - -- 0.85 560.51 Controlling 1.2DL +1.6LL 354.3 15.0 - -- - -- 0.85 560.51 REACTIONS (kips): Left Right Initial reaction 12.29 12.29 DL reaction 12.12 12.12 Max +LL reaction 13.58 13.58 Max +total reaction (factored) 36.27 36.27 Gravity Beam Design FRI 1. 2.53 RAM Steel v8.2 Page 2/2 RAM DataBase: NorthEnd 09/15/04 11:23:06 INIENATK)NAL Building Code: IBC Steel Code: AISC LRFD DEFLECTIONS: (Camber = 1/2) Initial load (in) at 15.00 ft = -0.598 L/D = 602 Live load (in) at 15.00 ft = -0.365 L/D = 986 Post Comp load (in) at 15.00 ft = -0.448 L/D = 804 Net Total load (in) at 15.00 ft = -0.546 L/D = 660 li1 RAM Steel v8.2 Load Diagram I .2. . SH RAM DataBase: NorthEnd 09/15/04 11:23:06 NI ERNATONAL Building Code: IBC Floor Type: Typ -North Beam Number = 216 Span information (ft): I -End (276.75,30.00) J -End (276.75,60.00) -P1 -P2 W1 W2 N \ 1 \ \ \ Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 10.000 10.998 12.317 0.000 23.315 P2 20.000 10.998 12.317 0.000 23.315 ft k/ft k/ft k/ft k/ft W1 0.000 0.075 0.084 0.000 0.159 W2 30.000 0.075 0.084 0.000 0.159 Gravity Beam Design I.z. 5 ss RAM Steel v8.2 MP M DataBase: NorthEnd 09/15/04 11:23:06 Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -North Beam Number = 217 SPAN INFORMATION (ft): I -End (276.75,60.00) J -End (276.75,96.17) Beam Size (User Selected) = W21X50 Fy = 50.0 ksi Total Beam Length (ft) = 36.17 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f c (ksi) 3.50 3.50 Decking Orientation parallel parallel Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 66.25 Y bar(in) = 19.10 Mnf (kip -ft) = 808.18 Mn (kip -ft) = 808.18 C (kips) = 591.29 PNA (in) = 20.58 Ieff (in4) = 2779.74 Itr (in4) = 2779.74 Stud length (in) = 4.00 Stud dram (in) = 0.75 Stud Capacity (kips) Qn = 24.2 # of studs: Full = 52 Partial = 36 Actual = 53 Number of Stud Rows = 1 Percent of Full Composite Action = 100.00 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 8.830 9.81 7.32 13.07 24.3 0.00 0.00 0.0 0.00 Snow 2.61 17.830 10.18 7.60 13.57 24.3 0.00 0.00 0.0 0.00 Snow 2.71 27.337 10.08 7.53 13.45 24.3 0.00 0.00 0.0 0.00 Snow 2.69 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.075 0.056 0.100 24.3% Red 0.020 36.167 0.075 0.056 0.100 0.020 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 46.15 kips 0.90Vn = 213.41 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.2DL +1.6LL 254.0 17.8 9.5 1.11 0.90 370.18 Init DL 1.4DL 200.8 17.8 - -- - -- Max + 1.2DL +1.6LL 540.8 17.8 - -- - -- 0.85 686.95 Controlling 1.2DL +1.6LL 540.8 17.8 - -- - -- 0.85 686.95 REACTIONS (kips): Left Right Initial reaction 16.61 16.61 DL reaction 16.39 16.39 Max +LL reaction 16.55 16.55 Max +total reaction (factored) 46.15 46.15 lil Gravity Beam Design RAM Steel v8.2 Page 2/2 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNADONAL Building Code: IBC Steel Code: AISC LRFD DEFLECTIONS: (Camber =1) Initial load (in) at 18.08 ft = -1.127 L/D = 385 Live load (in) at 18.08 ft = -0.539 L/D = 805 Post Comp load (in) at 18.08 ft = -0.675 L/D = 643 Net Total load (in) at 18.08 ft = -0.801 L/D = 542 rill Load Diagram f , 2.5'7 RAM Steel v8.2 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNAT) ONAL Building Code: IBC Floor Type: Typ -North Beam Number = 217 Span information (ft): I -End (276.75,60.00) J -End (276.75,96.17) P1 -P2 -P3 W1 W2 \ \ \\ \ di A Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 8.830 9.805 9.901 0.000 19.706 P2 17.830 10.177 10.277 0.000 20.455 P3 27.337 10.084 10.183 0.000 20.267 ft k/ft k/ft k/ft k/ft W1 0.000 0.075 0.076 0.000 0.151 W2 36.167 0.075 0.076 0.000 0.151 Fil Gravity Beam Design RAM Steel v8.2 6. 2.5S Washington Square RAM DataBase: SouthEnd 09/17/04 11:42:37 N1ERNATcNAI Building Code: IBC Steel Code: AISC LRFD Floor Type: Roof -South Beam Number = 62 SPAN INFORMATION (ft): I -End (307.42,115.17) J -End (333.25,115.26) Beam Size (User Selected) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 25.83 Mp (kip -ft) = 72.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.173 0.188 - -- Snow 25.830 0.173 0.188 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 6.55 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center Max + 1.2DL +1.6LL 42.3 12.9 0.0 1.00 0.90 65.25 Controlling 1.2DL +1.6LL 42.3 12.9 0.0 1.00 0.90 65.25 REACTIONS (kips): Left Right DL reaction 2.23 2.23 Max +LL reaction 2.42 2.42 Max +total reaction (factored) 6.55 6.55 DEFLECTIONS: (Camber = 1/2) Dead load (in) at 12.92 ft = -0.672 L/D = 461 Live load (in) at 12.92 ft = -0.731 L/D = 424 Net Total load (in) at 12.92 ft = -0.903 L/D = 343 rifil Gravity Beam Design RAM Steel v8.2 (• Washington Square RAM DataBase: SouthEnd 09/17/04 11:42:37 INTERNnxa■u. Building Code: IBC Steel Code: AISC LRFD Floor Type: Roof -South Beam Number = 101 SPAN INFORMATION (ft): I -End (337.42,60.00) J -End (380.42,60.00) Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 43.00 Mp (kip -ft) = 562.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 9.000 13.76 0.00 0.0 0.00 0.00 0.0 6.88 Snow 34.000 13.76 0.00 0.0 0.00 0.00 0.0 6.88 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.200 0.000 - -- Snow 43.000 0.200 0.000 2 0.000 0.069 0.075 - -- Snow 43.000 0.069 0.075 3 0.000 0.086 0.094 - -- Snow 9.000 0.086 0.094 4 9.000 0.046 0.050 - -- Snow 34.000 0.046 0.050 5 34.000 0.086 0.094 - -- Snow 43.000 0.086 0.094 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 41.02 kips 0.90Vn = 251.69 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center Max + 1.2DL +1.6LL 386.1 21.5 0.0 1.00 0.90 506.25 Controlling 1.2DL +1.6LL 386.1 21.5 0.0 1.00 0.90 506.25 REACTIONS (kips): Left Right DL reaction 20.89 20.89 Max +LL reaction 9.97 9.97 Max +total reaction (factored) 41.02 41.02 DEFLECTIONS: (Camber = 1 -3/4) Dead load (in) at 21.50 ft = -1.811 L/D = 285 Live load (in) at 21.50 ft = -0.852 L/D = 606 Net Total load (in) at 21.50 ft = -0.913 L/D = 565 Load Diagram RAM Steel v8.2 I, �o Washington Square RAM DataBase: SouthEnd 09/17/04 11:42:37 INTERNATO\IAI Building Code: IBC Floor Type: Roof -South Beam Number = 101 Span information (ft): I -End (337.42,60.00) J -End (380.42,60.00) P1 -P2 W1 W3 W5 W6 \ \\\\ \ Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 9.000 13.759 6.884 0.000 20.644 P2 34.000 13.759 6.884 0.000 20.644 ft k/ft k/ft k/ft k/ft WI 0.000 0.355 0.169 0.000 0.524 _ W2 9.000 0.355 0.169 0.000 0.524 0.315 0.125 0.000 0.440 W3 9.000 0.355 0.169 0.000 0.524 0.315 0.125 0.000 0.440 W4 34.000 0.315 0.125 0.000 0.440 0.355 0.169 0.000 0.524 W5 34.000 0.315 0.125 0.000 0.440 0.355 0.169 0.000 0.524 W6 43.000 0.355 0.169 0.000 0.524 Gravity Beam Design RAM Steel v8.2 Washington Square RAM DataBase: SouthEnd 09/17/04 11:42:37 INTERNATONAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Roof -South Beam Number = 105 SPAN INFORMATION (ft): I -End (337.42,84.17) J -End (380.42,84.17) Beam Size (User Selected) = W36X135 Fy = 50.0 ksi Total Beam Length (ft) = 43.00 Mp (kip -ft) = 2120.83 POINT LOADS (kips): Dist DL RedT.T, Red% NonRLL StorLL Red% RoofLL Red% 18.500 17.67 0.00 0.0 0.00 0.00 0.0 12.36 Snow 24.500 17.76 0.00 0.0 0.00 0.00 0.0 12.45 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.200 0.000 - -- Snow 43.000 0.200 0.000 2 0.000 0.037 0.041 - -- Snow 18.500 0.037 0.041 3 18.500 0.012 0.012 - -- Snow 24.500 0.012 0.012 4 24.500 0.037 0.041 - -- Snow 43.000 0.037 0.041 5 0.000 0.071 0.077 - -- Snow 43.000 0.071 0.077 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 52.90 kips 0.90Vn = 576.72 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center Max + 1.2DL +1.6LL 885.0 21.7 0.0 1.00 0.90 1908.75 Controlling 1.2DL +1.6LL 885.0 21.7 0.0 1.00 0.90 1908.75 REACTIONS (kips): Left Right DL reaction 24.26 24.27 Max +LL reaction 14.85 14.86 Max +total reaction (factored) 52.87 52.90 DEFLECTIONS: (Camber = 1/2) Dead load (in) at 21.50 ft = -0.539 L/D = 958 Live load (in) at 21.50 ft = -0.343 L/D = 1504 Net Total load (in) at 21.50 ft = -0.382 L/D = 1351 rit RAM Steel v8.2 6 2 Washington Square Load Diagram RANI DataBase: SouthEnd 09/17/04 11:42:37 INTERJATK'AVAL Building Code: IBC Floor Type: Roof -South Beam Number = 105 Span information (ft): I -End (337.42,84.17) J -End (380.42,84.17) -P1 -P2 W1 W3 W5 W6 y ' w . \\-\,., N \ \ \\\\ Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 18.500 17.670 12.365 0.000 30.034 P2 24.500 17.759 12.449 0.000 30.209 ft k/ft k/ft k/ft k/ft W1 0.000 0.308 0.118 0.000 0.426 W2 18.500 0.308 0.118 0.000 0.426 0.282 0.090 0.000 0.372 W3 18.500 0.308 0.118 0.000 0.426 0.282 0.090 0.000 0.372 W4 24.500 0.282 0.090 0.000 0.372 0.308 0.118 0.000 0.426 W5 24.500 0.282 0.090 0.000 0.372 0.308 0.118 0.000 0.426 W6 43.000 0.308 0.118 0.000 0.426 rim Gravity Beam Design RAM Steel v8.2 '2- • kol Washington Square RAM DataBase: SouthEnd 09/17/04 11:42:37 MERNATCNAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Roof -South Beam Number = 133 SPAN INFORMATION (ft): I -End (361.92,84.17) J -End (361.92,146.17) Maximum Depth Limitation specified = 36.50 in Minimum Depth specified = 35.50 in Beam Size (User Selected) = W36X135 Fy = 50.0 ksi Total Beam Length (ft) = 62.00 Mp (kip -ft) = 2120.83 POINT LOADS (kips): Dist DL RedT J , Red% NonRLL StorLL Red% RoofLL Red% 1.000 0.29 0.00 0.0 0.00 0.00 0.0 0.32 Snow 3.250 1.41 0.00 0.0 0.00 0.00 0.0 1.54 Snow 8.500 0.52 0.00 0.0 0.00 0.00 0.0 0.56 Snow 10.750 1.58 0.00 0.0 0.00 0.00 0.0 1.72 Snow 15.250 1.32 0.00 0.0 0.00 0.00 0.0 1.43 Snow 16.000 0.52 0.00 0.0 0.00 0.00 0.0 0.56 Snow 20.750 11.34 0.00 0.0 0.00 0.00 0.0 5.48 Snow 23.500 0.52 0.00 0.0 0.00 0.00 0.0 0.56 Snow 31.000 0.52 0.00 0.0 0.00 0.00 0.0 0.56 Snow 38.500 0.52 0.00 0.0 0.00 0.00 0.0 0.56 Snow 41.250 11.34 0.00 0.0 0.00 0.00 0.0 5.48 Snow 46.000 0.52 0.00 0.0 0.00 0.00 0.0 0.56 Snow 46.750 1.32 0.00 0.0 0.00 0.00 0.0 1.43 Snow 51.250 1.58 0.00 0.0 0.00 0.00 0.0 1.72 Snow 53.500 0.52 0.00 0.0 0.00 0.00 0.0 0.56 Snow 58.750 1.41 0.00 0.0 0.00 0.00 0.0 1.54 Snow 61.000 0.29 0.00 0.0 0.00 0.00 0.0 0.32 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 41.23 kips 0.90Vn = 576.72 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center Max + 1.2DL +1.6LL 684.2 31.0 7.5 1.00 0.90 1908.75 Controlling 1.2DL +1.6LL 684.2 31.0 7.5 1.00 0.90 1908.75 REACTIONS (kips): Left Right DL reaction 17.76 17.76 Max +LL reaction 12.45 12.45 Max +total reaction (factored) 41.23 41.23 DEFLECTIONS: (Camber = 3/4) 1 Dead load (in) at 31.00 ft = -0.980 L/D = 759 Live load (in) at 31.00 ft = -0.621 L/D = 1199 Net Total load (in) at 31.00 ft = -0.850 L/D = 875 Fil Load Diagram RAM Steel v8.2 2^ Cm Washington Square RAM DataBase: SouthEnd 09/17/04 11:42:37 IMERNAT NAI Building Code: IBC Floor Type: Roof -South Beam Number = 133 Span information (ft): I -End (361.92,84.17) J -End (361.92,146.17) P7 P11 P2 P P13 P14 P16 SP1 j i P31 1 P 6 i P8 4 P9 i P10 412 I • P15 1 �P17 1 i Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 1.000 0.293 0.319 0.000 0.612 P2 3.250 1.413 1.536 0.000 2.949 P3 8.500 0.517 0.562 0.000 1.080 P4 10.750 1.581 1.718 0.000 3.299 P5 15.250 1.317 1.432 0.000 2.749 P6 16.000 0.517 0.562 0.000 1.080 P7 20.750 11.344 5.476 0.000 16.820 P8 23.500 0.517 0.562 0.000 1.080 P9 31.000 0.517 0.562 0.000 1.080 P10 38.500 0.517 0.562 0.000 1.080 P11 41.250 11.344 5.476 0.000 16.820 P12 46.000 0.517 0.562 0.000 1.080 P13 46.750 1.317 1.432 0.000 2.749 P14 51.250 1.581 1.718 0.000 3.299 P15 53.500 0.517 0.562 0.000 1.080 P16 58.750 1.413 1.536 0.000 2.949 P17 61.000 0.293 0.319 0.000 0.612 Fil RAM Steel v8.2 1.2� . 66.-- Washington Square Gravity Beam Design RAM DataBase: SouthEnd 09/17/04 11:42:37 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Roof -South Beam Number = 350 SPAN INFORMATION (ft): I -End (540.17,75.67) J -End (540.17,154.67) Beam Size (User Selected) = 4Q E+49 Pt�'t6., Fy = 50.0 ksi Total Beam Length (ft) = 79.00 (.t t2 -DE-12- - .$ EE. 66 Mp (kip -ft) = 2491.67 POINT LOADS (kips): Dist DL RedT.T. Red% NonRLL StorLL Red% RoofLL Red% 6.033 3.03 0.00 0.0 0.00 0.00 0.0 3.30 Snow 13.267 3.31 0.00 0.0 0.00 0.00 0.0 3.59 Snow 20.500 14.45 0.00 0.0 0.00 0.00 0.0 7.10 Snow 26.000 0.67 0.00 0.0 0.00 0.00 0.0 0.73 Snow 35.700 7.75 0.00 0.0 0.00 0.00 0.0 4.19 Snow 39.500 0.42 0.00 0.0 0.00 0.00 0.0 0.46 Snow 43.300 7.75 0.00 0.0 0.00 0.00 0.0 4.19 Snow 53.000 0.67 0.00 0.0 0.00 0.00 0.0 0.73 Snow 58.500 14.54 0.00 0.0 0.00 0.00 0.0 7.20 Snow 66.123 3.48 0.00 0.0 0.00 0.00 0.0 3.79 Snow 73.747 2.94 0.00 0.0 0.00 0.00 0.0 3.20 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.200 0.200 0.0% Red 13.267 0.200 0.200 2 66.123 0.200 0.200 0.0% Red 79.000 0.200 0.200 3 13.267 0.200 0.216 - -- NonR 66.123 0.200 0.216 4 0.000 0.023 0.025 - -- Snow 79.000 0.023 0.025 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 91.92 kips 0.90Vn = 649.78 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center Max + 1.2DL +1.6LL 1925.6 39.5 3.8 1.00 0.90 2242.50 Controlling 1.2DL +1.6LL 1925.6 39.5 3.8 1.00 0.90 2242.50 REACTIONS (kips): Left Right DL reaction 38.23 38.41 Max +LL reaction 28.45 28.65 ' Max +total reaction (factored) 91.39 91.92 DEFLECTIONS: (Camber = 3 -1/4) Dead load (in) at 39.50 ft = -3.305 L/D = 287 Live load (in) at 39.50 ft = -2.298 L/D = 412 Net Total load (in) at 39.50 ft = -2.353 L/D = 403 Viil Load Diagram RAM Steel v8.2 1 . z . t Washington Square RAM DataBase: SouthEnd 09/17/04 11:42:37 INTERNATO•A1 Building Code: IBC Floor Type: Roof -South Beam Number = 350 Span information (ft): I -End (540.17,75.67) J -End (540.17,154.67) P3 P9 W1 W2 P5 P7 W3 W4 NN1 1 NI,_ \\\P2 � P1ON\ Pll P4 N. \P6 P8 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 6.033 3.032 3.296 0.000 6.328 P2 13.267 3.306 3.594 0.000 6.901 P3 20.500 14.453 7.100 0.000 21.553 P4 26.000 0.667 0.725 0.000 1.393 P5 35.700 7.748 4.194 0.000 11.943 P6 39.500 0.423 0.460 0.000 0.882 P7 43.300 7.748 4.194 0.000 11.943 P8 53.000 0.667 0.725 0.000 1.393 P9 58.500 14.542 7.197 0.000 21.739 P10 66.123 3.485 3.788 0.000 7.272 P11 73.747 2.943 3.199 0.000 6.142 ft k/ft k/ft k/ft k/ft W1 0.000 0.223 0.225 0.000 0.448 W2 13.267 0.223 0.225 0.000 0.448 0.223 0.241 0.000 0.464 W3 66.123 0.223 0.241 0.000 0.464 0.223 0.225 0.000 0.448 W4 79.000 0.223 0.225 0.000 0.448 Vim Gravity Beam Design RAM Steel v8.2 (.2 .6/ Washington Square RAM DataBase: SouthEnd 09/17/04 13:42:04 INTERNATCNAl Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -South Beam Number = 50 SPAN INFORMATION (ft): I -End (337.42,30.00) J -End (337.42,60.00) Beam Size (User Selected) = W18X40 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking Orientation parallel parallel Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 57.00 Y bar(in) = 16.94 Mnf (kip -ft) = 587.97 Mn (kip -ft) = 587.97 C (kips) = 508.73 PNA (in) = 17.76 Ieff (in4) = 1801.86 Itr (in4) = 1801.86 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 24.2 # of studs: Full = 60 Partial = 30 Actual = 54 Number of Stud Rows = 1 Percent of Full Composite Action = 91.99 POINT LOADS (kips): Dist DL CDL Red'', Red% NonRLL StorLL Red% RoofLL Red% CLL 10.000 11.25 8.40 15.00 16.6 0.00 0.00 0.0 0.00 Snow 0.00 20.000 11.25 8.40 15.00 16.6 0.00 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.200 0.100 0.000 - -- NonR 0.000 30.000 0.200 0.100 0.000 0.000 2 0.000 0.075 0.056 0.100 16.6% Red 0.000 30.000 0.075 0.056 0.100 0.000 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 40.46 kips 0.90Vn = 152.24 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.4DL 142.2 15.0 10.0 1.00 0.90 229.98 Init DL 1.4DL 142.2 15.0 - -- - -- Max + 1.2DL +1.6LL 387.3 15.0 - -- - -- 0.85 499.78 Controlling 1.2DL +1.6LL 387.3 15.0 - -- 0.85 499.78 REACTIONS (kips): Left Right Initial reaction 10.74 10.74 DL reaction 15.37 15.37 Max +LL reaction 13.76 13.76 Max +total reaction (factored) 40.46 40.46 Fil Gravity Beam Design RAM Steel v8.2 1 _ Z. c.3 Page 2/2 Washington Square RAM DataBase: SouthEnd 09/17/04 13:42:04 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD DEFLECTIONS: (Camber = 3/4) Initial load (in) at 15.00 ft = -0.944 L/D = 381 Live load (in) at 15.00 ft = -0.425 L/D = 846 Post Comp load (in) at 15.00 ft = -0.557 L/D = 646 Net Total load (in) at 15.00 ft = -0.751 L/D = 479 Load Diagram F RAM Steel v8.2 I - 2.61 Washington Square RAM DataBase: SouthEnd 09/17/04 13:42:04 INTERNATK'A Building Code: IBC Floor Type: Typ -South Beam Number = 50 Span information (ft): I -End (337.42,30.00) J -End (337.42,60.00) P1 -P2 W1 W2 \ \ \ \ Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 10.000 11.250 12.508 0.000 23.758 P2 20.000 11.250 12.508 0.000 23.758 ft k/ft k/ft k/ft k/ft W1 0.000 0.275 0.083 0.000 0.358 W2 30.000 0.275 0.083 0.000 0.358 Gravity Beam Design RAM Steel v8.2 ► . 2 - 2.o Washington Square RAM DataBase: SouthEnd 09/17/04 13:42:04 INTERRNATIDVAI Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -South Beam Number = 54 SPAN INFORMATION (ft): I -End (337.42,134.17) J -End (337.42,164.66) Beam Size (User Selected) = W24X117 Fy = 50.0 ksi Total Beam Length (ft) = 30.49 Cantilever on left (ft) = 12.00 Mp (kip -ft) = 1362.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 0.000 10.08 13.44 9.2 0.00 0.00 0.0 0.00 Snow 0.000 9.46 8.62 9.2 0.00 0.00 0.0 0.00 Snow 10.493 11.53 15.37 9.2 0.00 0.00 0.0 0.00 Snow 11.500 10.88 14.51 9.2 0.00 0.00 0.0 0.00 Snow 20.493 11.25 15.00 0.0 0.00 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.200 0.000 - -- NonR 12.000 0.200 0.000 2 12.000 0.200 0.000 - -- NonR 30.493 0.200 0.000 3 11.500 0.075 0.100 9.2% Red 12.000 0.075 0.100 4 12.000 0.075 0.100 0.0% Red 30.493 0.075 0.100 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 128.79 kips 0.90Vn = 360.86 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Left Max - 1.2DL +1.6LL -754.8 12.0 0.5 1.00 0.90 1226.25 Center Max + 1.2DL +1.6LL 17.3 22.1 10.0 1.21 0.90 1226.25 Max - 1.2DL +1.6LL -754.7 12.0 8.5 1.29 0.90 1226.25 Controlling 1.2DL +1.6LL -754.8 12.0 8.5 1.29 0.90 1226.25 REACTIONS (kips): Left Right DL reaction 67.71 -6.98 Max +LL reaction 70.72 7.81 Max -LL reaction 0.00 -14.49 Max +total reaction (factored) 194.41 -9.78 Max -total reaction 94.80 -31.56 DEFLECTIONS: Left cantilever: Dead load (in) = -0.475 L/D = 606 Pos Live load (in) = -0.531 L/D = 542 Neg Live load (in) = 0.071 L/D = 4034 ril Gravity Beam Design RAM Steel v8.2 1- 2 .Th Page 2/2 Washington Square RAM DataBase: SouthEnd 09/17/04 13:42:04 INTERNATONAL Building Code: IBC Steel Code: AISC LRFD Left cantilever: Pos Total load (in) = -1.006 L/D = 286 Center span: Dead load (in) at 19.49 ft = 0.070 L/D = 3184 Live load (in) at 19.49 ft = 0.099 L/D = 2246 Net Total load (in) at 19.49 ft = 0.168 L/D = 1317 rim RAM Steel v8.2 Load Diagram Washington Square .2.._,2_, RAM DataBase: SouthEnd 09/17/04 13:42:04 INTERNATDNAI Building Code: IBC Floor Type: Typ -South Beam Number = 54 Span infaunation (ft): I -End (337.42,134.17) J -End (337.42,164.66) -P1 -P2, P3 -P4 AT:W 1 W5 W1 \\_\ \ \\:, • A Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 0.000 19.543 20.025 0.000 39.567 P2 10.493 11.527 13.953 0.000 25.480 P3 11.500 10.884 13.175 0.000 24.059 P4 20.493 11.250 15.000 0.000 26.249 ft k/ft k/ft k/ft k/ft W1 0.000 0.200 0.000 0.000 0.200 W2 11.500 0.200 0.000 0.000 0.200 0.275 0.091 0.000 0.366 W3 12.000 0.275 0.091 0.000 0.366 0.275 0.100 0.000 0.375 W4 12.000 0.275 0.091 0.000 0.366 0.275 0.100 0.000 0.375 W5 30.493 0.275 0.100 0.000 0.375 FR Gravity Beam Design RAM Steel v8.2 I .2.. Washington Square �� DataBase: SouthEnd 09/17/04 13:42:04 INTERNAT() Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -South Beam Number = 159 SPAN INFORMATION (ft): I -End (500.42,30.00) J -End (540.17,30.00) Beam Size (User Selected) = W21X62 Fy = 50.0 ksi Total Beam Length (ft) = 39.75 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 ' f'c (ksi) 3.50 3.50 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 65.62 Y bar(in) = 18.49 Mnf (kip -ft) = 966.11 Mn (kip -ft) = 873.63 C (kips) = 290.73 PNA (in) = 17.77 Ieff (in4) = 2785.58 Itr (in4) = 3396.02 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 18.2 # of studs: Full = 66 Partial = 39 Actual = 39 Number of Stud Rows = 1 Percent of Full Composite Action = 46.51 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 27.250 5.48 4.09 7.31 22.9 0.00 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 27.250 0.500 0.250 1.100 22.9% Red 0.000 39.750 0.500 0.250 1.100 0.000 2 0.000 0.375 0.280 0.500 22.9% Red 0.000 39.750 0.375 0.280 0.500 0.000 3 0.000 0.375 0.280 0.500 22.9% Red 0.000 27.250 0.375 0.280 0.500 0.000 4 27.250 0.038 0.028 0.050 22.9% Red 0.000 39.750 0.038 0.028 0.050 0.000 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 63.60 kips 0.90Vn = 226.80 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.4DL 192.6 22.2 0.0 1.00 0.90 540.00 Init DL 1.4DL 192.6 22.2 - -- - -- Max + 1.2DL +1.6LL 568.9 23.1 - -- 0.85 742.59 Controlling 1.2DL +1.6LL 568.9 23.1 - -- - -- 0.85 742.59 REACTIONS (kips): ril Gravity Beam Design RAM Steel v8.2 k , 2 Page 2/2 Washington Square RN Dat aB SouthEnd 09/17/04 13:42:04 kr", Building Code: IBC Steel Code: AISC LRFD Left Right Initial reaction 12.41 13.92 DL reaction 16.95 20.38 Max +LL reaction 18.08 24.47 Max +total reaction (factored) 49.27 63.60 DEFLECTIONS: (Camber = 1) Initial load (in) at 20.27 ft = -1.012 L/D = 471 Live load (in) at 20.27 ft = -0.743 L/D = 642 Post Comp load (in) at 20.27 ft = -0.933 L/D = 511 Net Total load (in) at 20.27 ft = -0.945 L/D = 505 Fil L oad Diagram RAM Steel v8.2 Washington Square �'1 15- RA M DataBase: SouthEnd 09/17/04 13:42:04 I NTERNATCNAI Building Code: IBC Floor Type: Typ -South Beam Number = 159 Span information (ft): I -End (500.42,30.00) J -End (540.17,30.00) P1 W3 W4 W1 \N , Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 27.250 5.484 5.638 0.000 11.122 ft k/ft k/ft k/ft k/ft W1 0.000 0.750 0.771 0.000 1.521 W2 27.250 0.750 0.771 0.000 1.521 0.913 1.272 0.000 2.185 W3 27.250 0.750 0.771 0.000 1.521 0.913 1.272 0.000 2.185 W4 39.750 0.913 1.272 0.000 2.185 rim RAM Steel v8.2 1.2.."lt, Washington Square Gravity Beam Design RAM DataBase: SouthEnd 09/17/04 13:42:04 INTERIATCNAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -South Beam Number = 163 SPAN INFORMATION (ft): I -End (500.42,60.00) J -End (540.17,60.00) Maximum Depth Limitation specified = 18.50 in Beam Size (User Selected) = W18X40 Fy = 50.0 ksi Total Beam Length (ft) = 39.75 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 112.60 Y bar(in) = 18.66 Mnf (kip -ft) = 642.58 Mn (kip -ft) = 565.03 C (kips) = 345.24 PNA (in) = 17.49 Ieff (in4) = 1726.95 Itr (in4) = 2069.55 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 18.2 # of studs: Full = 56 Partial = 39 Actual = 39 Number of Stud Rows = 1 Percent of Full Composite Action = 58.51 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.706 0.527 0.942 20.2% Red 0.000 39.750 0.706 0.527 0.942 0.000 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 40.74 kips 0.90Vn = 152.24 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.4DL 145.8 19.9 0.0 1.00 0.90 294.00 Init DL 1.4DL 145.8 19.9 - -- - -- Max + 1.2DL +1.6LL 404.9 19.9 - -- - -- 0.85 480.27 Controlling 1.2DL +1.6LL 404.9 19.9 - -- - -- 0.85 480.27 REACTIONS (kips): Left Right Initial reaction 10.48 10.48 DL reaction 14.03 14.03 Max +LL reaction 14.94 14.94 Max +total reaction (factored) 40.74 40.74 DEFLECTIONS: (Camber = 1 -1/2) Initial load (in) at 19.87 ft = -1.669 L/D = 286 Live load (in) at 19.87 ft = -0.843 L/D = 566 Post Comp load (in) at 19.87 ft = -1.044 L/D = 457 Net Total load (in) at 19.87 ft = -1.212 L/D = 393 FR Gravity Beam Design RAM Steel v8.2 Washington Square 1 1 �� RAM DataBase: SouthEnd 09/17/04 13:42:04 INTERNATC4'iAI Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -South Beam Number = 172 SPAN INFORMATION (ft): I -End (500.42,164.66) J -End (500.42,194.66) Beam Size (User Selected) = W24X62 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking Orientation parallel parallel Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 90.00 Y bar(in) = 21.77 Mnf (kip -ft) = 1137.13 Mn (kip -ft) = 1040.48 C (kips) = 436.09 PNA (in) = 21.99 Ieff (in4) = 3630.80 Itr (in4) = 4370.46 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 24.2 # of studs: Full = 102 Partial = 30 Actual = 54 Number of Stud Rows = 1 Percent of Full Composite Action = 54.29 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 10.000 26.16 19.53 34.87 34.8 0.00 0.00 0.0 0.00 Snow 0.00 20.000 26.16 19.53 34.87 34.8 0.00 0.00 0.0 0.00 Snow 0.00 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 67.75 kips 0.90Vn = 275.16 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.4DL 273.4 10.0 10.0 1.00 0.90 466.76 Init DL 1.4DL 273.4 10.0 - -- - -- Max + 1.2DL +1.6LL 677.5 10.0 - -- - -- 0.85 884.40 Controlling 1.2DL +1.6LL 677.5 10.0 - -- 0.85 884.40 REACTIONS (kips): Left Right Initial reaction 19.53 19.53 DL reaction 26.16 26.16 Max +LL reaction 22.72 22.72 Max +total reaction (factored) 67.75 67.75 1 DEFLECTIONS: (Camber = 1/2) Initial load (in) at 15.00 ft = -0.715 L/D = 504 Live load (in) at 15.00 ft = -0.357 L/D = 1007 Post Comp load (in) at 15.00 ft = -0.462 L/D = 780 Net Total load (in) at 15.00 ft = -0.676 L/D = 532 rifil Steel v8.2 ( '� Washington Square Load Diagram RAM DataBase: SouthEnd 09/17/04 13:42:04 INTERNATIONAL Building Code: IBC Floor Type: Typ -South Beam Number = 172 Span information (ft): I -End (500.42,164.66) J -End (500.42,194.66) _ 1 132 / I/ Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 10.000 26.156 22.725 0.000 48.880 P2 20.000 26.156 22.724 0.000 48.880 rj Standard Joist Selection RAM Steel v8.2 Washington Square ' 2 RAM DataBase: SouthEnd 09/17/04 11:42:37 INTERNATIONAL Building Code: IBC Floor Type: Roof -South Beam Number = 325 SPAN INFORMATION (ft): I -End (500.42,172.16) J -End (540.17,172.16) Maximum Depth Limitation specified = 24.00 in Joist Size (User Selected) = 24LH06 Total Beam Length (ft) = 39.75 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.172 0.187 - -- Snow 39.750 0.172 0.187 Design Loads Allowable Loads (lbs /ft) Dead: 172.5 Live: 187.5 261.6 Total: 360.0 455.4 MOMENTS: Span Cond Moment kip -ft ft Center Max + 71.1 19.9 REACTIONS (kips): Left Right DL reaction 3.43 3.43 Max +LL reaction 3.73 3.73 Max +total reaction 7.15 7.15 DEFLECTIONS: Dead load (in) = 0.874 L/D = 546 Live load (in) = 0.950 L/D = 502 Total load (in) = 1.824 L/D = 262 ■ V Standard Joist Selection RAM Steel v8.2 8:4) RAM DataBase: NorthEnd 09/17/04 10:33:58 INTERNATIONAL Building Code: IBC Floor Type: Roof -North Beam Number = 238 SPAN INFORMATION (ft): I -End (157.42,172.16) J -End (187.42,172.16) Joist Size (User Selected) = 22K6 Total Beam Length (ft) = 30.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.172 0.187 - -- Snow 30.000 0.172 0.187 Design Loads Allowable Loads (lbs /ft) Dead: 172.5 Live: 187.5 266.0 Total: 360.0 371.0 MOMENTS: Span Cond Moment kip -ft ft Center Max + 40.5 15.0 REACTIONS (kips): Left Right DL reaction 2.59 2.59 Max +LL reaction 2.81 2.81 Max +total reaction 5.40 5.40 DEFLECTIONS: Dead load (in) = 0.648 L/D = 555 Live load (in) = 0.705 L/D = 511 Total load (in) = 1.353 L/D = 266 RAM Steel v8.2 , Washington Square Standard Joist Selection RAM DataBase: SouthEnd 09/17/04 11:42:37 INTERNATIONAL Building Code: IBC Floor Type: Roof -South Beam Number = 102 SPAN INFORMATION (ft): I -End (337.42,66.00) J -End (380.42,66.00) Joist Size (Optimum) = 28LH09 Total Beam Length (ft) = 43.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.200 0.000 - -- Snow 43.000 0.200 0.000 2 0.000 0.138 0.150 - -- Snow 43.000 0.138 0.150 Design Loads Allowable Loads (lbs /ft) Dead: 338.0 Live: 150.0 391.7 Total: 488.0 630.1 MOMENTS: Span Cond Moment kip -ft ft Center Max + 112.8 21.5 REACTIONS (kips): Left Right DL reaction 7.27 7.27 Max +LL reaction 3.22 3.22 Max +total reaction 10.49 10.49 DEFLECTIONS: Dead load (in) = 1.237 L/D = 417 Live load (in) = 0.549 L/D = 940 Total load (in) = 1.785 L/D = 289 Beam Summary RAM Steel v8.2 li1 2)1- RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD STEEL BEAM DESIGN SUMMARY: Floor Type: Roof -North Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip -ft kip -ft kip -ft ksi 2 20.42 60.1 0.0 72.5 50.0 W12X14 u 6 20.42 27.6 0.0 72.5 50.0 W12X14 u 8 20.46 58.5 0.0 1700.0 50.0 W30X124 u 12 19.69 54.0 0.0 72.5 50.0 W12X14 u 13 10.58 10.1 0.0 37.0 50.0 W8X10 u 14 19.69 34.7 0.0 277.1 50.0 W18X35 u 15 6.76 2.1 0.0 37.0 50.0 W8X10 u 16 23.18 69.1 0.0 1700.0 50.0 W30X124 u 17 13.92 11.3 0.0 37.0 50.0 W8X10 u 18 13.92 12.7 0.0 37.0 50.0 W8X10 u 19 13.92 12.7 0.0 37.0 50.0 W8X10 u 20 18.49 42.0 0.0 72.5 50.0 W12X14 u 21 13.92 12.3 0.0 37.0 50.0 W8X10 u 22 13.92 12.3 0.0 37.0 50.0 W8X10 u 26 22.67 52.4 0.0 1700.0 50.0 W30X124 u 28 23.31 51.4 0.0 184.2 50.0 W16X26 u 29 15.84 29.4 0.0 277.1 50.0 W18X35 u 30 22.40 35.9 0.0 277.1 50.0 W18X35 u 31 43.00 454.4 0.0 2120.8 50.0 W36X135 u 32 7.84 3.1 0.0 37.0 50.0 W8X10 u 33 22.49 152.2 0.0 277.1 50.0 W18X35 u 34 39.50 316.7 0.0 562.5 50.0 W24X55 u 37 30.00 141.4 0.0 277.1 50.0 W18X35 u 38 39.50 337.5 0.0 562.5 50.0 W24X55 u 39 8.00 3.1 0.0 37.0 50.0 W8X10 u 40 8.00 3.8 0.0 37.0 50.0 W8X10 u 41 8.00 3.8 0.0 37.0 50.0 W8X10 u 42 8.00 3.1 0.0 37.0 50.0 W8X10 u 43 39.50 295.1 0.0 397.5 50.0 W21X44 u 44 14.85 10.9 0.0 37.0 50.0 W8X10 u 46 32.81 237.4 0.0 324.6 50.0 W12X53 u 47 14.85 11.2 0.0 37.0 50.0 W8X10 u 48 30.00 184.9 0.0 299.6 50.0 W12X50 u 49 23.50 76.3 0.0 102.9 50.0 W12X19 u 50 23.50 76.3 0.0 102.9 50.0 W12X19 u a 53 22.00 70.2 0.0 102.9 50.0 W12X19 u 55 20.03 55.1 0.0 72.5 50.0 W12X14 u 60 30.00 86.5 0.0 138.3 50.0 W14X22 u 70 14.85 9.4 0.0 37.0 50.0 W8X10 u 71 33.71 238.4 0.0 324.6 50.0 W12X53 u Beam Summary Fil 1.a. si RAM Steel v8.2 Page 2/15 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTENAT1ONAt Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 74 22.00 78.4 0.0 155.0 50.0 W12X26 u 75 14.85 9.7 0.0 37.0 50.0 W8X10 u 76 16.35 23.4 0.0 138.3 50.0 W14X22 u 77 23.13 37.9 0.0 72.5 50.0 W12X14 u 78 15.76 17.6 0.0 72.5 50.0 W12X14 u 79 30.00 184.9 0.0 299.6 50.0 W12X50 u 80 8.00 3.1 0.0 37.0 50.0 W8X10 u 81 8.00 3.8 0.0 37.0 50.0 W8X10 u 82 8.00 3.8 0.0 37.0 50.0 W8X10 u 83 8.00 3.1 0.0 37.0 50.0 W8X10 u 85 12.20 7.5 0.0 37.0 50.0 W8X10 u 86 9.32 3.5 0.0 37.0 50.0 W8X10 u 87 8.99 4.1 0.0 37.0 50.0 W8X10 u 88 22.49 197.9 0.0 277.1 50.0 W18X35 u 89 10.97 5.5 0.0 37.0 50.0 W8X10 u 92 30.00 213.0 0.0 397.5 50.0 W21X44 u 97 37.50 93.0 0.0 227.5 50.0 W14X34 u 116 38.00 406.5 0.0 641.7 50.0 W24X62 u 117 30.00 78.6 0.0 138.3 50.0 W14X22 u 123 30.00 80.1 0.0 138.3 50.0 W14X22 u 378 7.50 0.0 0.0 37.0 50.0 W8X10 380 7.50 0.0 0.0 37.0 50.0 W8X10 381 7.50 0.0 0.0 37.0 50.0 W8X10 143 38.00 409.4 0.0 641.7 50.0 W24X62 u 144 30.00 78.6 0.0 138.3 50.0 W14X22 u 151 30.00 80.1 0.0 138.3 50.0 W14X22 u 160 30.00 59.5 0.0 138.3 50.0 W14X22 u 382 7.50 0.0 0.0 37.0 50.0 W8X10 383 7.50 0.0 0.0 37.0 50.0 W8X10 384 7.50 0.0 0.0 37.0 50.0 W8X10 180 38.00 478.2 0.0 737.5 50.0 W24X68 u 181 30.00 71.6 0.0 138.3 50.0 W14X22 u 182 30.00 34.2 0.0 72.5 50.0 W12X14 u 183 30.00 165.9 0.0 237.5 50.0 W12X40 u 184 4.67 0.9 0.0 37.0 50.0 W8X10 u 185 4.67 1.2 0.0 37.0 50.0 W8X10 u 186 4.67 0.9 0.0 37.0 50.0 W8X10 u 187 30.00 165.9 0.0 237.5 50.0 W12X40 u 188 30.00 34.2 0.0 72.5 50.0 W12X14 u 190 30.00 73.1 0.0 138.3 50.0 W14X22 u \ 200 20.00 55.6 0.0 102.9 50.0 W12X19 u 385 7.50 0.0 0.0 37.0 50.0 W8X10 394 7.50 0.0 0.0 37.0 50.0 W8X10 386 7.50 0.0 0.0 37.0 50.0 W8X10 395 7.50 0.0 0.0 37.0 50.0 W8X10 Beam Summary t. / -S�g RAM Steel v8.2 Page 3/15 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERJATKY iAI Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 387 7.50 0.0 0.0 37.0 50.0 W8X10 396 7.50 0.0 0.0 37.0 50.0 W8X10 204 20.00 55.6 0.0 102.9 50.0 W12X19 u 205 4.67 0.9 0.0 37.0 50.0 W8X10 u 206 4.67 1.2 0.0 37.0 50.0 W8X10 u 207 4.67 0.9 0.0 37.0 50.0 W8X10 u 224 38.00 478.2 0.0 737.5 50.0 W24X68 u 225 30.00 78.6 0.0 138.3 50.0 W14X22 u 232 30.00 80.1 0.0 138.3 50.0 W14X22 u 388 7.50 0.0 0.0 37.0 50.0 W8X10 397 7.50 0.0 0.0 37.0 50.0 W8X10 389 7.50 0.0 0.0 37.0 50.0 W8X10 399 7.50 0.0 0.0 37.0 50.0 W8X10 391 7.50 0.0 0.0 37.0 50.0 W8X10 400 7.50 0.0 0.0 37.0 50.0 W8X10 246 30.00 86.5 0.0 138.3 50.0 W14X22 261 38.00 478.2 0.0 737.5 50.0 W24X68 u 262 30.00 71.6 0.0 138.3 50.0 W14X22 u 263 30.00 34.2 0.0 72.5 50.0 W12X14 u 264 30.00 165.9 0.0 237.5 50.0 W12X40 u 265 4.67 0.9 0.0 37.0 50.0 W8X10 u 266 4.67 1.2 0.0 37.0 50.0 W8X10 u 267 4.67 0.9 0.0 37.0 50.0 W8X10 u 268 30.00 165.9 0.0 237.5 50.0 W12X40 u 269 30.00 34.2 0.0 72.5 50.0 W12X14 u 271 30.00 73.1 0.0 138.3 50.0 W14X22 u 281 20.00 55.6 0.0 102.9 50.0 W12X19 u 285 20.00 55.6 0.0 102.9 50.0 W12X19 u 286 4.67 0.9 0.0 37.0 50.0 W8X10 u 287 4.67 1.2 0.0 37.0 50.0 W8X10 u 288 4.67 0.9 0.0 37.0 50.0 W8X10 u 290 30.00 86.5 0.0 138.3 50.0 W14X22 305 38.00 581.3 0.0 737.5 50.0 W24X68 306 30.00 71.6 0.0 138.3 50.0 W14X22 u 307 30.00 34.2 0.0 72.5 50.0 W12X14 u 308 30.00 165.9 0.0 237.5 50.0 W12X40 u 309 4.67 0.9 0.0 37.0 50.0 W8X10 u 310 4.67 1.2 0.0 37.0 50.0 W8X10 u 311 4.67 0.9 0.0 37.0 50.0 W8X10 u 312 30.00 165.9 0.0 237.5 50.0 W12X40 1 313 30.00 34.2 0.0 72.5 50.0 W12X14 u 315 30.00 73.1 0.0 138.3 50.0 W14X22 u 324 30.00 59.5 0.0 138.3 50.0 W14X22 u 325 20.00 55.6 0.0 102.9 50.0 W12X19 u 329 20.00 55.6 0.0 102.9 50.0 W12X19 u 10 RAM Steel v8.2 Beam Summary Page 4/15 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 330 4.67 0.9 0.0 37.0 50.0 W8X10 u 331 4.67 1.2 0.0 37.0 50.0 W8X10 u 332 4.67 0.9 0.0 37.0 50.0 W8X10 u 334 29.33 82.7 0.0 138.3 50.0 W14X22 u 349 38.00 474.1 0.0 1700.0 50.0 W30X124 u 350 29.33 75.1 0.0 138.3 50.0 W14X22 u 357 29.33 76.5 0.0 138.3 50.0 W14X22 u 361 30.00 322.6 0.0 1700.0 50.0 W30X124 u 365 29.33 96.7 0.0 138.3 50.0 W14X22 u 366 29.33 110.6 0.0 197.1 50.0 W14X30 u 370 12.50 52.3 0.0 102.9 50.0 W12X19 u 371 6.83 3.7 0.0 37.0 50.0 W8X10 u 375 38.00 234.5 0.0 562.5 50.0 W24X55 u 377 30.00 180.5 0.0 277.1 50.0 W18X35 u Floor Type: Typ -North Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip -ft kip -ft kip -ft ksi 7 20.46 142.1 0.0 1865.6 50.0 W30X124 u 15 8 30.92 267.1 0.0 346.2 50.0 W16X26 30 9 30.92 270.7 0.0 352.6 50.0 W16X26 30 10 30.92 268.5 0.0 346.2 50.0 W16X26 30 11 19.69 148.4 0.0 284.6 50.0 W16X26 u 16 21 22.52 142.1 0.0 188.8 50.0 W12X19 u 15 22 21.64 136.2 0.0 180.4 50.0 W12X19 u 13 23 22.67 102.3 0.0 1892.1 50.0 W30X124 u 18 24 23.31 95.1 0.0 288.0 50.0 W16X26 u 16 30 13.48 43.5 0.0 89.8 50.0 W8X10 13 31 11.33 30.2 0.0 82.8 50.0 W8X10 11 32 4.27 3.2 0.0 37.0 50.0 W8X10 u 33 22.01 277.5 0.0 411.2 50.0 W16X31 u 33 34 20.03 158.3 0.0 284.7 50.0 W16X26 u 16 35 30.42 247.4 0.0 339.5 50.0 W16X26 u 27 36 30.21 237.4 0.0 325.8 50.0 W16X26 u 22 37 30.00 493.9 0.0 755.8 50.0 W21X44 u 75 38 30.00 195.7 0.0 318.8 50.0 W12X30 u 30 39 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 40 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 41 30.00 604.6 0.0 863.4 50.0 W21X62 u 33 42 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 ■ 43 30.00 256.5 0.0 352.3 50.0 W16X26 30 44 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 45 30.00 244.7 0.0 339.3 50.0 W16X26 u 26 46 25.18 172.3 0.0 221.9 50.0 W14X22 u 14 47 16.35 53.3 0.0 229.7 50.0 W12X26 u 12 Beam Summary FM RAM Steel v8.2 Page 5/15 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTENATIONAI Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 49 7.50 12.7 0.0 68.4 50.0 W8X10 u 7 48 8.00 0.0 -69.7 22.49 282.2 -69.7 464.9 50.0 W18X35 u 26 50 37.50 390.1 0.0 537.6 50.0 W18X40 u 30 51 37.50 382.6 0.0 522.0 50.0 W18X40 u 26 52 30.00 453.0 0.0 567.8 50.0 W18X40 34 53 37.50 382.6 0.0 522.0 50.0 W18X40 u 26 54 37.50 382.6 0.0 522.0 50.0 W18X40 u 26 55 37.50 382.6 0.0 562.5 50.0 W16X45 u 37 56 37.50 263.7 0.0 346.2 50.0 W16X31 u 16 57 30.00 597.8 0.0 846.8 50.0 W21X62 u 32 59 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 60 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 61 30.00 597.8 0.0 846.8 50.0 W21X62 u 32 62 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 63 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 64 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 65 36.17 915.4 0.0 1362.8 50.0 W21X83 u 82 66 30.00 244.7 0.0 339.3 50.0 W16X26 u 26 67 30.00 234.5 0.0 318.7 50.0 W16X26 u 20 68 30.00 241.4 0.0 332.6 50.0 W16X26 u 24 69 30.00 239.6 0.0 325.8 50.0 W16X26 u 22 70 30.00 179.3 0.0 231.3 50.0 W12X26 u 12 71 30.00 202.7 0.0 318.8 50.0 W12X30 u 30 232 10.00 0.0 0.0 37.0 50.0 W8X10 233 10.00 0.0 0.0 37.0 50.0 W8X10 234 10.00 0.0 0.0 37.0 50.0 W8X10 72 30.00 597.8 0.0 2059.1 50.0 W30X124 u 30 74 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 75 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 76 30.00 597.8 0.0 2059.1 50.0 W30X124 u 30 77 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 78 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 79 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 80 36.17 928.2 0.0 1362.8 50.0 W21X83 u 90 81 30.00 244.7 0.0 339.3 50.0 W16X26 u 26 82 30.00 234.5 0.0 318.7 50.0 W16X26 u 20 83 30.00 241.4 0.0 332.6 50.0 W16X26 u 24 84 30.00 239.6 0.0 325.8 50.0 W16X26 u 22 86 30.49 690.3 0.0 1347.6 50.0 W24X94 u 30 88 30.00 261.4 0.0 347.2 50.0 W16X31 u 16 89 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 90 30.00 659.2 0.0 988.9 50.0 W24X62 u 42 91 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 92 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 FM Beam Summary i .7--- si RAM Steel v8.2 Page 6/15 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTENATK) AL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 93 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 94 30.00 168.7 0.0 221.1 50.0 W14X22 u 12 235 10.00 0.0 0.0 37.0 50.0 W8X10 244 8.83 0.0 0.0 37.0 50.0 W8X10 220 10.49 0.0 0.0 37.0 50.0 W8X10 95 38.00 218.5 0.0 381.3 50.0 W16X26 38 236 10.00 0.0 0.0 37.0 50.0 W8X10 245 8.83 0.0 0.0 37.0 50.0 W8X10 221 10.49 0.0 0.0 37.0 50.0 W8X10 96 38.00 45.1 0.0 381.3 50.0 W16X26 38 237 10.00 0.0 0.0 37.0 50.0 W8X10 246 8.83 0.0 0.0 37.0 50.0 W8X10 222 10.49 0.0 0.0 37.0 50.0 W8X10 97 30.00 597.8 0.0 846.8 50.0 W21X62 u 32 99 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 100 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 101 30.00 597.8 0.0 846.8 50.0 W21X62 u 32 102 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 103 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 104 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 105 36.17 928.2 0.0 1362.8 50.0 W21X83 u 90 106 30.00 244.7 0.0 339.3 50.0 W16X26 u 26 107 30.00 234.5 0.0 318.7 50.0 W16X26 u 20 108 30.00 241.4 0.0 332.6 50.0 W16X26 u 24 109 30.00 239.6 0.0 325.8 50.0 W16X26 u 22 111 30.49 626.0 0.0 2059.1 50.0 W30X124 u 30 113 30.00 261.4 0.0 347.2 50.0 W16X31 u 16 114 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 115 30.00 597.8 0.0 2059.1 50.0 W30X124 u 30 116 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 117 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 118 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 238 10.00 0.0 0.0 37.0 50.0 W8X10 247 8.83 0.0 0.0 37.0 50.0 W8X10 223 10.49 0.0 0.0 37.0 50.0 W8X10 226 10.00 0.0 0.0 37.0 50.0 W8X10 239 10.00 0.0 0.0 37.0 50.0 W8X10 248 8.83 0.0 0.0 37.0 50.0 W8X10 224 10.49 0.0 0.0 37.0 50.0 W8X10 227 10.00 0.0 0.0 37.0 50.0 W8X10 240 10.00 0.0 0.0 37.0 50.0 W8X10 249 8.83 0.0 0.0 37.0 50.0 W8X10 225 10.49 0.0 0.0 37.0 50.0 W8X10 228 10.00 0.0 0.0 37.0 50.0 W8X10 122 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 Beam Summary FR RAM Steel v8.2 Page 7/15 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 123 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 125 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 126 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 127 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 128 36.17 928.2 0.0 1362.8 50.0 W21X83 u 90 129 30.00 244.7 0.0 339.3 50.0 W16X26 u 26 130 30.00 234.5 0.0 318.7 50.0 W16X26 u 20 131 30.00 241.4 0.0 332.6 50.0 W16X26 u 24 132 30.00 239.6 0.0 325.8 50.0 W16X26 u 22 135 30.00 202.7 0.0 280.3 50.0 W14X22 30 136 30.00 261.4 0.0 347.2 50.0 W16X31 u 16 137 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 139 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 140 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 141 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 241 10.00 0.0 0.0 37.0 50.0 W8X10 250 8.83 0.0 0.0 37.0 50.0 W8X10 229 10.00 0.0 0.0 37.0 50.0 W8X10 242 10.00 0.0 0.0 37.0 50.0 W8X10 251 8.83 0.0 0.0 37.0 50.0 W8X10 230 10.00 0.0 0.0 37.0 50.0 W8X10 243 10.00 0.0 0.0 37.0 50.0 W8X10 252 8.83 0.0 0.0 37.0 50.0 W8X10 231 10.00 0.0 0.0 37.0 50.0 W8X10 143 30.00 609.8 0.0 863.4 50.0 W21X62 u 33 144 30.00 289.7 0.0 2023.9 50.0 W30X124 u 30 145 30.00 387.2 0.0 616.3 50.0 W18X50 u 30 146 17.00 90.3 0.0 127.5 50.0 W 10X12 17 147 30.00 597.8 0.0 846.8 50.0 W21X62 u 32 148 30.00 382.1 0.0 616.3 50.0 W18X50 u 32 149 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 150 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 151 36.17 928.2 0.0 1362.8 50.0 W21X83 u 90 152 30.00 244.7 0.0 339.3 50.0 W16X26 u 26 153 30.00 234.5 0.0 318.7 50.0 W16X26 u 20 154 30.00 241.4 0.0 332.6 50.0 W16X26 u 24 155 30.00 239.6 0.0 325.8 50.0 W16X26 u 22 156 30.00 179.3 0.0 231.3 50.0 W12X26 u 12 157 30.49 626.0 0.0 915.8 50.0 W21X62 u 44 158 30.00 202.7 0.0 280.3 50.0 W14X22 30 , 159 30.00 261.4 0.0 347.2 50.0 W16X31 u 16 160 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 161 30.00 597.8 0.0 846.8 50.0 W21X62 u 32 162 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 163 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 fil Beam Summary RAM Steel v8.2 1 Page 8/15 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTENATKXJAL Building Code: IBC Steel Code: AISC LRN'D Bm # Length +Mu -Mu Mn Fy Beam Size Studs 164 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 253 10.00 0.0 0.0 37.0 50.0 W8X10 254 10.00 0.0 0.0 37.0 50.0 W8X10 166 20.00 112.5 0.0 194.3 50.0 W 12X 16 20 255 10.00 0.0 0.0 37.0 50.0 W8X10 167 30.00 638.4 0.0 880.4 50.0 W21X62 u 39 168 30.00 195.7 0.0 2089.6 50.0 W30X124 u 30 169 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 170 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 171 30.00 597.8 0.0 846.8 50.0 W21X62 u 32 172 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 173 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 174 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 175 36.17 928.2 0.0 1362.8 50.0 W21X83 u 90 176 30.00 244.7 0.0 339.3 50.0 W16X26 u 26 177 30.00 234.5 0.0 318.7 50.0 W16X26 u 20 178 30.00 241.4 0.0 332.6 50.0 W16X26 u 24 179 30.00 239.6 0.0 325.8 50.0 W16X26 u 22 180 30.00 179.3 0.0 231.3 50.0 W12X26 u 12 181 30.49 626.0 0.0 915.8 50.0 W21X62 u 44 182 30.00 202.7 0.0 318.8 50.0 W12X30 u 30 183 30.00 261.4 0.0 347.2 50.0 W16X31 u 16 184 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 185 30.00 597.8 0.0 846.8 50.0 W21X62 u 32 186 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 187 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 188 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 189 30.00 168.7 0.0 221.1 50.0 W14X22 u 12 191 29.33 187.1 0.0 312.9 50.0 W12X30 u 29 192 29.33 246.3 0.0 339.1 50.0 W16X26 u 26 193 29.33 246.3 0.0 339.1 50.0 W16X26 u 26 195 29.33 246.3 0.0 339.1 50.0 W16X26 u 26 196 29.33 246.3 0.0 339.1 50.0 W16X26 u 26 197 29.33 246.3 0.0 339.1 50.0 W16X26 u 26 198 36.17 919.4 0.0 2251.3 50.0 W30X124 u 36 199 29.33 235.0 0.0 318.6 50.0 W16X26 u 20 200 29.33 225.2 0.0 301.4 50.0 W16X26 u 16 201 29.33 231.9 0.0 318.6 50.0 W16X26 u 20 202 29.33 230.2 0.0 310.6 50.0 W16X26 u 18 203 29.33 171.4 0.0 283.2 50.0 W12X26 u 29 205 29.33 193.7 0.0 312.9 50.0 W12X30 u 29 206 29.33 251.1 0.0 345.7 50.0 W16X26 u 28 207 29.33 246.3 0.0 339.1 50.0 W16X26 u 26 208 30.00 608.4 0.0 2052.1 50.0 W30X124 u 30 209 29.33 246.3 0.0 339.1 50.0 W16X26 u 26 Beam Summary FRI t .2.1° RAM Steel v8.2 Page 9/15 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 210 29.33 284.2 0.0 433.1 50.0 W16X31 u 42 211 22.50 60.7 0.0 76.5 50.0 W8X10 u 8 212 29.33 205.9 0.0 277.1 50.0 W18X35 u 213 20.00 175.3 0.0 250.0 50.0 W14X22 u 16 214 6.83 14.6 0.0 68.3 50.0 W8X10 u 6 215 30.00 354.3 0.0 659.4 50.0 W21X44 u 26 216 30.00 354.3 0.0 659.4 50.0 W21X44 u 26 217 36.17 540.8 0.0 808.2 50.0 W21X50 u 53 I 218 30.49 368.0 0.0 703.9 50.0 W21X44 u 53 219 30.00 374.8 0.0 683.9 50.0 W21X44 u 53 * after Size denotes beam failed stress /capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Beam Summary lil t.1-41 RAM Steel v8.2 Page 10/15 RAM DataBase: NorthEnd 09/15/04 11:23:06 IN1 MNADONAL Building Code: IBC Steel Code: AISC LRFD JOIST SELECTION SUMMARY: Floor Type: Roof -North Standard Joists: Joist # Length WDL WLL WTL Joist 3 20.42 172.5 187.5 360.0 22K4 u 4 20.42 172.5 187.5 360.0 22K4 u 5 20.42 172.5 317.5 490.0 22K4 u 9 30.92 172.5 187.5 360.0 22K7 u 10 30.92 172.5 187.5 360.0 22K7 u 11 30.92 172.5 187.5 360.0 22K7 u 23 30.02 172.5 187.5 360.0 22K6 u 24 23.96 172.5 187.5 360.0 18K4 u 25 22.52 169.4 184.2 353.6 18K3 u 27 17.00 157.0 170.6 345.0 14K 1 SP u 35 39.50 372.5 187.5 560.0 28LH08 36 39.50 372.4 187.4 559.8 28LH08 45 15.12 152.5 165.8 332.0 10K 1 SP u 56 30.51 166.4 180.8 347.2 22K6 u 57 30.34 166.4 180.8 347.2 22K6 u 58 30.17 166.4 180.8 347.2 22K6 u 61 30.00 172.5 317.5 490.0 22K9 u 62 30.00 172.5 187.5 360.0 22K6 u 63 30.00 172.5 187.5 360.0 22K6 u 65 30.00 172.5 187.5 360.0 22K6 u 66 30.00 172.5 187.5 360.0 22K6 u 67 30.00 172.5 187.5 360.0 22K6 u 68 30.00 172.5 187.5 360.0 22K6 u 69 30.00 169.4 184.2 353.6 22K6 u 72 23.59 166.4 180.8 347.2 20K3 u 90 37.50 176.8 192.2 369.0 26K9 u 91 37.50 172.4 187.4 359.8 26K9 u 93 37.50 172.4 187.4 359.8 26K9 u 94 37.50 172.5 187.5 360.0 26K9 u 95 37.50 172.5 187.5 360.0 26K9 u 96 37.50 172.5 317.5 490.0 24LH07 u 98 37.15 178.3 193.8 372.0 26K9 u 102 30.00 172.5 317.5 490.0 22K9 u 103 30.00 172.5 187.5 360.0 22K6 u 104 30.00 172.5 187.5 360.0 22K6 u 106 30.00 172.5 187.5 360.0 22K6 u 107 30.00 172.5 187.5 360.0 22K6 u 108 30.00 172.5 187.5 360.0 22K6 u 109 30.00 172.5 187.5 360.0 22K6 u 111 30.00 169.4 184.2 353.6 22K6 u FA Beam Summary ‘ . 1 .4,3, RAM Steel v8.2 Page 11/15 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 112 30.00 166.4 180.8 347.2 22K6 u 113 30.00 166.4 180.8 347.2 22K6 u 114 30.00 166.4 180.8 347.2 22K6 u 115 30.00 166.4 180.8 347.2 22K6 u 118 30.00 145.7 158.3 304.0 24K4 u 119 30.00 145.7 158.3 304.0 24K4 u 120 30.00 145.7 158.3 304.0 24K4 u 121 30.00 145.7 158.3 304.0 24K4 u 122 30.00 145.7 158.3 304.0 24K4 u 129 30.00 172.5 317.5 490.0 22K9 u 130 30.00 172.5 187.5 360.0 22K6 u 131 30.00 172.5 187.5 360.0 22K6 u 133 30.00 172.5 187.5 360.0 22K6 u 134 30.00 172.5 187.5 360.0 22K6 u 135 30.00 172.5 187.5 360.0 22K6 u 136 30.00 172.5 187.5 360.0 22K6 u 138 30.00 169.4 184.2 353.6 22K6 u 139 30.00 166.4 180.8 347.2 22K6 u 140 30.00 166.4 180.8 347.2 22K6 u 141 30.00 166.4 180.8 347.2 22K6 u 142 30.00 166.4 180.8 347.2 22K6 u 145 30.00 145.7 158.3 304.0 24K4 u 146 30.00 145.7 158.3 304.0 24K4 u 147 30.00 145.7 158.3 304.0 24K4 u 148 30.00 145.7 158.3 304.0 24K4 u 149 30.00 145.7 158.3 304.0 24K4 u 152 30.00 175.3 190.6 365.9 22K6 u 153 30.00 175.3 190.6 365.9 22K6 u 154 30.00 175.3 190.6 365.9 22K6 u 156 30.00 173.9 189.0 363.0 22K6 u 157 30.00 172.5 187.5 360.0 22K6 u 158 30.00 172.5 187.5 360.0 22K6 u 159 30.00 172.5 317.5 490.0 22K9 u 166 30.00 172.5 317.5 490.0 22K9 u 167 30.00 172.5 187.5 360.0 22K6 u 168 30.00 172.5 187.5 360.0 22K6 u 170 30.00 172.5 187.5 360.0 22K6 u 171 30.00 172.5 187.5 360.0 22K6 u 172 30.00 172.5 187.5 360.0 22K6 u 173 30.00 172.5 187.5 360.0 22K6 u 175 30.00 169.4 184.2 353.6 22K6 u 176 30.00 166.4 180.8 347.2 22K6 u 177 30.00 166.4 180.8 347.2 22K6 u 178 30.00 166.4 180.8 347.2 22K6 u 179 30.00 166.4 180.8 347.2 22K6 u El Beam Summary RAM Steel v8.2 Page 12/15 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 191 30.00 175.3 190.6 365.9 22K6 u 192 30.00 175.3 190.6 365.9 22K6 u 193 30.00 175.3 190.6 365.9 22K6 u 195 30.00 173.9 189.0 363.0 22K6 u 196 30.00 172.5 187.5 360.0 22K6 u 197 30.00 172.5 187.5 360.0 22K6 u 198 30.00 172.5 317.5 490.0 22K9 u 210 30.00 172.5 317.5 490.0 22K9 u 211 30.00 172.5 187.5 360.0 22K6 u 212 30.00 172.5 187.5 360.0 22K6 u 214 30.00 172.5 187.5 360.0 22K6 u 215 30.00 172.5 187.5 360.0 22K6 u 216 30.00 172.5 187.5 360.0 22K6 u 217 30.00 172.5 187.5 360.0 22K6 u 219 30.00 169.4 184.2 353.6 22K6 u 220 30.00 166.4 180.8 347.2 22K6 u 221 30.00 166.4 180.8 347.2 22K6 u 222 30.00 166.4 180.8 347.2 22K6 u 223 30.00 166.4 180.8 347.2 22K6 u 226 30.00 145.7 158.3 304.0 24K4 u 227 30.00 145.7 158.3 304.0 24K4 u 228 30.00 145.7 158.3 304.0 24K4 u 229 30.00 145.7 158.3 304.0 24K4 u 230 30.00 145.7 158.3 304.0 24K4 u 233 30.00 175.3 190.6 365.9 22K6 u 234 30.00 175.3 190.6 365.9 22K6 u 235 30.00 175.3 190.6 365.9 22K6 u 237 30.00 173.9 189.0 363.0 22K6 u 238 30.00 172.5 187.5 360.0 22K6 u 239 30.00 172.5 187.5 360.0 22K6 u 240 30.00 172.5 317.5 490.0 22K9 u 247 30.00 172.5 317.5 490.0 22K9 u 248 30.00 172.5 187.5 360.0 22K6 u 249 30.00 172.5 187.5 360.0 22K6 u 251 30.00 172.5 187.5 360.0 22K6 u 252 30.00 172.5 187.5 360.0 22K6 u 253 30.00 172.5 187.5 360.0 22K6 u 254 30.00 172.5 187.5 360.0 22K6 u 256 30.00 169.4 184.2 353.6 22K6 u 257 30.00 166.4 180.8 347.2 22K6 u 258 30.00 166.4 180.8 347.2 22K6 u 259 30.00 166.4 180.8 347.2 22K6 u 260 30.00 166.4 180.8 347.2 22K6 u 272 30.00 175.3 190.6 365.9 22K6 u 273 30.00 175.3 190.6 365.9 22K6 u Fil Beam Summary RAM Steel v8.2 Page 13/15 RAM DataBase: NorthEnd 09/15/04 11:23:06 NTERIAnoNAL Building Code: IBC Steel Code: AISC LRND Joist # Length WDL WLL WTL Joist 274 30.00 175.3 190.6 365.9 22K6 u 276 30.00 173.9 189.0 363.0 22K6 u 277 30.00 172.5 187.5 360.0 22K6 u 278 30.00 172.5 187.5 360.0 22K6 u 279 30.00 172.5 317.5 490.0 22K9 u 291 30.00 172.5 317.5 490.0 22K9 u 292 30.00 172.5 187.5 360.0 22K6 u 293 30.00 172.5 187.5 360.0 22K6 u 295 30.00 172.5 187.5 360.0 22K6 u 296 30.00 172.5 187.5 360.0 22K6 u 297 30.00 172.5 187.5 360.0 22K6 u 298 30.00 172.5 187.5 360.0 22K6 u 300 30.00 169.4 184.2 353.6 22K6 u 301 30.00 166.4 180.8 347.2 22K6 u 302 30.00 166.4 180.8 347.2 22K6 u 303 30.00 166.4 180.8 347.2 22K6 u 304 30.00 166.4 180.8 347.2 22K6 u 316 30.00 175.3 190.6 365.9 22K6 u 317 30.00 175.3 190.6 365.9 22K6 u 318 30.00 175.3 190.6 365.9 22K6 320 30.00 173.9 189.0 363.0 22K6 u 321 30.00 172.5 187.5 360.0 22K6 u 322 30.00 172.5 187.5 360.0 22K6 u 323 30.00 172.5 317.5 490.0 22K9 u 335 29.33 172.5 317.5 490.0 22K9 u 336 29.33 172.5 187.5 360.0 22K6 u 337 29.33 172.5 187.5 360.0 22K6 u 339 29.33 172.5 187.5 360.0 22K6 u 340 29.33 172.5 187.5 360.0 22K6 u 341 29.33 172.5 187.5 360.0 22K6 u 342 29.33 172.5 187.5 360.0 22K6 u 344 29.33 169.4 184.2 353.6 22K5 u 345 29.33 166.4 180.8 347.2 22K5 u 346 29.33 166.4 180.8 347.2 22K5 u 347 29.33 166.4 180.8 347.2 22K5 u 348 29.33 166.4 180.8 347.2 22K5 u 351 29.33 145.7 158.3 304.0 22K4 u 352 29.33 145.7 158.3 304.0 22K4 u 353 29.33 145.7 158.3 304.0 22K4 u 354 29.33 145.7 158.3 304.0 22K4 u 355 29.33 145.7 158.3 304.0 22K4 u 358 29.33 175.3 190.6 365.9 22K6 u 359 29.33 175.3 190.6 365.9 22K6 u 360 29.33 175.3 190.6 365.9 22K6 u 362 29.33 173.9 189.0 363.0 22K6 u Ifil Beam Summary 1 , RAM Steel v8.2 ' , ' Page 14/15 I NTE R A M DataBase: NorthEnd 09/15/04 11:23:06 fdJATDAL Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 363 29.33 172.5 187.5 360.0 22K6 u 364 29.33 115.0 125.0 240.0 20K4 u Joist Girders: Joist # Length #Panels PDL PLL PTL Joist 64 30.00 4 5.3 5.7 11.0 XXG4N11.0K 105 30.00 4 5.2 5.6 10.8 XXG4N10.8K 110 36.17 5 5.0 5.5 10.5 XXG5N10.5K 132 30.00 4 5.2 5.6 10.8 XXG4N10.8K 137 36.17 5 5.0 5.4 10.4 XXG5N10.5K 169 30.00 4 5.2 5.6 10.8 XXG4N10.8K 174 36.17 5 5.0 5.4 10.4 XXG5N10.5K 189 30.49 4 5.3 5.7 11.0 XXG4N11.0K 218 36.17 5 5.0 5.4 10.4 XXG5N10.5K 231 30.49 4 5.3 5.7 11.0 XXG4N11.0K 250 30.00 4 5.2 5.6 10.8 XXG4N10.8K 255 36.17 5 5.0 5.4 10.4 XXG5N10.5K 270 30.49 4 5.3 5.7 11.0 XXG4N11.0K 294 30.00 4 5.2 5.6 10.8 XXG4N10.8K 299 36.17 5 5.0 5.4 10.4 XXG5N10.5K 314 30.49 4 5.3 5.7 11.0 XXG4N11.0K 343 36.17 5 4.9 5.4 10.3 XXG5N10.3K 356 30.49 4 5.2 5.7 10.9 XXG4N10.9K 373 30.00 4 2.7 2.9 5.6 XXG4N5.7K 374 36.17 5 2.6 2.8 5.4 XXG5N5.5K 376 30.49 4 2.7 3.0 5.7 XXG4N5.8K Special Joists: Joist # Length +M -M Joist Size 51 8.50 3.6 0.0 XXGSP 52 7.72 2.0 0.0 XXGSP 54 22.01 53.8 0.0 XXGSP 59 30.00 133.1 0.0 XXGSP 100 30.00 176.6 0.0 XXGSP 127 30.00 176.6 0.0 XXGSP 150 30.49 187.2 0.0 XXGSP 155 30.00 198.7 0.0 XXGSP 164 30.00 176.6 0.0 XXGSP 194 30.00 176.6 0.0 XXGSP 245 30.00 176.6 0.0 XXGSP 275 30.00 176.6 0.0 XXGSP 289 30.00 176.6 0.0 XXGSP 319 30.00 176.6 0.0 XXGSP 372 30.00 91.7 0.0 XXGSP Beam Summary 1 RAM Steel v8.2 t • z • Page 15/15 RAM DataBase: NorthEnd 09/15/04 11:23:06 INTEFJNATa AI Building Code: IBC Steel Code: AISC LRFD * after Size denotes joist is inadequate. u after Size denotes this size has been assigned by the User. Fil Beam Summary RAM Steel v8.2 A 7 Washington Square RAM DataBase: SouthEnd 09/17/04 11:42:37 IIVTERNATK' IAt Building Code: IBC Steel Code: AISC LRI'D STEEL BEAM DESIGN SUMMARY: Floor Type: Roof -South Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip -ft kip -ft kip -ft ksi 17 38.00 303.5 0.0 445.8 50.0 W21X48 u 18 29.32 68.4 0.0 138.3 50.0 W14X22 u 19 29.32 32.7 0.0 72.5 50.0 W12X14 u 20 29.32 160.3 0.0 237.5 50.0 W12X40 u 21 4.67 0.9 0.0 37.0 50.0 W8X10 u 22 4.67 1.3 0.0 37.0 50.0 W8X10 u 23 4.67 0.9 0.0 37.0 50.0 W8X10 u 24 29.32 160.3 0.0 237.5 50.0 W12X40 u 25 29.32 32.7 0.0 72.5 50.0 W12X14 u 27 29.32 69.8 0.0 138.3 50.0 W14X22 u 36 29.35 54.5 0.0 138.3 50.0 W14X22 u 37 20.00 55.6 0.0 122.1 50.0 W12X22 u 381 7.50 0.0 0.0 37.0 50.0 W8X10 382 7.50 0.0 0.0 37.0 50.0 W8X10 383 7.50 0.0 0.0 37.0 50.0 W8X10 38 20.00 55.6 0.0 122.1 50.0 W12X22 u 39 4.67 0.9 0.0 37.0 50.0 W8X10 u 40 4.67 1.4 0.0 37.0 50.0 W8X10 u 41 4.67 0.9 0.0 37.0 50.0 W8X10 u 44 30.00 80.4 0.0 277.1 50.0 W18X35 u 58 38.00 453.2 0.0 737.5 50.0 W24X68 u 59 32.31 253.5 0.0 1179.2 50.0 W30X90 u 60 25.83 41.5 0.0 72.5 50.0 W12X14 u 61 25.83 42.3 0.0 72.5 50.0 W12X14 u 62 25.83 42.3 0.0 72.5 50.0 W12X14 u 63 25.83 42.3 0.0 72.5 50.0 W12X14 u 64 25.83 41.5 0.0 72.5 50.0 W12X14 u 66 32.31 256.1 0.0 1179.2 50.0 W30X90 u 75 30.00 58.3 0.0 326.7 50.0 W18X40 u 384 7.50 0.0 0.0 37.0 50.0 W8X10 76 17.16 13.7 0.0 37.0 50.0 W8X10 u 77 17.00 13.3 0.0 37.0 50.0 W8X10 u 385 7.50 0.0 0.0 37.0 50.0 W8X10 386 7.50 0.0 0.0 37.0 50.0 W8X10 78 7.23 0.0 0.0 37.0 50.0 W8X10 u 1 79 7.23 0.0 0.0 37.0 50.0 W8X10 u 80 4.13 0.0 0.0 37.0 50.0 W8X10 u 81 58.66 879.0 0.0 2120.8 50.0 W36X135 u 82 22.67 23.3 0.0 52.5 50.0 W10X12 u 83 22.67 26.1 0.0 52.5 50.0 W10X12 u rito Beam Summary RAM Steel v8.2 Page 2/15 Washington Square i' 2.41 RAM DataBase: SouthEnd 09/17/04 11:42:37 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 84 22.67 21.5 0.0 52.5 50.0 W10X12 u 85 22.67 89.9 0.0 122.1 50.0 W12X22 u 86 22.67 89.9 0.0 122.1 50.0 W12X22 u 87 22.67 21.5 0.0 52.5 50.0 W10X12 u 88 22.67 26.1 0.0 52.5 50.0 W10X12 u 89 22.67 23.3 0.0 52.5 50.0 W10X12 u 90 4.91 0.0 0.0 37.0 50.0 W8X10 u 91 7.62 0.0 0.0 37.0 50.0 W8X10 u 92 7.62 0.0 0.0 37.0 50.0 W8X10 u 93 20.67 50.9 0.0 237.5 50.0 W12X40 u 94 30.00 160.3 0.0 277.1 50.0 W18X35 u 95 30.00 175.3 0.0 397.5 50.0 W21X44 u 96 43.00 354.9 0.0 562.5 50.0 W24X55 u 97 9.00 5.1 0.0 37.0 50.0 W8X10 u 98 9.00 5.1 0.0 37.0 50.0 W8X10 u 99 9.00 5.1 0.0 37.0 50.0 W8X10 u 100 24.17 256.2 0.0 397.5 50.0 W21X44 u 101 43.00 386.1 0.0 562.5 50.0 W24X55 u 105 43.00 885.0 0.0 1179.2 50.0 W30X90 u 106 18.49 141.0 0.0 225.0 50.0 W16X31 u 107 43.00 885.0 0.0 1179.2 50.0 W30X90 u 110 28.67 177.7 0.0 277.1 50.0 W18X35 u 111 43.00 402.6 0.0 562.5 50.0 W24X55 u 112 10.00 6.2 0.0 37.0 50.0 W8X10 u 113 10.00 6.3 0.0 37.0 50.0 W8X10 u 114 10.00 8.5 0.0 37.0 50.0 W8X10 u 115 43.00 423.9 0.0 562.5 50.0 W24X55 u 116 30.00 188.3 0.0 326.7 50.0 W18X40 u 117 25.00 85.1 0.0 138.3 50.0 W14X22 u 118 25.00 85.1 0.0 138.3 50.0 W14X22 u 119 28.67 176.8 0.0 277.1 50.0 W18X35 u 120 23.00 71.6 0.0 102.9 50.0 W12X19 u 121 23.00 71.6 0.0 102.9 50.0 W12X19 u 122 20.67 50.9 0.0 237.5 50.0 W12X40 u 123 62.00 678.9 0.0 2120.8 50.0 W36X135 u 124 6.00 1.3 0.0 37.0 50.0 W8X10 u 125 6.00 2.3 0.0 37.0 50.0 W8X10 u 126 6.00 2.3 0.0 37.0 50.0 W8X10 u 127 6.00 2.3 0.0 37.0 50.0 W8X10 u 128 6.00 2.3 0.0 37.0 50.0 W8X10 u 129 6.00 2.3 0.0 37.0 50.0 W8X10 u 130 6.00 2.3 0.0 37.0 50.0 W8X10 u 131 6.00 2.3 0.0 37.0 50.0 W8X10 u 132 6.00 1.3 0.0 37.0 50.0 W8X10 u 133 62.00 684.2 0.0 2120.8 50.0 W36X135 u rim RAM Steel v8.2 .�@�1 Page 3/15 Washington Square Beam Summary RAM DataBase: SouthEnd 09/17/04 11:42:37 INTERNAM')'JAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 134 22.91 23.7 0.0 52.5 50.0 W10X12 u 135 22.91 26.6 0.0 52.5 50.0 W10X12 u 136 22.91 22.2 0.0 52.5 50.0 W10X12 u 137 22.91 91.5 0.0 122.1 50.0 W12X22 u 138 22.91 91.5 0.0 122.1 50.0 W12X22 u 139 22.91 22.2 0.0 52.5 50.0 W10X12 u 140 22.91 26.6 0.0 52.5 50.0 W10X12 u 141 22.91 23.7 0.0 52.5 50.0 W10X12 u 142 20.50 50.1 0.0 237.5 50.0 W12X40 u 143 28.67 176.8 0.0 277.1 50.0 W18X35 u 144 10.00 6.2 0.0 37.0 50.0 W8X10 u 145 10.00 6.3 0.0 37.0 50.0 W8X10 u 146 10.00 8.5 0.0 37.0 50.0 W8X10 u 147 30.00 188.3 0.0 326.7 50.0 W18X40 u 148 9.00 5.1 0.0 37.0 50.0 W8X10 u 149 9.00 5.1 0.0 37.0 50.0 W8X10 u 150 9.00 5.1 0.0 37.0 50.0 W8X10 u 152 30.00 86.5 0.0 138.3 50.0 W14X22 u 153 30.00 80.4 0.0 277.1 50.0 W18X35 u 156 30.00 175.3 0.0 397.5 50.0 W21X44 u 161 24.17 256.2 0.0 397.5 50.0 W21X44 u 166 32.31 265.0 0.0 1179.2 50.0 W30X90 u 167 18.49 141.0 0.0 225.0 50.0 W16X31 u 168 32.31 267.2 0.0 1179.2 50.0 W30X90 u 171 28.67 177.7 0.0 277.1 50.0 W18X35 u 176 30.00 58.3 0.0 138.3 50.0 W14X22 u 177 20.50 50.1 0.0 237.5 50.0 W12X40 u 178 7.23 0.0 0.0 37.0 50.0 W8X10 u 179 7.23 0.0 0.0 37.0 50.0 W8X10 u 180 4.23 0.0 0.0 37.0 50.0 W8X10 u 181 58.47 875.1 0.0 2120.8 50.0 W36X135 u 182 16.84 13.1 0.0 37.0 50.0 W8X10 u 183 25.59 40.7 0.0 72.5 50.0 W12X14 u 184 25.59 41.5 0.0 72.5 50.0 W12X14 u 185 25.59 41.5 0.0 72.5 50.0 W12X14 u 186 25.59 41.5 0.0 72.5 50.0 W12X14 u 187 25.59 40.7 0.0 72.5 50.0 W12X14 u 188 16.84 13.1 0.0 37.0 50.0 W8X10 u 189 5.01 0.0 0.0 37.0 50.0 W8X10 u 190 7.62 0.0 0.0 37.0 50.0 W8X10 u 191 7.62 0.0 0.0 37.0 50.0 W8X10 u 195 30.00 86.5 0.0 138.3 50.0 W14X22 u 210 38.00 417.4 0.0 641.7 50.0 W24X62 u 211 30.00 83.0 0.0 138.3 50.0 W14X22 u 212 30.00 170.5 0.0 237.5 50.0 W12X40 u Beam Summary Fil RAM Steel v8.2 i ,1 100 Page 4/15 Washington Square RAM DataBase: SouthEnd 09/17/04 11:42:37 INTERNATK)'iAI Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 213 30.00 170.5 0.0 237.5 50.0 W12X40 u 215 30.00 84.5 0.0 138.3 50.0 W14X22 u 224 30.03 57.1 0.0 138.3 50.0 W14X22 u 225 23.00 63.1 0.0 237.5 50.0 W12X40 u 226 23.00 63.1 0.0 237.5 50.0 W12X40 u 243 38.00 440.1 0.0 641.7 50.0 W24X62 u 244 30.00 78.6 0.0 138.3 50.0 W14X22 u 251 30.00 80.1 0.0 138.3 50.0 W14X22 u 369 7.50 0.0 0.0 37.0 50.0 W8X10 370 7.50 0.0 0.0 37.0 50.0 W8X10 371 7.50 0.0 0.0 37.0 50.0 W8X10 277 38.00 409.4 0.0 641.7 50.0 W24X62 u 278 30.00 78.6 0.0 138.3 50.0 W14X22 u 285 30.00 80.1 0.0 138.3 50.0 W14X22 u 372 7.50 0.0 0.0 37.0 50.0 W8X10 373 7.50 0.0 0.0 37.0 50.0 W8X10 374 7.50 0.0 0.0 37.0 50.0 W8X10 296 39.75 151.9 0.0 277.1 50.0 W18X35 u 305 31.17 289.2 0.0 326.7 50.0 W18X40 362 39.75 96.6 0.0 184.2 50.0 W16X26 311 48.00 885.2 0.0 1179.2 50.0 W30X90 u 312 39.75 367.5 0.0 562.5 50.0 W24X55 u 313 9.70 4.1 0.0 37.0 50.0 W8X10 u 314 21.50 132.4 0.0 179.6 50.0 W12X30 u 315 6.25 2.3 0.0 37.0 50.0 W8X10 u 316 21.50 132.4 0.0 179.6 50.0 W12X30 u 317 9.70 4.1 0.0 37.0 50.0 W8X10 u 318 39.75 370.1 0.0 562.5 50.0 W24X55 u 319 25.49 193.4 0.0 397.5 50.0 W21X44 u 361 39.75 101.8 0.0 184.2 50.0 W16X26 329 20.10 56.6 0.0 122.1 50.0 W12X22 u 330 21.80 67.8 0.0 102.9 50.0 W12X19 u 331 21.80 67.8 0.0 102.9 50.0 W12X19 u 332 21.50 132.5 0.0 179.6 50.0 W12X30 u 333 21.50 132.5 0.0 179.6 50.0 W12X30 u 334 9.70 4.1 0.0 37.0 50.0 W8X10 u 335 9.70 4.1 0.0 37.0 50.0 W8X10 u 336 20.10 56.6 0.0 122.1 50.0 W12X22 u 337 6.25 2.3 0.0 37.0 50.0 W8X10 u 339 7.50 5.4 0.0 37.0 50.0 W8X10 u 340 7.50 5.0 0.0 37.0 50.0 W8X10 u 341 7.50 3.6 0.0 37.0 50.0 W8X10 u 342 7.50 3.6 0.0 37.0 50.0 W8X10 u 344 7.50 3.6 0.0 37.0 50.0 W8X10 u 345 7.50 3.6 0.0 37.0 50.0 W8X10 u rill Beam Summary RAM Steel v8.2 Page 5/15 Washington Square (. 2. RAM DataBase: SouthEnd 09/17/04 11:42:37 INTERNATKNA[ Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 346 7.50 3.6 0.0 37.0 50.0 W8X10 u 347 7.50 3.6 0.0 37.0 50.0 W8X10 u 348 15.67 60.1 0.0 90.0 50.0 W10X19 u 349 7.50 2.3 0.0 37.0 50.0 W8X10 u 350 79.00 1925.6 0.0 2491.7 50.0 - 4 3, 4 40X149 u p �oEv..._ SEA 351 9.99 7.8 0.0 52.5 50.0 W10X12 u r, M.E,,r 353 7.50 2.3 0.0 37.0 50.0 W8X10 u 354 7.50 3.6 0.0 37.0 50.0 W8X10 u 355 7.50 3.6 0.0 37.0 50.0 W8X10 u 356 7.50 5.0 0.0 37.0 50.0 W8X10 u 357 7.50 3.7 0.0 37.0 50.0 W8X10 u 358 30.00 62.4 0.0 138.3 50.0 W14X22 u 359 30.00 59.5 0.0 1279.2 50.0 W21X122 u 360 30.00 62.4 0.0 138.3 50.0 W14X22 u Floor Type: Typ -South Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip -ft kip -ft kip -ft ksi 1 30.00 354.2 0.0 555.6 50.0 W18X40 u 30 3 29.32 246.2 0.0 345.7 50.0 W16X26 u 29 4 29.32 246.2 0.0 345.7 50.0 W16X26 u 29 5 30.00 354.2 0.0 555.6 50.0 W18X40 u 30 6 29.32 246.2 0.0 345.7 50.0 W16X26 u 29 7 29.32 246.2 0.0 345.7 50.0 W16X26 u 29 8 29.32 246.2 0.0 345.7 50.0 W16X26 u 29 9 36.17 540.6 0.0 808.2 50.0 W21X50 u 53 10 29.32 234.9 0.0 345.7 50.0 W16X26 u 29 11 29.32 225.1 0.0 345.7 50.0 W16X26 u 29 12 29.32 231.7 0.0 345.7 50.0 W16X26 u 29 13 29.32 230.1 0.0 345.7 50.0 W16X26 u 29 15 30.49 367.9 0.0 549.2 50.0 W18X40 u 37 17 29.32 246.2 0.0 345.7 50.0 W16X26 u 29 18 29.32 250.9 0.0 345.7 50.0 W16X26 u 29 19 30.00 351.4 0.0 528.2 50.0 W18X35 u 61 20 29.32 250.9 0.0 345.7 50.0 W16X26 u 29 21 29.32 246.2 0.0 345.7 50.0 W16X26 u 29 22 29.32 239.8 0.0 345.7 50.0 W16X26 u 29 23 29.35 152.5 0.0 339.8 50.0 W16X26 u 29 223 8.83 0.0 0.0 37.0 50.0 W8X10 , 208 10.00 0.0 0.0 37.0 50.0 W8X10 230 10.00 0.0 0.0 37.0 50.0 W8X10 24 38.00 45.1 0.0 105.9 50.0 W8X10 *u 38 221 8.83 0.0 0.0 37.0 50.0 W8X10 209 10.00 0.0 0.0 37.0 50.0 W8X10 231 10.00 0.0 0.0 37.0 50.0 W8X10 ri fil Beam Summary RAM Steel v8.2 Page 6/15 Washington Square 1 ` Ic Rim DataBase: SouthEnd 09/17/04 11:42:37 INTERNATK NAL Building Code: IBC Steel Code: AISC LRN'D Bm # Length +Mu -Mu Mn Fy Beam Size Studs 25 38.00 209.0 0.0 297.0 50.0 W14X22 38 220 8.83 0.0 0.0 37.0 50.0 W8X10 210 10.00 0.0 0.0 37.0 50.0 W8X10 232 10.00 0.0 0.0 37.0 50.0 W8X10 28 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 29 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 31 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 32 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 33 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 34 36.17 919.3 0.0 1194.3 50.0 W21X83 u 36 35 30.00 244.7 0.0 352.3 50.0 W16X26 u 30 36 30.00 234.5 0.0 352.3 50.0 W16X26 u 30 37 30.00 241.4 0.0 352.3 50.0 W16X26 u 30 38 30.00 239.6 0.0 352.3 50.0 W16X26 u 30 39 30.00 165.2 0.0 278.2 50.0 W14X22 u 30 41 30.00 188.6 0.0 343.5 50.0 W16X26 u 30 42 30.00 261.4 0.0 402.0 50.0 W16X31 u 30 43 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 44 28.67 557.6 0.0 2058.6 50.0 W30X124 u 29 45 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 46 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 47 30.00 243.0 0.0 352.3 50.0 W16X26 u 30 211 10.00 0.0 0.0 37.0 50.0 W8X10 212 10.00 0.0 0.0 37.0 50.0 W8X10 213 10.00 0.0 0.0 37.0 50.0 W8X10 49 30.00 387.3 0.0 586.7 50.0 W18X40 u 54 50 30.00 387.3 0.0 588.0 50.0 W18X40 u 54 51 24.17 155.5 -776.7 1362.5 50.0 W24X117 u 12.00 0.0 -776.7 52 43.00 358.2 0.0 510.9 50.0 W18X35 u 43 53 43.00 337.3 0.0 508.7 50.0 W18X35 u 43 55 43.00 337.3 0.0 508.7 50.0 W18X35 u 43 56 43.00 358.2 0.0 510.9 50.0 W18X35 u 43 54 12.00 0.0 -754.8 18.49 17.3 -754.7 1362.5 50.0 W24X117 u 57 28.67 358.5 0.0 533.6 50.0 W18X40 u 35 59 30.00 195.7 0.0 318.8 50.0 W12X30 u 30 60 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 61 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 62 30.00 387.3 0.0 588.0 50.0 W18X40 u 54 63 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 64 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 65 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 66 24.17 155.5 -776.7 1362.5 50.0 W24X117 u 12.00 0.0 -776.7 rim RAM Steel v8.2 Beam Summary Page 7/15 Washington Square F� RAM DataBase: SouthEnd 09/17/04 11:42:37 IN1ERNATONAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 67 30.00 244.7 0.0 352.3 50.0 W16X26 u 30 68 30.00 234.5 0.0 352.3 50.0 W16X26 u 30 69 30.00 241.4 0.0 352.3 50.0 W16X26 u 30 70 30.00 239.6 0.0 352.3 50.0 W16X26 u 30 71 30.00 165.2 0.0 278.2 50.0 W14X22 u 30 73 30.00 181.7 0.0 343.5 50.0 W16X26 u 30 74 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 72 12.00 0.0 -762.7 18.49 11.8 -762.6 1362.5 50.0 W24X117 u 75 30.00 261.4 0.0 402.0 50.0 W16X31 u 30 76 28.67 358.5 0.0 533.6 50.0 W18X40 u 35 77 30.00 261.4 0.0 402.0 50.0 W16X31 u 30 78 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 79 30.00 243.0 0.0 352.3 50.0 W16X26 u 30 80 30.00 150.0 0.0 236.9 50.0 W12X19 u 30 233 10.00 0.0 0.0 37.0 50.0 W8X10 234 10.00 0.0 0.0 37.0 50.0 W8X10 235 10.00 0.0 0.0 37.0 50.0 W8X10 81 30.00 597.8 0.0 2059.1 50.0 W30X124 u 30 82 30.00 195.7 0.0 318.8 50.0 W12X30 u 30 83 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 84 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 85 30.00 597.8 0.0 2059.1 50.0 W30X124 u 30 86 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 87 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 88 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 89 36.17 928.2 0.0 1104.0 50.0 W21X73 u 41 90 30.00 244.7 0.0 352.3 50.0 W16X26 u 30 91 30.00 234.5 0.0 352.3 50.0 W16X26 u 30 92 30.00 241.4 0.0 352.3 50.0 W16X26 u 30 93 30.00 239.6 0.0 352.3 50.0 W16X26 u 30 97 30.00 261.4 0.0 402.0 50.0 W16X31 u 30 98 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 100 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 101 30.00 317.2 0.0 454.8 50.0 W16X36 u 37 102 9.00 23.9 0.0 75.6 50.0 W8X10 u 9 103 30.03 252.1 0.0 460.7 50.0 W18X40 u 32 224 8.83 0.0 0.0 37.0 50.0 W8X10 239 10.49 0.0 0.0 37.0 50.0 W8X10 104 19.07 168.8 0.0 255.9 50.0 W14X22 u 19 105 21.00 51.7 0.0 102.1 50.0 W8X10 u 21 106 38.00 22.6 0.0 105.5 50.0 W8X10 *u 38 225 8.83 0.0 0.0 37.0 50.0 W8X10 238 10.49 0.0 0.0 37.0 50.0 W8X10 107 38.00 45.1 0.0 105.9 50.0 W8X10 *u 38 F Beam Summary RAM Steel v8.2 Page 8/15 Washington Square 1.2. ' tat RAM DataBase: SouthEnd 09/17/04 11:42:37 INTERNATONAA Building Code: IBC Steel Code: AISC LRN'll Bm # Length +Mu -Mu Mn Fy Beam Size Studs 226 8.83 0.0 0.0 37.0 50.0 W8X10 237 10.49 0.0 0.0 37.0 50.0 W8X10 108 30.00 597.8 0.0 916.2 50.0 W24X62 u 30 110 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 111 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 112 30.00 597.8 0.0 916.2 50.0 W24X62 u 30 113 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 114 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 115 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 116 36.17 928.2 0.0 1104.0 50.0 W21X73 u 41 117 30.00 244.7 0.0 352.3 50.0 W16X26 u 30 118 30.00 234.5 0.0 352.3 50.0 W16X26 u 30 119 30.00 241.4 0.0 352.3 50.0 W16X26 u 30 120 30.00 239.6 0.0 352.3 50.0 W16X26 u 30 122 30.49 626.0 0.0 846.8 50.0 W21X62 u 30 124 30.00 261.4 0.0 402.0 50.0 W16X31 u 30 125 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 126 30.00 617.0 0.0 916.0 50.0 W24X55 u 51 127 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 128 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 129 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 214 10.00 0.0 0.0 37.0 50.0 W8X10 227 8.83 0.0 0.0 37.0 50.0 W8X10 240 10.49 0.0 0.0 37.0 50.0 W8X10 215 10.00 0.0 0.0 37.0 50.0 W8X10 228 8.83 0.0 0.0 37.0 50.0 W8X10 241 10.49 0.0 0.0 37.0 50.0 W8X10 216 10.00 0.0 0.0 37.0 50.0 W8X10 229 8.83 0.0 0.0 37.0 50.0 W8X10 242 10.49 0.0 0.0 37.0 50.0 W8X10 131 30.00 597.8 0.0 916.2 50.0 W24X62 u 30 133 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 134 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 135 30.00 597.8 0.0 916.2 50.0 W24X62 u 30 136 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 137 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 138 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 139 36.17 920.1 0.0 1095.4 50.0 W21X73 u 39 140 30.00 244.7 0.0 352.3 50.0 W16X26 u 30 141 30.00 234.5 0.0 352.3 50.0 W16X26 u 30 142 30.00 241.4 0.0 352.3 50.0 W16X26 u 30 143 30.00 214.0 0.0 344.3 50.0 W16X26 u 30 144 30.41 147.1 0.0 227.6 50.0 W12X19 u 30 145 30.49 611.1 0.0 945.5 50.0 W24X55 u 53 146 30.41 170.8 0.0 274.5 50.0 W14X22 u 30 FM Beam Summary RAM Steel v8.2 Page 9/15 Washington Square f , i . t °Lr RAM DataBase: SouthEnd 09/17/04 11:42:37 IN ERNATKAVAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 147 30.00 236.3 0.0 345.7 50.0 W16X26 u 30 148 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 149 30.00 597.8 0.0 913.8 50.0 W24X55 u 45 150 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 151 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 152 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 217 10.00 0.0 0.0 37.0 50.0 W8X10 218 10.00 0.0 0.0 37.0 50.0 W8X10 ` 219 10.00 0.0 0.0 37.0 50.0 W8X10 154 30.00 686.5 0.0 1050.1 50.0 W24X62 u 57 155 39.75 343.7 0.0 498.4 50.0 W18X35 u 39 156 39.75 568.9 0.0 873.6 50.0 W21X62 u 39 157 27.25 216.1 0.0 338.5 50.0 W16X26 u 27 158 30.00 677.5 0.0 1040.5 50.0 W24X62 u 54 159 39.75 568.9 0.0 873.6 50.0 W21X62 u 39 160 39.75 424.9 0.0 607.8 50.0 W18X40 u 46 161 39.75 424.9 0.0 607.8 50.0 W18X40 u 46 162 31.17 771.8 0.0 1201.3 50.0 W24X68 u 66 163 39.75 404.9 0.0 565.0 50.0 W18X40 u 39 164 39.75 387.6 0.0 564.2 50.0 W18X40 u 39 165 39.75 344.1 0.0 503.6 50.0 W18X35 u 39 166 39.75 243.7 0.0 542.9 50.0 W18X40 u 39 201 40.36 188.6 0.0 252.8 50.0 W14X22 39 168 25.49 532.1 0.0 835.2 50.0 W21X50 u 72 202 40.36 188.6 0.0 252.8 50.0 W14X22 39 170 39.75 284.8 0.0 607.3 50.0 W18X40 u 56 171 39.75 399.1 0.0 564.8 50.0 W18X40 u 39 172 30.00 677.5 0.0 1040.5 50.0 W24X62 u 54 173 39.75 424.9 0.0 607.8 50.0 W18X40 u 46 174 39.75 424.9 0.0 607.8 50.0 W18X40 u 46 175 39.75 424.9 0.0 607.8 50.0 W18X40 u 46 179 20.00 176.6 0.0 262.8 50.0 W14X22 u 20 181 7.50 12.2 0.0 68.4 50.0 W8X10 u 7 182 7.50 17.6 0.0 68.4 50.0 W8X10 u 7 183 7.50 17.6 0.0 68.4 50.0 W8X10 u 7 185 7.50 17.6 0.0 68.4 50.0 W8X10 u 7 186 7.50 17.6 0.0 68.4 50.0 W8X10 u 7 187 7.50 17.6 0.0 68.4 50.0 W8X10 u 7 188 15.67 238.6 0.0 343.3 50.0 W16X26 u 35 189 7.50 10.5 0.0 68.4 50.0 W8X10 u 7 203 8.50 76.9 0.0 98.4 50.0 W10X12 12 204 8.49 2.3 0.0 83.5 50.0 W8X10 8 192 10.00 3.1 0.0 91.4 50.0 W8X10 u 10 194 7.50 10.5 0.0 68.4 50.0 W8X10 u 7 195 7.50 17.6 0.0 68.4 50.0 W8X10 u 7 ri � RAM Steel v8.2 Beam Summary Page 10/15 Washington Square 1.2-10(o. RAM DataBase: SouthEnd 09/17/04 11:42:37 INTERNATIWA Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 196 7.50 17.6 0.0 68.4 50.0 W8X10 u 7 197 7.50 10.5 0.0 68.4 50.0 W8X10 u 7 198 30.00 121.9 0.0 202.2 50.0 W12X16 *u 30 199 30.00 121.9 0.0 202.2 50.0 W12X16 *u 30 200 30.00 121.9 0.0 202.2 50.0 W12X16 *u 30 * after Size denotes beam failed stress /capacity criteria. • # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Beam Summary 1 RAM Steel v8.2 2. `, a l Page 11/15 Washington Square RAM DataBase: SouthEnd 09/17/04 11:42:37 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD JOIST SELECTION SUMMARY: Floor Type: Roof -South Standard Joists: Joist # Length WDL WLL WTL Joist 3 29.32 172.5 317.5 490.0 26K7 4 29.32 172.5 187.5 360.0 22K6 5 29.32 172.5 187.5 360.0 22K6 7 29.32 172.5 187.5 360.0 22K6 8 29.32 172.5 187.5 360.0 22K6 9 29.32 172.5 187.5 360.0 22K6 10 29.32 172.5 187.5 360.0 22K6 12 29.32 169.4 184.2 353.6 22K5 13 29.32 166.4 180.8 347.2 22K5 14 29.32 166.4 180.8 347.2 22K5 15 29.32 166.4 180.8 347.2 22K5 16 29.32 166.4 180.8 347.2 22K5 28 29.32 175.3 190.6 365.9 22K6 29 29.32 175.3 190.6 365.9 22K6 30 29.32 175.3 190.6 365.9 22K6 32 29.32 173.9 189.0 363.0 22K6 33 29.32 172.5 187.5 360.0 22K6 34 29.32 172.5 187.5 360.0 22K6 35 29.32 172.5 317.5 490.0 26K7 45 30.00 172.5 187.5 360.0 22K6 46 30.00 172.5 187.5 360.0 22K6 48 30.00 172.5 187.5 360.0 22K6 49 30.00 172.5 187.5 360.0 22K6 50 30.00 172.5 187.5 360.0 22K6 51 30.00 172.5 187.5 360.0 22K6 53 30.00 169.4 184.2 353.6 22K6 54 30.00 166.4 180.8 347.2 22K6 55 30.00 166.4 180.8 347.2 22K6 56 30.00 166.4 180.8 347.2 22K6 68 30.00 175.3 190.6 365.9 22K6 69 30.00 175.3 190.6 365.9 22K6 71 30.00 170.1 184.9 355.0 22K6 72 30.00 164.9 179.2 344.0 22K6 73 30.00 164.9 179.2 344.0 22K6 74 30.00 164.9 309.2 474.0 26K7 102 43.00 338.0 150.0 488.0 28LH09 103 43.00 338.0 150.0 488.0 28LH09 104 43.00 339.9 152.1 492.0 28LH09 108 43.00 341.8 154.1 495.9 28LH09 109 43.00 341.8 154.1 495.9 28LH09 rio Beam Summary RAM Steel v8.2 Page 12/15 Washington Square 1.3- .6D�3 RAM DataBase: SouthEnd 09/17/04 11:42:37 IMEAT��� Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 154 30.00 172.5 187.5 360.0 22K6 155 30.00 172.5 187.5 360.0 22K6 157 30.00 172.5 187.5 360.0 22K6 158 30.00 172.5 187.5 360.0 22K6 159 30.00 172.5 187.5 360.0 22K6 160 30.00 172.5 187.5 360.0 22K6 162 30.00 169.4 184.2 353.6 22K6 163 30.00 166.4 180.8 347.2 22K6 164 30.00 166.4 180.8 347.2 22K6 165 30.00 166.4 180.8 347.2 22K6 169 30.00 175.3 190.6 365.9 22K6 170 30.00 175.3 190.6 365.9 22K6 172 30.00 170.1 184.9 355.0 22K6 173 30.00 164.9 179.2 344.0 22K6 174 30.00 164.9 179.2 344.0 22K6 175 30.00 164.9 309.2 474.0 26K7 196 30.00 172.5 317.5 490.0 26K7 197 30.00 172.5 187.5 360.0 22K6 198 30.00 172.5 187.5 360.0 22K6 200 30.00 172.5 187.5 360.0 22K6 201 30.00 172.5 187.5 360.0 22K6 202 30.00 172.5 187.5 360.0 22K6 203 30.00 172.5 187.5 360.0 22K6 205 30.00 169.4 184.2 353.6 22K6 206 30.00 166.4 180.8 347.2 22K6 207 30.00 166.4 180.8 347.2 22K6 208 30.00 166.4 180.8 347.2 22K6 209 30.00 166.4 180.8 347.2 22K6 216 30.00 175.3 190.6 365.9 22K6 217 30.00 175.3 190.6 365.9 22K6 218 30.00 175.3 190.6 365.9 22K6 220 30.00 173.9 189.0 363.0 22K6 221 30.00 172.5 187.5 360.0 22K6 222 30.00 172.5 187.5 360.0 22K6 223 30.00 172.5 317.5 490.0 26K7 229 30.00 172.5 317.5 490.0 26K7 230 30.00 172.5 187.5 360.0 22K6 231 30.00 172.5 187.5 360.0 22K6 233 30.00 172.5 187.5 360.0 22K6 234 30.00 172.5 187.5 360.0 22K6 235 30.00 172.5 187.5 360.0 22K6 236 30.00 172.5 187.5 360.0 22K6 238 30.00 169.4 184.2 353.6 22K6 239 30.00 166.4 180.8 347.2 22K6 240 30.00 166.4 180.8 347.2 22K6 riil Beam Summary RAM Steel v8.2 Page 13/15 Washington Square 60 MMMM SouthEnd 09/17/04 11:42:37 AL Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 241 30.00 166.4 180.8 347.2 22K6 242 30.00 166.4 180.8 347.2 22K6 245 30.00 145.7 158.3 304.0 24K4 246 30.00 145.7 158.3 304.0 24K4 247 30.00 145.7 158.3 304.0 24K4 248 30.00 145.7 158.3 304.0 24K4 249 30.00 145.7 158.3 304.0 24K4 252 30.00 175.3 190.6 365.9 22K6 253 30.00 175.3 190.6 365.9 22K6 254 30.00 175.3 190.6 365.9 22K6 256 30.00 173.9 189.0 363.0 22K6 257 30.00 172.5 187.5 360.0 22K6 258 30.00 172.5 187.5 360.0 22K6 259 30.00 172.5 317.5 490.0 26K7 263 30.00 172.5 317.5 490.0 26K7 264 30.00 172.5 187.5 360.0 22K6 265 30.00 172.5 187.5 360.0 22K6 267 30.00 172.5 187.5 360.0 22K6 268 30.00 172.5 187.5 360.0 22K6 269 30.00 172.5 187.5 360.0 22K6 270 30.00 172.5 187.5 360.0 22K6 272 30.00 169.4 184.2 353.6 22K6 273 30.00 166.4 180.8 347.2 22K6 274 30.00 166.4 180.8 347.2 22K6 275 30.00 166.4 180.8 347.2 22K6 276 30.00 166.4 180.8 347.2 22K6 279 30.00 145.7 158.3 304.0 24K4 280 30.00 145.7 158.3 304.0 24K4 281 30.00 145.7 158.3 304.0 24K4 282 30.00 145.7 158.3 304.0 24K4 283 30.00 145.7 158.3 304.0 24K4 286 30.00 175.3 190.6 365.9 22K6 287 30.00 175.3 190.6 365.9 22K6 288 30.00 175.3 190.6 365.9 22K6 290 30.00 173.9 189.0 363.0 22K6 291 30.00 172.5 187.5 360.0 22K6 292 30.00 172.5 187.5 360.0 . 22K6 293 30.00 172.5 317.5 490.0 26K7 297 39.75 172.5 317.5 490.0 24LH09 u 298 39.75 172.5 187.5 360.0 24LH06 u 299 39.75 172.5 187.5 360.0 24LH06 u 301 39.75 172.5 187.5 360.0 24LH06 u 302 39.75 172.5 187.5 360.0 24LH06 u 303 39.75 172.5 187.5 360.0 24LH06 u 304 39.75 172.5 187.5 360.0 24LH06 u Fil Beam Summary RAM Steel v8.2 Page 14/15 Washington Square l -1- ° I ( 0 RAM DataBase: SouthEnd 09/17/04 11:42:37 INiERNAM -AV/1 Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 306 39.75 169.4 184.2 353.6 24LH06 u 307 39.75 180.2 195.8 376.0 24LH06 309 39.75 152.6 165.8 318.4 24LH06 u 310 39.75 166.4 180.8 347.2 24LH06 u 320 39.75 175.3 190.6 365.9 24LH06 u 321 39.75 148.1 161.0 309.0 24LH06 u 324 39.75 201.2 218.7 419.8 24LH07 325 39.75 172.5 187.5 360.0 24LH06 u 326 39.75 172.5 187.5 360.0 24LH06 u 327 39.75 172.5 317.5 490.0 24LH09 u Joist Girders: Joist # Length #Panels PDL PLL PTL Joist 6 30.00 4 2.7 2.9 5.6 XXG4N5.7K 11 36.17 5 2.6 2.8 5.4 XXG5N5.5K 26 30.49 4 2.7 3.0 5.7 XXG4N5.8K 52 36.17 5 4.9 5.4 10.3 XXG5N10.3K 199 30.00 4 5.2 5.6 10.8 XXG4N10.8K 204 36.17 5 5.0 5.4 10.4 XXG5N10.5K 232 30.00 4 5.2 5.6 10.8 XXG4N10.8K 237 36.17 5 5.0 5.4 10.4 XXG5N10.5K 250 30.49 4 5.3 5.7 11.0 XXG4N11.0K 266 30.00 4 5.2 5.6 10.8 XXG4N10.8K 271 36.17 5 5.0 5.4 10.4 XXG5N10.5K 284 30.49 4 5.3 5.7 11.0 XXG4N11.0K 300 30.00 4 6.0 6.5 12.6 XXG4N12.6K Special Joists: Joist # Length +M -M Joist Size 1 30.00 91.7 0.0 XXGSP 31 30.00 91.1 0.0 XXGSP 57 18.08 10.7 0.0 XXGSP 65 30.49 155.1 0.0 XXGSP 67 19.06 12.5 0.0 XXGSP 70 28.67 158.4 0.0 XXGSP 192 19.06 12.5 0.0 XXGSP 193 18.08 10.7 0.0 XXGSP 194 30.00 176.6 0.0 XXGSP 214 30.49 157.0 0.0 XXGSP t 227 30.00 176.6 0.0 XXGSP 255 30.00 176.0 0.0 XXGSP 261 30.00 176.6 0.0 XXGSP 289 30.00 176.6 0.0 XXGSP 295 30.00 205.3 0.0 XXGSP prim Beam Summary RAM Steel v8.2 Page 15/15 Washington Square ?. > E 11 RAM DataBase: SouthEnd 09/17/04 11:42:37 INTERNAT01'1AI Building Code: IBC Steel Code: AISC LRFD Joist # Length +M -M Joist Size 323 30.00 205.3 0.0 XXGSP * after Size denotes joist is inadequate. u after Size denotes this size has been assigned by the User. FR joist Girder Selection RAM Steel v8.1 ! H L. Washington Square ( %rf t �� f� ) RAM DataBase: Mall Expansion2 06/22/04 13:33:58 INTERNATr i Building Code: IBC Floor Type: Roof -East Beam Number = 300 SPAN INFORMATION (ft): I -End (500.42,30.00) J -End (500.42,60.00) Joist Size (Optimum) = XXG4N12.6K Total Beam Length (ft) = 30.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.500 6.02 0.00 0.0 0.00 0.00 0.0 6.54 Snow 15.000 6.02 0.00 0.0 0.00 0.00 0.0 6.54 Snow 22.500 6.02 0.00 0.0 0.00 0.00 0.0 6.54 Snow Design Loads (kips) Dead: 6.02 Live: 6.54 Total: 12.55 MOMENTS: Span Cond Moment kip -ft ft Center Max + 188.3 15.0 REACTIONS (kips): Left Right DL reaction 9.02 9.02 Max +LL reaction 9.81 9.81 Max +total reaction 18.83 18.83 Fe) '1 k �I 5pc„<e5 ,3 {I ;p cv^j ) L 3° Tror� De� q e 7,5 r),; 2$ ; 3) p)-F Des Gsrdkr 30" De J orS- 4,rt&rS S to / 6e f u.rc ' v/A See, b wi S wry (IA ic. Calculations DLRGroup Date Subject Piz, -1-c G ;rr' v/ r " - 01wrL Roof too Computed Checked Project Name Project Number , I•2-•ttS Page (of pages) Fro{, 1\ N- z 2 6 -F-i- 3 << z -15 la�� Locci J( 1 �n c Q1CG�c tpr /01-df (10'< (@ Z O e s ll J2.- e-rr,i�c �✓e f ��� �Zf f F 36 )(s,' filn -1-z "6 /1. = 25yO _r,g„ F 37 kfi' • iz a i Tr 1, SYI;r Pw = 5/ �2 1a 4 l2 a 1 !yf 0 3 3 �"I — 3 3yg0 ;^ O ► t � Pr✓ _ � Z � � ; � T 2-F (3v ) / 52, 6 ;,, tt• 5'1 — � ¢ //z F 1 - rh A 1 5L/, 4-5 & � - � 46t --r /d , Z S = /sy b f - 13, .C 4 - - -F / 2 = 3 , y 7 r Y 3 i Calculations ®DLRGroup Date Subject f i 6 I r r d.e� Computed Checked Project Name Project Number 1.'2.11`1 Page (of pages) LN 772r5E --4 / ►3 k i� � A — 3 o O — /Z (s y = 12, to ►„ 2 f (3K) ) G k � Us--e 7 /cr x/f 4 = 12, ZS C kk I rSEt t ( 1 I) 3 (7/9 r /2, S 7 /z < � � = S ) 01( 2,71 4 k l 24 = _ rLr � 1 S � 1 , Calculations L DLR Group Date Subject Fiat G i'r Computed Checked Project Name Project Number 1 2 c— , Page (of pages) / rr� '1 K I L I ( 2 ) ( 12,ZS)( L /, 7/2) Z %z x C ) )/ Z = 1 25005 r X k/z f' � (s-11/2 -1- /Sr) . 1< 5 � eG .y (‘)( )( ) z9P? ti k ' • " — 2 2 2 ►` > M 22_ /` -(4 • fex c �� �c e b ti-cc.. /L i-f Sfj� S IZe-r k;re_6( � _ Gr �l (S�( F ,S = 10 > 7 ( ck. �c > ` °� ✓ _ Z ��� ( ) (3 6 ) d V _, 6 F 4 w Lv (r) (3 (c -c / ) (, SZI) 273 ' 5' Os.f Ve 5: `/Z x S y w 1 `2 "x S Wt f I Calculations QLRGroup Date Subject rrje ( t" Computed Checked Project Name Project Number i - 2-- j(( Page (of pages) k PC -ile Ste/ ✓(C e L A/O LotaJ /Op Ti k F� 4L _ 57i 1(-1-4 . w _ /, lFf L r1� = °,7 /r_ W L - L i J2 / e-e pet; ( S /�o SJ 7 " -(1- /Z) -r-{ klz) 1 ` - kk - p 38 i 3 k y (2,i oaa) ( 500.5 Y ) - I ► 2 / ►n = 7 "5(. �,, e- ,- E = (,�1 AL) (7tii — 0,KV/ < L = 711iz= �,' r Ol( LL )s-7(21000) (25 qk0 �(�0 i I I I � ' I P Gravity Beam Design RAM Steel v8.1 (.2.1 -, Washington Square RAM DataBase: SouthEnd 07/26/04 11:45:01 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Roof -South Beam Number = 350 SPAN INFORMATION (ft): I -End (540.17,75.67) J -End (540.17,154.67) Beam Size (Optimum) = ■MIltItet Fy = 50.0 ksi Total Beam Length (ft) = 79.00 Mp (kip -ft) = 2600.00 pIkfe_ 6 rr,/,r V/ Fu -r{.. Roo-F to4 S POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.033 3.03 0.00 0.0 0.00 0.00 0.0 3.30 Snow 13.267 3.31 0.00 0.0 0.00 0.00 0.0 3.59 Snow 20.500 14.45 0.00 0.0 0.00 0.00 0.0 7.10 Snow 26.000 0.67 0.00 0.0 0.00 0.00 0.0 0.73 Snow 35.700 7.75 0.00 0.0 0.00 0.00 0.0 4.19 Snow 39.500 0.42 0.00 0.0 0.00 0.00 0.0 0.46 Snow 43.300 7.75 0.00 0.0 0.00 0.00 0.0 4.19 Snow 53.000 0.67 0.00 0.0 0.00 0.00 0.0 0.73 Snow 58.500 14.54 0.00 0.0 0.00 0.00 0.0 7.20 Snow 66.123 3.48 0.00 0.0 0.00 0.00 0.0 3.79 Snow 73.747 2.94 0.00 0.0 0.00 0.00 0.0 3.20 Snow . 20.000 15.00 59.000 15.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.200 0.200 0.0% Red 13.267 0.200 0.200 2 66.123 0.200 0.200 0.0% Red 79.000 0.200 0.200 3 13.267 0.200 0.216 - -- NonR 66.123 0.200 0.216 4 0.000 0.023 0.025 - -- Snow 79.000 0.023 0.025 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 109.92 kips 0.90Vn = 631.80 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center Max + 1.2DL +1.6LL 2285.6 39.5 3.8 1.00 0.90 2340.00 Controlling 1.2DL +1.6LL 2285.6 39.5 3.8 1.00 0.90 2340.00 REACTIONS (kips): Left Right DL reaction 53.23 53.41 Max +LL reaction 28.45 28.65 Max +total reaction (factored) 109.39 109.92 I 0 Gravity Beam Design RAM Steel v8.1 (. 2 . 1 " S Washington Square RAM g DataBase: SouthEnd 07/21/04 10:44:52 INTERNAM\LW Building Code: IBC Steel Code: AISC LRFD Floor Type: Roof -South Beam Number = 350 SPAN INFORMATION (ft): I -End (540.17,75.67) J -End (540.17,154.67) Beam Size (User Selected) = p fc,f e. Fy = 50.0 ksi Total Beam Length (ft) = 79.00 G'rele' ( No F +rte L o&(. ,,t s Aihd) Mp (kip -ft) = 2491.67 POINT LOADS (kips): Dist DL RedT .T . Red% NonRLL StorLL Red% RoofLL Red% 6.033 3.03 0.00 0.0 0.00 0.00 0.0 3.30 Snow 13.267 3.31 0.00 0.0 0.00 0.00 0.0 3.59 Snow 20.500 14.45 0.00 0.0 0.00 0.00 0.0 7.10 Snow 26.000 0.67 0.00 0.0 0.00 0.00 0.0 0.73 Snow 35.700 7.75 0.00 0.0 0.00 0.00 0.0 4.19 Snow 39.500 0.42 0.00 0.0 0.00 0.00 0.0 0.46 Snow 43.300 7.75 0.00 0.0 0.00 0.00 0.0 4.19 Snow 53.000 0.67 0.00 0.0 0.00 0.00 0.0 0.73 Snow 58.500 14.54 0.00 0.0 0.00 0.00 0.0 7.20 Snow 66.123 3.48 0.00 0.0 0.00 0.00 0.0 3.79 Snow 73.747 2.94 0.00 0.0 0.00 0.00 0.0 3.20 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.200 0.200 0.0% Red 13.267 0.200 0.200 2 66.123 0.200 0.200 0.0% Red 79.000 0.200 0.200 3 13.267 0.200 0.216 - -- NonR 66.123 0.200 0.216 4 0.000 0.023 0.025 - -- Snow 79.000 0.023 0.025 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 91.92 kips 0.90Vn = 649.78 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center Max + 1.2DL +1.6LL 1925.6 39.5 3.8 1.00 0.90 2242.50 Controlling 1.2DL +1.6LL 1925.6 39.5 3.8 1.00 0.90 2242.50 REACTIONS (kips): Left Right DL reaction 38.23 38.41 Max +LL reaction 28.45 28.65 Max +total reaction (factored) 91.39 91.92 DEFLECTIONS: (Camber = 3 -1/4) Dead load (in) at 39.50 ft = -3.305 ID = 287 Live load (in) at 39.50 ft = -2.298 L/D = 412 Net Total load (in) at 39.50 ft = -2.353 L/D = 403 Calculations DLR Group Date Subject Computed Checked Project Name Project Number I - • ( ` Page (of pages) f C � P(k . � 6",,,17 4" PL ( + I (j( Do(fs Ih 5 } UC-f, j /H 4325A/ (0A,,,' 15. x) N > IIDK G, 9 2 (45e_ 7 Ba 15,y ( 15,� ��ir) ' J i I Ed = 1. 125 " U5_, /, S " Slip Poa = 2,6Z5 7 ( 3" l ! kr-,e5 5 ; Ck,c/c R , 75 (7 , q)(5c ,- )(Yy)f - (13 -2 ) I J 4- "2 -9 p; (,75)(4)(C)01 (f - i) /1 s /('' ?L „L I) 0.. VL[&( ( use 5- 7/1 fl t/qd � I 11 0 k L 1 7“ 7/ ) ( , 7o7) 0 1 E i I I F Calculations DLR Group Date Subject Computed Checked 1.2.. 17-0 Project Name Project Number Page (of pages) ( C sue, 40\ R „ -f'U . -Fr- T I / I Calw..v (-0-7•••.-c.-11°" = CO K (T cJo J) , -z to k N 15 PL- 'At-* II1/2 „ 31/2 ( use_ S Do ifs 1 vW S, � _ E 60'( . r K N = , 7$ e (-chi) (,7O7)(,)(7O) i ‘o --' `6, 6 2 i►, ) a P L /e J - - I f i Calculations • ®®LR Group Date Subject p 1_ou SL Des' Computed Checked Project Name � .2. is Project Number Page (of pages) Desire tA.s ; j 5r/44 ) :17690 {R - y y q 3 Roar J Xt 9e5 / / -775r) - t ✓ec fst Lo e( = lc T x-r r9- PL i L/� v� /j [ f 1 SnO t� Lod 2cri -r { t I � 3 3 ,t s 12 0 ► 34,; c- y,/;..,,1 S o (= 100 ,.. w p530 1 - 1 ( 1 ) f 161 " -r- (1) ( T V = I I l 125-i 30 - 15' for; ) • _ -1911 ( (, -'4-) (j. )) (I ( �y, 1 ) + Sc L F ISM I psf �ro� (oor Jo�sf s p fx4 /t -> ( 1b1 s -F DL ) �© ) 95.F LL 4/ use o® 5 16 Z - `+) 4 Ilow 4- .b s(�1 = / 1 /' 6 16 o� ) ,� k t rc1 we-- s��ff -,o b- r -c-ke- ( e.frtd s o fly or f S rnc. -f l / Pr�t3v - 1:2-1 (,.z►) (i) S.7) 1,d Calculations DLR Group Date Subject Pe--,41. D 17)81 Computed Checked Project Name 0 2 • 12.-2- Project Number Page (of pages) I'M l �c l � " I l bid 6 / e Y V ( 25 p5-F /ems b14_ ) \ J� 6ov$/ 2 — y) ) 4!1 p( &pia/ low.,{ " 3,.52 1 ( , . _ 0. 32 < 3. 5 - 2k V J r s Dei : 5 rk F5 •-=-• 1 3 iS-C - 1 n n Y i 2 - / - t �, x 16 GA- 0-r w,1 I L v f�, i - j V T 4 �c Jtrwi x' SI r a" Jr ( 1 / \ / h V = ( -7 ) 0 ( = 14" # In-fr / 5 '4I'nk-4 , , F A •6( 33) x , o sa) ys k - i j f 3r4ce 26o4' W /. 707 = 3,7 A P /lo 5blC. 0/< ( r 1 Dr �..rTre -c. �IO" S 1 fSS �3L X 12 ) ob ) _ I/ kt' zl /7 " • 3 SC rwJ ? til J 2 re j o - I 2 " 5 tf IL 5cr f ) �0 6 i C 6 y 1 ( _. .a______.. A4 n H , , : .... i it N 1 . 40. 5\ 4419 . ! /44.1\H I : 1 1 ! 1 I " -, , 1 1 , , : , i 1 : 1 ; 1 ! - . , , 1 : I : 1 - — o 1 c.. ..- 1 L . ! , —I n _o \ I - 1, , ; 1 H )--- I ' ; 0 _ ; I - N - Y1 1- 3(= 1 H . / \ • i i 1 --1 , ,, 11 ; `; 1 1 -,--;\ i \ ; ; ,' - .4.. -- r' 1 63 '.- I ' I 131- *-- I I 131' - ij 1 1 1 , -- LS) _ I , vf.--- --, , 1 \ iv(-- \ 1 -wJ-; - 1 - - S3.4 " I 1 ! I I 0 :., /:,', 1 1 ,--“, - , - . : „0 - 1 11 , I ' I I I I , H ..-, V4 R DL.; ZO p4' rill” NEW ROOF FRAMING AT EXISTING MALL , O f L L- Z NI 0 SCALE: 1 (9 tr16 ).± dn 16. ■ z C-0" = 1" Title : Job # Dsgnr: Date: 11:07AM, 10 JUN 04 Description : Scope: 1,3 • Z Rev 580003 User KW-0603512, Ver5.8.0, 1- Dec -2003 Steel Beam Design Page 1 (c)1983 -2003 ENERCALC Engineering Software area b colts ecw Roof Infllls - Description B1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W21X50 Fy 50.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 43.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu . Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.150 k/ft LL 0.185 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK S tatic Load Case Governs Stress Using: W21X50 section, Span = 43.00ft, Fy = 50.0ksi End Fixity = Pinned- Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 88.967 k -ft 259.875 k -ft Max. Deflection -1.038 in fb : Bending Stress 11.297 ksi 33.000 ksi Length /DL Defl 957.5 : 1 fb / Fb 0.342:1 Length /(DL +LL Defl) 497.3 : 1 Shear 8.276 k 158.308 k fv : Shear Stress 1.046 ksi 20.000 ksi fv / Fv 0.052: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 88.97 k -ft 46.21 88.97 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 8.28 k 4.30 8.28 k Shear @ Right 8.28 k 4.30 8.28 k Center Defl. -1.038 in -0.539 -1.038 -1.038 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 8.28 4.30 8.28 8.28 k Reaction @ Rt 8.28 4.30 8.28 8.28 k Fa calc'd per Eq. E2 -1, K *IJr < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Title : Job # Dsgnr: Date: 11:07AM, 10 JUN 04 Description : Scope : I . 3. 3 Rev. 580000 User KW-0603512 Ver5.8.0, 1- Dec -2003 Steel Beam Design Page 2 (c)1983 -2003 ENERCALC Engineering Software area b calcs.ecw Roof InfIlls Description B1 Section Properties W21 X50 Depth 20.830 in Weight 49.93 #/ft Web Thick 0.380 in lxx 984.000 in4 Width 6.530 in lyy 24.900 in4 Flange Thick 0.535 in Sxx 94.500 in3 Area 14.70 in2 Syy 7.640 in3 Rt 1.600 in R -xx 8.180 in I I I Values for LRFD Design.... R -yy 1.300 in J 1.140 in4 Zx 110.000 in3 Cw 2,570.00 in6 Zy 12.200 in3 K 1.040 in Title : Job # Dsgnr: Date: 9:32AM, 11 JUN 04 Description : Scope : I • 3 - y Rev. 580000 Page 1 User. KW-0603512, Ver580, 1- Dec -2003 Steel Beam Design _ (c)1983 -2003 ENERCALC Engineering Software area b calcs ecw Roof Infllls Description B2 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W21X50 Fy 50.00 ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 43.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.175 k/ft LL 0.190 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using: W21X50 section, Span = 43.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 95.901 k -ft 259.875 k -ft Max. Deflection -1.118 in fb : Bending Stress 12.178 ksi 33.000 ksi Length /DL Defl 851.0 : 1 fb / Fb 0.369 : 1 Length /(DL +LL Defl) 461.3 : 1 Shear 8.921 k 158.308 k fv : Shear Stress 1.127 ksi 20.000 ksi fv / Fv 0.056: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted --» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 95.90 k -ft 51.99 95.90 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 8.92 k 4.84 8.92 k Shear @ Right 8.92 k 4.84 8.92 k Center Defl. -1.118 in -0.606 -1.118 -1.118 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 8.92 4.84 8.92 8.92 k Reaction @ Rt 8.92 4.84 8.92 8.92 k Fa calc'd per Eq. E2 -1, K'Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Title : Job # Dsgnr: Date: 9:32AM, 11 JUN 04 Description : Scope: 1 . 3 S Rev. 580000 Page 2 User K 12, Ver5.8.0, 1- Dec -2003 Steel Beam Design (c)1983 -23-2 003 3 E NERCALC Engineering Software area b cats ecw:Roof Infdls Description B2 Section Properties W21 X50 Depth 20.830 in Weight 49.93 #/ft Web Thick 0.380 in lxx 984.000 in4 Width 6.530 in lyy 24.900 in4 Flange Thick 0.535 in Sxx 94.500 in3 Area 14.70 in2 Syy 7.640 in3 Rt 1.600 in R -xx 8.180 in Values for LRFD Design.... R -yy 1.300 in J 1.140 in4 Zx 110.000 in3 Cw 2,570.00 in6 Zy 12.200 in3 K 1.040 in Title : Job # Dsgnr: Date: 9:32AM, 11 JUN 04 Description : Scope : I 3 _ V Rev, 580000 User KW -0603512, Ver580, 1- Dec -2003 Steel 'Beam Design Page 1 (c)1983 -2003 ENERCALC Engineering Software area b calcs.ecw.Roof Innis Description B3 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W12X16 Fy 50.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 13.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. -� #1 # 2 #3 #4 #5 #6 #7 DL 0.175 k/ft LL 0.190 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using: W12X16 section, Span = 13.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 8.049 k -ft 47.025 k -ft Max. Deflection -0.082 in fb : Bending Stress 5.648 ksi 33.000 ksi Length /DL Defl 3,796.5 : 1 fb ! Fb 0.171 : 1 Length /(DL +LL Defl) 1,903.2 : 1 Shear 2.476 k 52.756 k fv : Shear Stress 0.939 ksi 20.000 ksi fv / Fv 0.047: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 8.05 k -ft 4.03 8.05 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 2.48 k 1.24 2.48 k Shear @ Right 2.48 k 1.24 2.48 k Center Defl -0.082 in -0.041 -0.082 -0.082 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Deft 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.48 1.24 2.48 2.48 k Reaction @ Rt 2.48 1.24 2.48 2.48 k Fa calc'd per Eq, E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy 1 Title : Job # Dsgnr: Date: 9:32AM, 11 JUN 04 Description : Scope : 1.3 -1 Rev 580000 User. KW-0603512, Ver580, 1- Dec -2003 Steel Beam Design Page 2 (c)1983 -2003 ENERCALC Engineering Software area b colcs.ecw.Roof Innis Description B3 Section Properties W12X16 Depth 11.990 in Weight 16.00 #/ft Web Thick 0.220 in lxx 103.000 in4 Width 3.990 in Iyy 2.820 in4 Flange Thick 0.265 in Sxx 17.100 in3 Area 4.71 in2 Syy 1.410 in3 Rt 0.960 in R -xx 4.670 in Values for LRFD Design.... R -yy 0.773 in J 0.100 in4 Zx 20.100 in3 Cw 96.90 in6 Zy 2.260 in3 K 0.565 in Title : Job # Dsgnr: Date: 9:32AM, 11 JUN 04 Description : Scope : l - 3. 2, Rev 580000 Page 1 User. KW -0603512,Ver 5.8 0, 1- Dec -2003 Steel Beam Design _ (c)1983 -2003 ENERCALC Engineering Software area b talcs ecwRoof Infills Description B4 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W12X26 Fy 50.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 27.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.175 k/ft LL 0.190 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK S tatic Load Case Governs Stress Using: W12X26 section, Span = 27.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 35.628 k -ft 91.850 k -ft Max. Deflection -0.790 in fb : Bending Stress 12.801 ksi 33.000 ksi Length /DL Defl 797.6 : 1 fb / Fb 0.388: 1 Length /(DL +LL Defl) 410.0 : 1 Shear 5.278 k 56.212 k fv : Shear Stress 1.878 ksi 20.000 ksi fv / Fv 0.094: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 35 63 k -ft 18.31 35.63 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 5.28 k 2.71 5.28 k Shear @ Right 5.28 k 2.71 5.28 k Center Defl. -0.790 in -0.406 -0.790 -0.790 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.28 2.71 5.28 5.28 k Reaction @ Rt 5.28 2.71 5.28 5.28 k Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Title : Job # Dsgnr: Date: 9:32AM, 11 JUN 04 Description : Scope: l • 3•1 Rev 580000 User KW -0603512, Ver5.8.0, 1- Dec -2003 Steel Beam Design Page 2 (c)1983 -2003 ENERCALC Engineering Software area b colas ecw Roof Infills Description B4 Section Properties W12X26 Depth 12.220 in Weight 25.98 # /ft Web Thick 0.230 in lxx 204.000 in4 Width 6.490 in lyy 17.300 in4 Flange Thick 0.380 in Sxx 33.400 in3 Area 7.65 in2 Syy 5.340 in3 Rt 1.720 in R -xx 5.170 in Values for LRFD Design..., R -yy 1.510 in J 0.300 in4 Zx 37.200 in3 Cw 606.00 in6 Zy 8.170 in3 K 0.680 in Title : Job # Dsgnr: Date: 11:07AM, 10 JUN 04 Description : Scope : 1 , 3 . I p Rev 580000 User. KW-0603512, Ver58.0, 1- Dec -2003 Multi -Span Steel Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software area b calcs.ecw.Roof Infllls Description B5 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span Information Description Back Span aced Canitlever Span ft 20.00 14.67 Steel Section W16X36 W16X36 End Fixity Pin -Pin Pin -Pin Unbraced Length ft 6.00 14.67 Loads Live Load Used This Span ? Yes Yes Point #1 DL k 3.730 4.060 LL k 4.670 5.180 @ X ft 0.500 7.330 Point #2 DL k 3.730 5 180 LL k 4.670 2.660 @ X ft 6.670 14.500 Point #3 DL k 3.730 LL k 4.670 @ X ft 13.330 Point #4 DL k 4.060 LL k 5.180 @ X ft 19.500 Results Mmax @ Cntr k -ft 44.63 10.97 @X= ft 6.67 7.33 Max @ Left End k -ft 0.00 -47.13 Max @ Right End k -ft -47.13 0.00 fb : Actual psi 10,010.5 10,010.5 Fb : Allowable psi 23,760.0 15,807.2 Bending OK Bending OK fv : Actual psi 4,269.4 1,956.4 Fv : Allowable psi 14,400.0 14,400.0 Shear OK Shear OK Reactions & Deflections Shear @ Left k 14.46 7.93 Shear @ Right k 19.98 9.15 Reactions... DL @ Left k 6.42 12.35 LL @ Left k 8.04 15.56 Total @ Left k 14.46 27.90 DL @ Right k 12.35 5.72 LL @ Right k 15.56 3.43 Total @ Right k 27.90 9.15 Max. Deflection in -0.193 0.018 @ X = ft 8.93 2.84 Span /Deflection Ratio 1,246.1 9,995.9 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 14.46 7.93 0.00 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.00 -4713 0.00 0.00 0.00 0.00 0.00 0.00 ' Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Title : Job # Dsgnr: Date: 11:07AM, 10 JUN 04 Description : Scope : 1 • 3 . L( Rev 580000 Multi-Span 1 User KW -0603512, Ver5.8.0, 1- Dec -2003 Multi -Span Steel Beam (01983 -2003 ENERCALC Engineering Software area b calcs.ecw •Roof Infllls Description B6 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span Information Description Back Span aced Canitlever Span ft 20.00 14.67 Steel Section W16X36 W16X36 End Fixity Pin -Pin Pin -Pin Unbraced Length ft 6.00 14.67 Loads Live Load Used This Span ? Yes Yes Point #1 DL k 4.667 5.075 LL k 5.835 6.475 @ X ft 0.500 7.330 Point #2 DL k 4.667 6.475 LL k 5.835 3.333 @ X ft 6.670 14.500 Point #3 DL k 4.667 LL k 5.835 @ X ft 13.330 Point #4 DL k 5.075 LL k 6.475 @ X ft 19.500 Results Mmax @ Cntr k -ft 55.80 13.71 @ X = ft 6.67 7.33 Max @ Left End k -ft 0.00 -58.92 Max @ Right End k -ft -58.92 0.00 fb : Actual psi 12,514.9 12,514.9 Fb : Allowable psi 23,760.0 15,807.2 Bending OK Bending OK fv : Actual psi 5,337.3 2,447.1 Fv : Allowable psi 14,400.0 14,400.0 Shear OK Shear OK Reactions & Deflections Shear @ Left k 18.08 9.91 Shear @ Right k 24.97 11.45 Reactions... DL @ Left k 8.04 15.44 LL @ Left k 10.05 19.44 Total @ Left k 18.08 34.88 DL @ Right k 15.44 7.15 LL @ Right k 19.44 4.30 Total @ Right k 34.88 11.45 Max. Deflection in -0.241 0.022 @ X = ft 8.93 2.84 Span /Deflection Ratio 996.7 7,993.1 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 18.08 9.91 0.00 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.00 -58.92 0.00 0.00 0.00 0.00 0.00 0.00 1 Max Deflection in 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 /1\ y 3 , /\ /33 \ . „ 3I /2,9 I ;, . V ' W W ri ' I I [ } I . I I I, I I I j _' I �, N r - f EXISTI VG 2" j 1 1 EXP JT _ I i y 1 ; � , ; – xx =E _ I I .' __..._. 53.4 . I`` ' ca I I I - 1, bE.= , : fi r: -� I - -.-.. __ _ .___ . -.;: _._ _ =, , I [ ® xx w 53.4 i I I / I I II E I I I _ _ 1, �:- I -- 1 f I — I I ' 1 �� °pit !, I , 1 cf 3 0 {els r -"� rim, NEW ROOF FRAMING AT EXISTING MALL ��c� - 4 ? r • Z SCALE: 1C-0" = 1" 1 Title : Job # Dsgnr: Date: 11:43AM, 10 JUN 04 Description : Scope : t 3 Rev. 580000 User. KW- 0603512 Ver5.8.0, 1- Dec -2003 Steel Beam Design Page 1 _ (c)1983 -2003 ENERCALC Engineering Software area b calcs.ecw:Roof Infilis Description B7 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W27X84 Fy 50.00 ksi q Pinned- Pinned Load Duration Factor 1.00 Center Span 60.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. ill #1 #2 #3 #4 #5 #6 #7 DL 0.150 k/ft LL 0.185 k/ft ST k/ft Start Location ft End Location ft 1 Summary I Beam OK Static Load Case Governs Stress Using: W27X84 section, Span = 60.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 188.657 k -ft 585.750 k -ft Max. Deflection -1.479 in fb : Bending Stress 10.629 ksi 33.000 ksi fb/Fb 0.322:1 Length /DL Defl 871.2 : 1 Length/(DL +LL Defl) 486.8 : 1 Shear 12.577 k 245.732 k fv : Shear Stress 1.024 ksi 20.000 ksi fv / Fv 0.051 : 1 _Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center © Center © Cants @ Cants Max. M + 188.66 k -ft 105.41 188.66 k -ft Max. M - k -ft Max. M © Left k -ft Max. M 6 Right k -ft Shear © Left 12.58 k 7.03 12.58 k Shear CO Right 12.58 k 7.03 12.58 k Center Defl. -1.479 in -0.826 -1.479 -1.479 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl ® 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction © Left 12.58 7.03 12.58 12.58 k Reaction © Rt 12.58 7.03 12.58 12.58 k Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Title : Job # • Dsgnr: Date: 11:43AM, 10 JUN 04 Description : „, Scope : 1 • 1. 111 Rev: 580000 Page 2 User: KW- 0603512. Ver 5.8.0, 1-Dec-2003 Steel Beam Design (c)1983 -2003 ENERCALC Engineering Software area b calcs.ecw:Roof Infllls Description B7 Section Properties W27X84 il Depth 26.710 in Weight 84.24 # /ft Web Thick 0.460 in lxx 2,850.000 in4 Width 9.960 in lyy 106.000 in4 Flange Thick 0.640 in Sxx 213.000 in3 Area 24.80 in2 Syy 21.200 in3 Rt 2.490 in R -xx 10.700 in Values for LRFD Design.... R -yy 2.070 in J 2.810 in4 Zx 244.000 in3 Cw 17,900.00 in6 Zy 33.200 in3 K 1.563 in Title : Job # Dsgnr: Date: 9:33AM, 11 JUN 04 Description : Scope: IS Rev 580000 User KW-0603512, Ver580, 1-Dec -2003 Steel Beam Design Page 1 (c)1983 -2003 ENERCALC Engineering Software area b calcs.ecw:Roof Wills Description B8 _ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 II Steel Section : W27X84 Fy 50.00 ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 60.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft [Distributed Loads Note! Short Term Loads Are WIND Loads. II #1 #2 #3 #4 #5 #6 #7 DL 0.175 k/ft LL 0.190 k/ft ST k/ft Start Location ft End Location ft II Summary 1 Beam OK Static Load Case Governs Stress Using: W27X84 section, Span = 60.00ft, Fy = 50.0ksi End Fixity = Pinned- Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 202.157 k -ft 585.750 k -ft Max. Deflection -1.585 in fb : Bending Stress 11.389 ksi 33.000 ksi Length /DL Defl 787.2 : 1 fb / Fb 0.345:1 Length /(DL +LL Defl) 454.3 : 1 Shear 13.477 k 245.732 k fv : Shear Stress 1.097 ksi 20.000 ksi fv / Fv 0.055: 1 Force & Stress Summary ill « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL+ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 202.16 k -ft 116.66 202.16 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 13.48 k 7.78 13.48 k Shear @ Right 13.48 k 7.78 13.48 k Center Defl. -1.585 in -0.915 -1.585 -1.585 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl CO 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction CO Left 13.48 7.78 13.48 13.48 k Reaction @ Rt 13.48 7.78 13.48 13.48 k Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Title : Job # Dsgnr: Date: 9:33AM, 11 JUN 04 Description : Scope : 1 • 3 • % b Rev. 580000 Page 2 User. KW-0603512, Ver5.8.0, 1- Dec -2003 Steel Beam Design (c)1983 -2003 ENERCALC Englneerinn Software area b calcs.ecw.Roof Infllls Description B8 7 Section Properties W27X84 i Depth 26.710 in Weight 84.24 #/ft Web Thick 0.460 in lxx 2,850.000 in4 Width 9.960 in lyy 106.000 in4 Flange Thick 0.640 in Sxx 213.000 in3 Area 24.80 in2 Syy 21.200 in3 Rt 2.490 in R -xx 10.700 in Values for LRFD Design.... R-yy 2.070 in J 2.810 in4 Zx 244.000 in3 Cw 17,900.00 in6 Zy 33.200 in3 K 1.563 in y Title : Job # Dsgnr: Date: 9:33AM, 11 JUN 04 Description : - Scope: 4 -?; • 1"1 Rev: 580000 User KW- 0603512, Ver5.8.0, 1 -Dec -2003 Steel Beam Design Page 1 (c)1983 -2003 ENERCALC Engineering Software area b calcs ecw.Roof Infllls Description B9 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1 Steel Section : W16X26 Fy 50.O0ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 30.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.175 k/ft LL 0.190 k/ft ST k/ft Start Location ft End Location ft I Summary 1 Beam OK Static Load Case Governs Stress Using: W16X26 section, Span = 30.00ft, Fy = 50.0ksi End Fixity = Pinned- Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 43.997 k -ft 105.600 k -ft Max. Deflection -0.817 in fb : Bending Stress 13.749 ksi 33.000 ksi Length /DL Defl 857.5 : 1 fb/Fb 0.417: 1 Length /(DL +LL Deft) 440.9 : 1 Shear 5.866 k 78.450 k fv : Shear Stress 1.496 ksi 20.000 ksi fv / Fv 0.075: 1 LForce & Stress Summary Ni « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL+ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 44.00 k -ft 22.62 44.00 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 5.87 k 3.02 5.87 k Shear @ Right 5.87 k 3.02 5.87 k Center Defl. -0.817 in -0.420 -0.817 -0.817 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.87 3.02 5.87 5.87 k Reaction @ Rt 5.87 3.02 5.87 5.87 k Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Title : Job # Dsgnr: Date: 9:33AM, 11 JUN 04 Description : N Scope : 1 • 1 • 1 $ Rev: 580000 User KW-0603512 Ver580, 1- Dec -20D3 Steel Beam Design Page 2 (c)1983 -2003 ENERCALC Engineering Software area b calcs.ecw:Roof Infllls Description B9 [Section Properties W1 6X26 III Depth 15.690 in Weight 26.09 #/ft Web Thick 0.250 in lxx 301.000 in4 Width 5.500 in lyy 9.590 in4 Flange Thick 0.345 in Sxx 38.400 in3 Area 7.68 in2 Syy 3.490 in3 Rt 1.360 in R -xx 6.260 in Values for LRFD Design.... R -yy 1.120 in J 0.260 in4 Zx 44.200 in3 Cw 565.00 in6 Zy 5.480 in3 K 0.747 in Title : Job # Dsgnr: Date: 9 :33AM, 11 JUN 04 Description : Scope : 1 • 1 .11 Rev: 580000 User KW-0603512 Ver580. 1- Dec -2003 Steel Beam Design Page 1 _ (c)1983 -2003 ENERCALC Engineering Software area b calcs.ecw•Roof Infills Description B10 _ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ii Steel Section : W16X26 Fy 50.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 30.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. il #1 #2 #3 #4 #5 #6 #7 DL 0.175 k/ft LL 0.190 k/ft ST k/ft Start Location ft End Location ft Summary I Beam OK Static Load Case Governs Stress Using: W16X26 section, Span = 30.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 43.997 k -ft 105.600 k -ft Max. Deflection -0.817 in fb : Bending Stress 13.749 ksi 33.000 ksi Length/DL Defl 857.5 : 1 fb / Fb 0.417: 1 Length /(DL +LL Defl) 440.9 : 1 Shear 5.866 k 78.450 k fv : Shear Stress 1.496 ksi 20.000 ksi fv / Fv 0.075 : 1 Force & Stress Summary il « -- These columns are Dead + Live Load placed as noted - -» DL LL LL+ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 44.00 k -ft 22.62 44.00 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear © Left 5.87 k 3.02 5.87 k Shear © Right 5.87 k 3.02 5.87 k Center Defl. -0.817 in -0.420 -0.817 -0.817 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl © 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction 4 Left 5.87 3.02 5.87 5.87 k Reaction © Rt 5.87 3.02 5.87 5.87 k Fa calc'd per Eq. E2 -1, K *L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Title : Job # Dsgnr: Date: 9:33AM, 11 JUN 04 Description : Scope: 1. Rev: 580000 User: KW-0E03512, Ver5.8.0, 1-Dec-2003 Steel Beam Design Page 2 _ (c)1983 -2003 ENERCALC Engineering Software area b calcs.ecw:Roof Infilis Description B10 Section Properties W1 6X26 II Depth 15.690 in Weight 26.09 #/ft Web Thick 0.250 in lxx 301.000 in4 Width 5.500 in lyy 9.590 in4 Flange Thick 0.345 in Sxx 38.400 in3 Area 7.68 in2 Syy 3.490 in3 Rt 1.360 in R -xx 6.260 in Values for LRFD Design.... R -yy 1.120 in J 0.260 in4 Zx 44.200 in3 Cw 565.00 in6 Zy 5.480 in3 K 0.747 in Title : Job # Dsgnr: Date: 11:43AM, 10 JUN 04 Description : Scope: I• 3 • 2 'l Rev: 58000D User KW- 0603512, Ver5.8.0, 1- Dec -2003 Multi -Span Steel Beam Page 1 _ (c)1983 -2003 ENERCALC Engineering Software area b calcs.ecw:Roof Infills Description B11 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span Information II Description Back Span aced Caniflever Span ft 20.00 14.67 Steel Section W16X40 W16X40 End Fixity Pin -Pin Pin -Pin Unbraced Length ft 6.00 14.67 Loads Live Load Used This Span ? Yes Yes Point #1 DL k 6.000 6.500 LL k 7.500 8.300 @ X ft 0.500 7.330 Point #2 DL k 6.000 8.300 LL k 7.500 4.800 CO X ft 6.670 14.500 Point #3 DL k 6.000 LL k 7.500 @ X ft 13.330 Point #4 DL k 6.500 LL k 8.300 @ X ft 19.500 Results II Mmax @ Cntr k -ft 71.74 17.51 @ X = ft 6.67 7.33 Max @ Left End k -ft 0.00 -75.69 Max @ Right End k -ft -75.69 0.00 fb : Actual psi 14,035.7 14,035.7 Fb : Allowable psi 23,760.0 16,075.1 Bending OK Bending OK fv : Actual psi 6,563.9 3,109.5 Fv : Allowable psi 14,400.0 14,400.0 Shear OK Shear OK Reactions & Deflections Shear @ Left k 23.25 12.72 Shear @ Right k 32.05 15.18 Reactions... DL @ Left k 10.33 19.81 LL @ Left k 12.92 24.96 Total @ Left k 23.25 44.77 DL @ Right k 19.81 9.16 LL @ Right k 24.96 6.02 Total @ Right k 44.77 15.18 Max. Deflection in -0.268 0.025 @ X = ft 8.93 2.93 Span/Deflection Ratio 896.3 7,167.6 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 23.25 12.72 0.00 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.00 -75.69 0.00 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Title : Job # Dsgnr: Date: 11:43AM, 10 JUN 04 Description : ri Scope : 1 -1 • 2 . 2 ' Rev. 580000 Page 1 User. KW-0603512, Ver5.8.0, 1- Dec -2003 Multi -Span Steel Beam g _ (c)1983 -2003 ENERCALC Engineering Software area b calcs.ecw:Roof Infllls Description B12 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 0 Fy - Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span Information Description Back Span aced Canitlever Span ft 20.00 14.67 Steel Section w16x40 w16x40 End Fixity Pin -Pin Pin -Pin Unbraced Length ft 6.00 14.67 Loads Live Load Used This Span ? Yes Yes Point #1 DL k 6.000 6.500 LL k 7.500 8.300 l X ft 0.500 7.330 Point #2 DL k 6.000 8.300 LL k 7.500 4.800 X ft 6.670 14.500 Point #3 DL k 6.000 LL k 7.500 X ft 13.330 Point #4 DL k 6.500 LL k 8.300 X ft 19.500 Results Mmax @ Cntr k -ft 71.74 17.51 X = ft 6.67 7.33 Max @ Left End k -ft 0.00 -75.69 Max @ Right End k -ft -75.69 0.00 fb : Actual psi 14,035.7 14,035.7 Fb : Allowable psi 23,760.0 16,075.1 Bending OK Bending OK fv : Actual psi 6,563.9 3,109.5 Fv : Allowable psi 14,400.0 14,400.0 Shear OK Shear OK Reactions & Deflections Shear @ Left k 23.25 12.72 Shear @ Right k 32.05 15.18 Reactions... DL l Left k 10.33 19.81 LL © Left k 12.92 24.96 Total © Left k 23.25 44.77 DL I@ Right k 19.81 9.16 LL © Right k 24.96 6.02 Total © Right k 44.77 15.18 Max. Deflection in -0.268 0.025 X= ft 8.93 2.93 Span/Deflection Ratio 896.3 7,167.6 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 23.25 12.72 0.00 0.00 0.00 0.00 0 -00 0.00 Moment k -ft -0.00 -75.69 0.00 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I ,____ ,__________,h,,,,:„,_,..„:„..„.....„„ _ il P ti t u l 0 ■ L4X4X3 8 CONT 111111" I ► j ' P I 3" EXP r 7 JOINT t . 9 � Ei of � 3 I i # .:=.::::.:"="--=-_:„. E,. _.._....,_.......»..,.� £ ,,,- - - ;XX I 1 i I F S3.4 1 ` ... .„.... -Tr , t I— I l Ins, ; w i I T 205 r . \ o--- LL 2 r ‘rto ' D' .4 d ( .-- ■ NEW ROOF FRAMING AT EXISTING MALL 0 Z SCALE: 10' -0" = 1" Title : Job # Dsgnr: Date: 9:49AM, 11 JUN 04 Description : , ., . Scope : 1 • 1 • • 2-M Rev: 580000 Page 1 User KW- 0603512. Ver580, 1- Dec -2003 Steel Beam Design (c)1983 -2003 ENERCALC Engineering Software area b calcs.ecw•Roof Infills Description 813 _ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Ill Steel Section : W1OX12 Fy 50.O0 Pinned - Pinned Load Duration Factor 1.00 Center Span 10.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.100 k/ft LL 0.125 k/ft ST k/ft Start Location ft End Location ft Summary 1 Beam OK Static Load Case Governs Stress Using: W10X12 section, Span = 10.00ft, Fy = 50.Oks! End Fixity = Pinned - Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 2.963 k -ft 27.250 k -ft Max. Deflection -0.034 in fb : Bending Stress 3.262 ksi 30.000 ksi Length /DL Defl 7,428.1 : 1 fb / Fb 0.109:1 Length/(DL +LL Defl) 3,510.7 : 1 Shear 1.185 k 37.506 k fv : Shear Stress 0.632 ksi 20.000 ksi fv / Fv 0.032: 1 Force & Stress Summary lil « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center CO Cants © Cants Max. M + 2.96 k -ft 1.40 2.96 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M © Right k -ft Shear © Left 1.19 k 0.56 1.19 k Shear i Right 1.19 k 0.56 1.19 k Center Defl. -0.034 in -0.016 -0.034 -0.034 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl ® 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction © Left 1.19 0.56 1.19 1.19 k Reaction © Rt 1.19 0.56 1.19 1.19 k Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1 but Non - Compact, Fb Per Eq. F1 -4 Title : Job # Dsgnr: Date: 9:49AM, 11 JUN 04 Description : Scope : i ,. 3 . . Rev: 580000 Page 2 User KW-0603512Ver58.0.1 -Dec -2003 Steel Beam Design t (c)1983 -2003 ENERCALC Englneeriny Software area b calcs ecw:Roof Infllls Description B13 Section Properties W1OX12 II Depth 9.870 in Weight 12.02 #/ft Web Thick 0.190 in lxx 53.800 in4 Width 3.960 in lyy 2.180 in4 Flange Thick 0.210 in Sxx 10.900 in3 Area 3.54 in2 Syy 1.100 in3 Rt 0.960 in R -xx 3.900 in Values for LRFD Design.... R -yy 0.785 in J 0.050 in4 Zx 12.600 in3 Cw 50.90 in6 Zy 1.740 in3 K 0.510 in Title : Job # Dsgnr: Date: 9:49AM, 11 JUN 04 Description : Scope : i • 1 • 2-to Rev: 580000 User KW- 0603512 Ver580, 1- Dec -2003 Steel Beam Design Page 1 II _ (c)1983 -2003 ENERCALC Engineering Software area b calcs ecw.Roof Infllls Description B14 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 0 Steel Section : W12X19 Fy 50.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 13.67 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Point Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 0.900 0.900 k Live Load 1.688 1.688 k Short Term k Location 4.333 9.333 ft Summary I Beam OK Static Load Case Governs Stress Using: W12X19 section, Span = 13.67ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 11.661 k -ft 58.575 k -ft Max. Deflection -0.108 in fb : Bending Stress 6.570 ksi 33.000 ksi Length /DL Defl 4,089.5 : 1 fb / Fb 0.199: 1 Length /(DL +LL Defl) 1,519.6 : 1 Shear 2.718 k 57.152 k fv : Shear Stress 0.951 ksi 20.000 ksi fv / Fv 0.048: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only CO Center @ Center @ Cants © Cants Max. M + 11.66 k -ft 4.34 11.66 k -ft Max. M - k -ft Max. M © Left k -ft Max. M © Right k -ft Shear © Left 2.72 k 1.03 2.72 k Shear © Right 2.72 k 1.03 2.72 k Center Defl. -0.108 in -0.040 -0.108 -0.108 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl © 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction © Left 2.72 1.03 2.72 2.72 k Reaction © Rt 2.72 1.03 2.72 2.72 k Fa calc'd per Eq. E2 -1, K *L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Section Properties W12X19 Depth 12.160 in Weight 18.92 #/ft Web Thick 0.235 in lxx 130.000 in4 Width 4.005 in lyy 3.760 in4 Flange Thick 0.350 in Sxx 21.300 in3 Area 5.57 in2 Syy 1.880 in3 Rt 1.000 in R -xx 4.820 in Values for LRFD Design.... R -yy 0.822 in J 0.180 in4 Zx 24.700 in3 Cw 131.00 in6 Zy 2.980 in3 K 0.650 in Title : Job # Dsgnr: Date: 9:49AM, 11 JUN 04 Description : Scope : t • 3 . 2.7 Rev. 580000 Page 1 User KW- 0603512. Ver5.8.0, 1- Dec -2003 Steel Beam Design II (c)1983 -2003 ENERCALC EngineerIng Software area b calcs.ecw.Roof Infllls Description B15 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 II Steel Section : W12X19 Fy 50.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 9.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Point Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 i Dead Load 0.900 0.900 k Live Load 1.688 1.688 k Short Term k Location 4.333 9.333 ft I Summary 1 Beam OK Static Load Case Governs Stress Using: W12X19 section, Span = 9.50ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 6.507 k -ft 58.575 k -ft Max. Deflection -0.023 in fb : Bending Stress 3.666 ksi 33.000 ksi Length/DL Defl 13,259.4 : 1 fb/Fb 0.111 : 1 Length/(DL +LL Defl) 4,956.8 : 1 Shear 3.813 k 57.152 k fv : Shear Stress 1.334 ksi 20.000 ksi iv/ Fv 0.067: 1 Force & Stress Summary II « -- These columns are Dead + Live Load placed as noted - -» DL LL LL+ST LL LL +ST Maximum Only © Center @ Center © Cants @ Cants Max. M + 6.51 k -ft 2.40 6.51 k -ft Max. M - k -ft Max. M 4 Left k -ft Max. M © Right k -ft Shear © Left 1.54 k 0.60 1.54 k Shear © Right 3.81 k 1.38 3.81 k Center Defl. -0.023 in -0.009 -0.023 -0.023 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl © 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction © Left 1.54 0.60 1.54 1.54 k Reaction © Rt 3.81 1.38 3.81 3.81 k Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Section Properties W12X19 i Depth 12.160 in Weight 18.92 #/ft Web Thick 0.235 in lxx 130.000 in4 Width 4.005 in lyy 3.760 in4 Flange Thick 0.350 in Sxx 21.300 in3 Area 5.57 in2 Syy 1.880 in3 Rt 1.000 in R -xx 4.820 in Values for LRFD Design.... R -yy 0.822 in J 0.180 in4 Zx 24.700 in3 Cw 131.00 in6 Zy 2.980 in3 K 0.650 in Title : Job # Dsgnr: Date: 9:49AM, 11 JUN 04 Description : Scope : g Rev: 580000 Page 1 User KW- 0603512. Ver 5.8.0. 1- Dec -2003 Steel Beam Design g _ (c)1983 -2003 ENERCALC Engineering Software area b calcs.ecw:Roof Inflits Description B16 _ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 il Steel Section : W12X19 Fy 50.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 9.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Point Loads Note! Short Term Loads Are WIND Loads. II #1 #2 #3 #4 #5 #6 #7 Dead Load 0.450 0.450 k Live Load 0.900 0.900 k Short Term k Location 4.333 9.333 ft I Summary 1 Beam OK Static Load Case Governs Stress Using: W12X19 section, Span = 9.50ft, Fy = 50.0ksi End Fixity = Pinned- Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 3.495 k -ft 58.575 k -ft Max. Deflection -0.012 in fb : Bending Stress 1.969 ksi 33.000 ksi Length /DL Defl 23,956.9: 1 fb/Fb 0.060:1 Length/(DL +LL Defl) 9,166.3 : 1 Shear 2.032 k 57.152 k fv : Shear Stress 0.711 ksi 20.000 ksi / Pe fv / Fv 0.036: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only CO Center @ Center @ Cants @ Cants Max. M + 3.50 k -ft 1.31 3.50 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 0.85 k 0.34 0.85 k Shear @ Right 2.03 k 0.74 2.03 k Center Defl. -0.012 in -0.005 -0.012 -0.012 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0.85 0.34 0.85 0.85 k Reaction @ Rt 2.03 0.74 2.03 2.03 k Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Section Properties W12X19 Depth 12.160 in Weight 18.92 #/ft Web Thick 0.235 in lxx 130.000 in4 Width 4.005 in lyy 3.760 in4 Flange Thick 0.350 in Sxx 21.300 in3 Area 5.57 in2 Syy 1.880 in3 Rt 1.000 in R -xx 4.820 in Values for LRFD Design.... R -yy 0.822 in J 0.180 in4 Zx 24.700 in3 Cw 131.00 in6 Zy 2.980 in3 K 0.650 in Title : Job # Dsgnr: Date: 9:49AM, 11 JUN 04 Description : a Scope : . • 3 • 2-1 Rev. 580000 Page 1 User KW-0603512, Ver580, 1- Dec -2003 Multi -Span Steel Beam _ (c)1983 -2003 ENERCALC En Ineerin Software area b calcs ecwRoof Infills Description B17 _ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 II Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span Information II Description leff span right span cantilever Span ft 10.00 10.00 9.00 Steel Section w12x30 W12X30 w12X30 End Fixity Pin -Pin Pin -Pin Pin -Free Unbraced Length ft 5.00 5.00 9.00 Loads if Live Load Used This Span ? Yes Yes Yes Dead Load k/ft 0.160 0.160 0.160 Live Load k/ft 0.160 0.160 0.160 Point #1 DL k 1.050 LL k 1.050 X ft 8.900 Results Mmax @ Cntr k -ft 6.20 0.00 0.00 X = ft 6.20 0.00 0.00 Max CO Left End k -ft 0.00 3.91 -31.65 Max @ Right End k -ft 3.91 -31.65 0.00 tb : Actual psi 1,927.3 9,846.1 9,846.1 Fb : Allowable psi 33,000.0 33,000.0 26,965.3 Bending OK Bending OK Bending OK fv : Actual psi 620.6 1,607.1 1,552.2 Fv : Allowable psi 20,000.0 20,000.0 20,000.0 Shear OK Shear OK Shear OK L eactions & Deflections Shear ® Left k 1.99 1.96 4.98 Shear l Right k 1.21 5.16 0.00 Reactions... DL © Left k 1.00 -0.37 5.07 LL © Left k 1.00 -0.37 5.07 Total ® Left k 1.99 -0.75 10.14 DL 0 Right k -0.37 5.07 0.00 LL © Right k -0.37 5.07 0.00 Total CO Right k -0.75 10.14 0.00 Max. Deflection in -0.017 0.035 -0.385 X = ft 5.27 6.20 9.00 Span/Deflection Ratio 7,225.1 3,391.6 561.0 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 1.99 1.96 4.98 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.00 3.91 -31.65 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fil RAM Steel v8.1 Washington Square Gravity Column Design Criteria RAM DataBase: Mall Expansion2 06/21/04 09:10:13 IMERNAIKJNAL Building Code: IBC Steel Code: AISC LRFD DEFAULT SPLICE LEVELS: Level Splice Roof -East Y Second -East Y DESIGN DEFAULTS: Maximum Angle from column axis at which beam reaction is not split between column sides for calculating unbalanced moments: 30.0 deg. Skip -load the Live Load around Column TRIAL GROUPS: Number of Trial Groups: 3 Trial Group I Section Rect HS Round HS 1 W14 HSS16X16 HSS20 2 W12 HSS 14X 14 HSS18 3 W10 HSS12X12 HSS16 COLUMN BRACING: Deck Braces Column Maximum Angle from column axis from which beam braces column: 60.0 deg. BASE PLATES: 4 Design Code: AISC LRFD Plate Fy (ksi) 36.000 Plate f'c (ksi) 4.000 Minimum Dimension From Face of Column to Edge of Plate (in) 1.000 Minimum Dimension From Side of Column to Edge of Plate (in) 1.000 Increment of Plate Dimensions (in) 0.250 Increment of Plate Thickness (in) 0.125 Minimum Footing Dimension Parallel to Web (ft) 10.00 Minimum Footing Dimension Perpendicular to Web (ft) 10.00 1 Calculations DLR Group • -,, Date Subject ( v Lee Computed jr) � Checked Project Name Project Number Page (of pages) (olt/-+vi n v7 (,.,-/- L0 in (QO f VAf s DL ‘,z ,�- Lcw-d e. Roof Rodf L L = lS-. 2 E D L - 2 3 ps-F 17a , r V L. .Z KICK- 2.5'1 L � L = 25 5 2 LL - AC K- A- _ 1'x - 3 270 ff Pa,' _ 2 70 (Z) ''L 4- z5 ``) = 6, 2 1( P` (, cc k 1-L-1-1- Pr iT1) Sh i,, 0 Tf , ‘0 2 Li rf r ©fey q t r I raj j ,--_- (601 ( z70) = 11, k col -.-_--.: Z ` O 4_ J LL (c7, - Lo,d & Floo'r Di._ 7i es LL = tad ? 5f 1- 10 ')( 3 _ 300 -Cr E i i— R«ttA ca'b col : 30D ( .. 5PL f Iv LL ) _ 22 ,5)c 0 L 3b, G[ , T0 74 2 3D0 Z + 30 x l S = 7 SD f L 3ok( / -.7')- 15,6' RAM Modeler V8.2 - Floor Plan: Roof-North Data Base: thEnd 09/17/04 10:25:56 : ' . . � . . - ^ _^ - ^~ ' Q4 � �� +2_ ' | - | ----� -� � �= \ ' -- Q 1 � | � � | '� -- � -- -- ---_ ---~------ ------~~-- -- ------ -� �_J � � , r v o��D 88 i^ ' ' -/ �--------� . J , ' t � �. '^ L_____1 0 ',4 � � � �B �� �o �S �G � ' | — ' I- r ' • ' . ' ' L — - '' -' '~�-------� V« 1. ' `^ U U � C '' ' � vr ' '� � - - U ' -~~�--~--- `J .^ ' ' ' I i----1 n --~�~~��~ ' SO E i4 11 i8 G5 v. 6111 ----_-- -�------_. _-~------- ~----~�~�- ------~�-- - �- ' ~ 41 \ L . � P ) ��8 ` `~ ^ �-----� ~~------24-----�~�19-----�-~ *3 "^~~-----_ i1 ` _'/ \,.._,/ ` ` --------- ------ ~---~~---- �~~~~-�--' ` ��~ ` ----- -----��-- ~��------' ~�~--�~~� ! � � ` Q L- a_ iP~----__ i5...~----_.-2-~.__~_ t_ : 3------~~ 11 ' \ -~��----_ �~ :---_ ` -_-_---~-- 2' ~�� . � ~^ | � V � � U U | U | � | | i^ vu �� �� �� _-� . . / �� | . . .\ ' . RAM Modeler V8.2 - Floor Plan: Typ -North DataBase: - thEnd 09/15/04 11:23:06 " . i) , . . . , , g t3 l iii III III i 1 1 "� 1 .1 ,- • ..III • I 1 rr €36 f= A X T 0 ,, - � 1 ' -. ili -_ I III tiIiI - 1 1' XA / ) ell _.,, ,. _. f 14 i i° I i'l ,IP , ) :!... • 16 i i 55 t2 V R ,l I , ia . .\..., ??I I I pTI I I t I I I I I I 1 I � ja_ 1 1 11 I 1 11 , I . 1 11 1 , , 1 1 11 , 1 1 1 lI , 1 RAM Modeler V8.2 - Floor Plan: Roof -South - DataBase: ' thEnd 09/15/04 11:38:32 1 , , . . . , .. . . - � , • . , . , _ _,______ _ , ..7„........._ .,„ ,_ . i - ie - - ,:.: 1 ___,___ H 1 I 0 —__ i4 1 :r V 1 LI . 0 _ , tom— - _ ,I -14 : L___Li2_____." ..„, . . , -1 -3 -,3 -- i--7 1 ' : ti,. n 1 1 1 - 3 1 1 1 1 6 4I 11 v I I I p • y RAM Modeler V8.2 - Floor Plan: Typ -South DataBase: thEnd 09/17/04 13:42:04 , _ T� 3 t i 14 1 g 0 . _- z I II III III 1 i fi ■ 1 1. r J /78 A6 ,* ro t �_ � v. F I I ( L ....._._ L ._... I _.._.v ' ' -- `-- & I I I I I Kr • 7 , El Gravity Column Design RAM Steel v8.2 RAM DataBase: NorthEnd 09/17/04 10:33:58 INTERNATIGNAL Building Code: IBC Ty P e Cd NwuT4 c, E. - Steel Code: AISC LRFD Story level Second - North, Column Line 33.6 - MM Fy (ksi) = 50.00 Column Size = W10X33 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 18.00 18.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 46.63 22.40 14.52 Moments Top Mx (kip -ft) -5.29 -5.31 0.00 My (kip -ft) -2.53 -1.70 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kips) = 99.05 0.85 *Pn (kips) = 166.94 Mux (kip -ft) = 14.84 0.90 *Mnx (kip -ft) = 145.50 Muy (kip -ft) = 6.17 0.90 *Mny (kip -ft) = 51.75 Cbx = 1.75 Cmx = 0.60 Cmy = 0.60 Pex (kips) = 1049.03 Pey (kips) = 224.53 Betalx = 1.00 Betaly = 1.07 INTERACTION EQUATION Pu/0.85 *Pn = 0.59 Eq H1 -la: 0.593 + 8/9 *(0.102 + 0.119) = 0.790 Gravity Column Design FRI !. -8 RAM Steel v8.2 RAM DataBase: NorthEnd 09/17/04 10:33:58 NTENAlloNvi Building Code: IBC "rYP c2 i NTE.(�..10 Steel Code: AISC LRFD Story level Second - North, Column Line 35.7 - PP Fy (ksi) = 50.00 Column Size = W10X45 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 18.00 18.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.55 6.51 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 6: Dead Live Roof Axial (kips) 98.74 42.56 24.81 Moments Top Mx (kip -ft) 2.73 1.82 0.00 My (kip -ft) 0.00 2.02 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kips) = 198.99 0.85 *Pn (kips) = 241.68 Mux (kip -ft) = 6.20 0.90 *Mnx (kip -ft) = 205.88 Muy (kip -ft) = 4.93 0.90 *Mny (kip -ft) = 74.81 Cbx = 1.75 Cmx = 0.60 Cmy = 0.60 Pex (kips) = 1521.39 Pey (kips) = 327.59 Betalx = 1.00 Betaly = 1.53 INTERACTION EQUATION Pu/0.85 *Pn = 0.82 Eq H1 -la: 0.823 + 8/9 *(0.030 + 0.066) = 0.909 El Gravity Column Design RAM Steel v8.2 RAM DataBase: NorthEnd 09/17/04 10:33:58 INTERNAi1C lAt Building Code: IBC - c"y jp @ E$. TE -fP-10 g_ Steel Code: AISC LRFD Story level Second- North, Column Line 35.7 - RR Fy (ksi) = 50.00 Column Size = W10X39 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 18.00 18.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.46 6.49 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 62.35 47.52 12.00 Moments Top Mx (kip -ft) 7.02 6.94 0.00 My (kip -ft) -0.85 -2.11 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kips) = 156.85 0.85 *Pn (kips) = 204.40 Mux (kip -ft) = 19.52 0.90 *Mnx (kip -ft) = 175.50 Muy (kip -ft) = 6.10 0.90 *Mny (kip -ft) = 63.56 Cbx = 1.75 Cmx = 0.60 Cmy = 0.60 Pex (kips) = 1282.14 Pey (kips) = 276.06 Betalx = 1.00 Betaly = 1.39 INTERACTION EQUATION Pu/0.85 *Pn = 0.77 Eq H1 -la: 0.767 + 8/9 *(0.111 + 0.096) = 0.952 FM Gravity Column Design RAM Steel v8.2 p , y • { 0 Washington Square RAM DataBase: SouthEnd 09/17/04 11:42:37 IMERNAnow Building Code: IBC Steel Code: AISC LRFD Story level Second - South, Column Line 31.7 - NN Fy (ksi) = 50.00 Column Size = W10X49 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 18.00 18.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 0.00 0.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 136.46 65.14 41.61 Moments Top Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kips) = 288.79 0.85 *Pn (kips) = 361.69 Mux (kip -ft) = 0.00 0.90 *Mnx (kip -ft) = 197.36 Muy (kip -ft) = 0.00 0.90 *Mny (kip -ft) = 105.19 Cbx = 1.00 Cmx = 0.60 Cmy = 0.60 Pex (kips) = 1668.63 Pey (kips) = 572.98 Betalx = 1.00 Betaly = 1.21 INTERACTION EQUATION Pu/0.85 *Pn = 0.80 Eq H1 -1a: 0.798 + 8/9 *(0.000 + 0.000) = 0.798 Fil Gravity Column Design RAM Steel v8.2 i , 'd . 11 Washington Square - RAM DataBase: SouthEnd 09/17/04 11:42:37 IMERNATONAL Building Code: IBC Steel Code: AISC LRFD Story level Roof - South, Column Line 540.17ft - 75.67ft Fy (ksi) = 50.00 Column Size = W10X39 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 20.00 20.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.46 6.49 Bottom 7.46 6.49 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 45.72 9.89 25.71 Moments Top Mx (kip -ft) 21.65 4.20 11.27 My (kip -ft) -1.79 0.00 -1.95 Bot Mx (kip -ft) -0.41 -0.54 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kips) = 100.95 0.85 *Pn (kips) = 166.69 Mux (kip -ft) = 46.12 0.90 *Mnx (kip -ft) = 175.50 Muy (kip -ft) = 5.75 0.90 *Mny (kip -ft) = 63.56 Cbx = 1.73 Cmx = 0.61 Cmy = 0.60 Pex (kips) = 1038.54 Pey (kips) = 223.61 Betalx = 1.00 Betaly = 1.09 INTERACTION EQUATION Pu/0.85 *Pn = 0.61 Eq H1 -la: 0.606 + 8/9 *(0.263 + 0.091) = 0.920 Gravity Column Design Summary , RAM Steel v8.2 �M DataBase: NorthEnd 09/17/04 10:14:59 INTERNATKNU+t Building Code: IBC Steel Code: AISC LRFD Column Line 6.50ft - 112.41ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 9.8 1.8 3.6 1 0.10 Eq H1 -lb 0.0 50 W10X49 Second -North 10.8 1.8 3.6 1 0.11 Eq H1 -lb 0.0 50 W10X49 Column Line 6.50ft - 122.99ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 13.7 0.0 4.3 1 0.14 Eq Hl-lb 0.0 50 W10X49 Second -North 14.8 0.0 4.3 1 0.15 Eq H1 -lb 0.0 50 W10X49 Column Line 44.7 - JJ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 18.5 0.0 1.2 1 0.19 Eq H1 -lb 0.0 50 W10X49 Second -North 19.6 0.0 1.2 1 0.21 Eq H1 -la 0.0 50 W10X49 Column Line 43.9 - QQ.5 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 17.7 0.7 1.7 1 0.13 Eq H1 -lb 90.0 50 W10X33 Second -North 58.2 1.3 0.4 1 0.36 Eq HI -la 90.0 50 W10X33 Column Line 20.42ft - 65.52ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 17.3 0.2 0.2 1 0.13 Eq H1 -lb 90.0 50 W10X33 Second -North 58.5 0.3 0.3 1 0.36 Eq H1 -la 90.0 50 W10X33 Column Line 20.42ft - 126.33ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 58.4 12.6 7.7 1 0.73 Eq Hl -la 0.0 50 W10X49 Second -North 59.5 12.6 7.8 1 0.74 Eq Hl -la 0.0 50 W10X49 Column Line 43.9 - JJ.4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 53.7 10.2 12.6 1 0.71 Eq H1 -la 90.0 50 W10X49 Second -North 54.7 10.2 12.8 1 0.73 Eq H1 -la 90.0 50 W10X49 Column Line 43.9 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 83.8 4.3 27.8 1 0.98 Eq H1 -la 90.0 50 W12X58 Second -North 85.1 4.3 28.3 1 1.00 Eq Hl -la 90.0 50 W12X58 Column Line 43.9 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 63.6 9.6 20.9 1 0.88 Eq Hl-la 90.0 50 W10X49 10 Gravity Column Design Summary 1, L RAM Steel v8.2 Page 2/7 RAM DataBase: NorthEnd 09/17/04 10:14:59 INfrEgwr Building Code: IBC Steel Code: AISC LRFD Second -North 94.9 7.5 20.2 1 0.96 Eq H1 -la 90.0 50 WIOX60 Column Line 36.91ft - 82.Olft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 30.4 9.7 1.0 2 0.30 Eq H1 -la 90.0 50 W10X33 Second -North 98.1 11.6 1.3 1 0.68 Eq H1 -la 90.0 50 W10X33 Column Line 43.3 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 30.2 9.8 15.6 1 0.55 Eq H1 -la 90.0 50 W10X33 Second -North 109.7 4.8 16.6 1 0.97 Eq Hl -la 0.0 50 W10X33 Column Line 43.3 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 58.0 6.2 2.0 5 0.50 Eq H1 -la 90.0 50 W10X33 Second -North 168.4 3.9 5.5 10 0.92 Eq H1 -la 90.0 50 W10X39 Column Line 43.3 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 47.2 8.7 2.7 3 0.45 Eq H1 -la 90.0 50 W10X33 Second -North 150.2 9.3 2.5 1 0.82 Eq H1 -la 90.0 50 W10X39 Column Line 51.07ft - 96.17ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 54.3 11.3 10.5 10 0.65 Eq Hl -la 90.0 50 W10X33 Second -North 79.7 3.1 1.0 1 0.51 Eq H1 -la 90.0 50 W10X33 Column Line 41.9 - JJ.4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 76.1 13.6 19.1 1 0.97 Eq H1 -la 90.0 50 W10X33 Second -North 124.6 0.0 0.0 1 0.75 Eq Hl -la 90.0 50 W10X33 Column Line 41.9 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 98.3 5.4 22.0 2 0.93 Eq H1 -la 90.0 50 W10X39 Second -North 171.1 4.8 12.3 1 0.87 Eq H1 -la 90.0 50 W10X45 Column Line 41.9 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 75.5 15.8 15.1 1 0.91 Eq H1 -la 90.0 50 W10X33 Second -North 162.4 15.1 8.0 1 0.83 Eq Hl-la 90.0 50 W10X45 Gravity Column Design Summary t. RAM Steel v8.2 Page 3/7 RAM DataBase: NorthEnd 09/17/04 10:14:59 INTERNA CNAL Building Code: IBC Steel Code: AISC LRFD Column Line 40.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 62.1 4.4 1.9 4 0.52 Eq H1 -la 90.0 50 W10X33 Second -North 180.3 0.0 5.9 10 0.96 Eq H1 -la 90.0 50 W10X39 Column Line 40.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 67.7 8.7 1.8 2 0.58 Eq H1 -la 90.0 50 W10X33 Second -North 198.1 5.9 4.9 10 0.90 Eq H1 -la 90.0 50 W10X45 Column Line 40.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 75.1 16.0 3.7 6 0.72 Eq Hl-la 90.0 50 W10X33 Second -North 152.0 23.5 3.2 1 0.91 Eq Hl -la 90.0 50 W10X39 Column Line 40.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 66.1 29.5 3.5 2 0.73 Eq H1 -la 90.0 50 W10X33 Second -North 87.7 0.0 3.6 1 0.59 Eq H1 -la 90.0 50 W10X33 Column Line 39.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 62.1 4.4 1.9 2 0.52 Eq H1 -la 90.0 50 W10X33 Second -North 180.3 0.0 5.9 6 0.96 Eq H1 -la 90.0 50 W10X39 Column Line 39.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 67.9 8.8 1.8 2 0.59 Eq H1 -la 90.0 50 W1OX33 Second -North 199.0 6.2 4.9 6 0.91 Eq H1 -la 90.0 50 W10X45 Column Line 39.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 87.8 8.0 17.0 2 0.99 Eq H1 -la 90.0 50 W10X33 Second -North Frame Column Line 39.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 84.8 8.4 13.6 5 0.92 Eq Hl-la 90.0 50 W10X33 Second -North Frame Column Line 39.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 70.3 5.2 3.3 4 0.61 Eq Hl-la 90.0 50 W10X33 Gravity Column Design Summary 1, 4 1. r RAM Steel v8.2 Page 4/7 RAM DataBase: NorthEnd 09/17/04 10:14:59 IMERNATIoNAL Building Code: IBC Steel Code: AISC LRFD Second -North 203.8 0.5 8.1 10 0.94 Eq H1 -la 90.0 50 W10X45 Column Line 39.7 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 59.1 24.5 5.1 4 0.67 Eq H1 -la 90.0 50 W10X33 Second -North 186.1 21.2 5.2 10 0.92 Eq H1 -la 90.0 50 W10X45 Column Line 38.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 62.1 4.4 1.9 2 0.52 Eq H1 -la 90.0 50 W10X33 Second -North 180.3 0.0 5.9 6 0.96 Eq H1 -la 90.0 50 W10X39 Column Line 38.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 67.9 8.8 1.8 2 0.59 Eq Hl -la 90.0 50 W10X33 Second -North 199.0 6.2 4.9 6 0.91 Eq H1 -la 90.0 50 W10X45 Column Line 38.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 100.3 12.8 16.4 3 0.90 Eq Hl-la 90.0 50 W10X39 Second -North Frame Column Line 38.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 94.6 16.7 10.8 1 0.80 Eq H1 -la 90.0 50 W10X39 Second -North Frame Column. Line 38.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 62.6 4.7 1.9 3 0.52 Eq H1 -la 90.0 50 W10X33 Second -North 181.7 0.4 6.0 6 0.97 Eq Hl-la 90.0 50 W10X39 Column Line 37.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 100.3 12.8 15.7 1 0.89 Eq Hl-la 90.0 50 W10X39 Second -North Frame Column Line 37.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 94.6 16.7 11.5 1 0.81 Eq Hl-la 90.0 50 W10X39 Second -North Frame MI Gravity Column Design Summary J. 9. 110 RAM Steel v8.2 Page 5/7 RAM DataBase: NorthEnd 09/17/04 10:14:59 INTERIATmL Building Code: IBC Steel Code: AISC LRFD Column Line 36.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 62.1 5.3 3.0 2 0.54 Eq H1 -la 90.0 50 W10X33 Second -North 180.8 1.8 6.7 6 0.84 Eq H1 -la 90.0 50 W10X45 Column Line 36.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 67.9 8.8 1.8 2 0.59 Eq H1 -la 90.0 50 W10X33 Second -North 199.0 6.2 4.9 6 0.91 Eq H1 -la 90.0 50 W10X45 Column Line 36.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 100.3 12.8 16.4 1 0.90 Eq H1 -la 90.0 50 W10X39 Second -North Frame Column Line 36.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 90.8 16.5 3.9 10 0.86 Eq Hl-la 90.0 50 W10X33 Second -North 156.6 18.9 3.8 6 0.92 Eq Hl-la 90.0 50 W10X39 Column Line 36.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 62.6 4.7 1.9 3 0.52 Eq Hl-la 90.0 50 W10X33 Second -North 181.7 0.4 6.0 6 0.97 Eq H1 -la 90.0 50 W10X39 Column Line 35.7 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 38.2 22.2 9.1 5 0.57 Eq H1 -la 90.0 50 W10X33 Second -North 156.8 19.5 6.1 1 0.95 Eq H1 -la 90.0 50 W10X39 Column Line 35.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 38.4 16.0 11.0 5 0.57 Eq H1 -la 90.0 50 W10X33 Second -North 182.4 4.0 9.4 10 0.88 Eq Hl -la 90.0 50 W10X45 Column Line 35.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 67.9 8.8 1.8 2 0.59 Eq H1 -la 90.0 50 W10X33 Second -North 199.0 6.2 4.9 6 0.91 Eq H1 -la 90.0 50 W10X45 Column Line 35.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 111.0 22.5 3.1 6 0.84 Eq H1 -la 90.0 50 W10X39 FM Gravity Column Design Summary . . RAM Steel v8.2 Page 6/7 RAM DataBase: NorthEnd 09/17/04 10:14:59 INTERNAreNAL Building Code: IBC Steel Code: AISC LRFD Second -North 187.9 25.5 3.2 6 0.93 Eq H1 -la 90.0 50 W10X45 Colunm Line 35.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 105.1 26.1 3.1 7 0.81 Eq H1 -la 90.0 50 W10X39 Second -North 169.1 18.9 4.2 6 0.98 Eq H1 -la 90.0 50 W10X39 Column Line 35.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 62.6 4.7 1.9 3 0.52 Eq H1 -la 90.0 50 W10X33 Second -North 181.7 0.4 6.0 6 0.97 Eq H1 -la 90.0 50 W10X39 Column Line 34.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 95.7 16.9 3.8 6 0.90 Eq H1 -la 90.0 50 W10X33 Second -North 173.9 25.3 3.0 10 0.86 Eq H1 -la 90.0 50 W10X45 Column Line 34.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 89.9 16.4 3.8 7 0.85 Eq Hl -la 90.0 50 W10X33 Second -North Frame Column Line 34.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 63.3 4.9 2.0 4 0.53 Eq H1 -la 90.0 50 W10X33 Second -North Frame Column Line 34.7 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 76.8 23.6 5.5 4 0.80 Eq H1 -la 90.0 50 W10X33 Second -North 197.4 21.7 6.1 10 0.98 Eq H1 -la 90.0 50 W10X45 Column Line 33.6 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 19.7 11.7 6.5 1 0.28 Eq H1 -lb 90.0 50 W10X33 Second -North 78.2 11.4 6.4 1 0.65 Eq H1 -la 90.0 50 W10X33 Column Line 33.6 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 32.8 2.3 5.3 4 0.35 Eq H1 -la 90.0 50 W10X33 Second -North 112.2 0.0 9.7 1 0.84 Eq H1 -la 90.0 50 W10X33 El Gravity Column Design Summary .11 . , RAM Steel v8.2 Page 7/7 RAM DataBase: NorthEnd 09/17/04 10:14:59 Building Code: IBC Steel Code: AISC LRFD Column Line 33.6 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 35.8 4.7 4.9 5 0.38 Eq H1 -la 90.0 50 W10X33 Second -North 121.2 3.5 9.8 1 0.92 Eq H1 -la 90.0 50 W10X33 Column Line 33.6 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 48.1 8.9 5.5 1 0.51 Eq H1 -la 90.0 50 W10X33 Second -North 99.0 14.8 6.2 1 0.79 Eq H1 -la 90.0 50 W10X33 Column Line 33.6 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 45.1 6.6 5.6 1 0.48 Eq H1 -la 90.0 50 W10X33 Second -North 89.4 11.3 6.6 1 0.72 Eq Hl -la 90.0 50 W10X33 Column Line 33.6 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 33.9 2.7 5.3 4 0.36 Eq H1 -la 90.0 50 W10X33 Second -North 115.6 0.4 10.1 1 0.87 Eq Hl -la 90.0 50 W10X33 Column Line 33.6 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 54.1 7.6 9.0 1 0.60 Eq H1 -la 90.0 50 W10X33 Second -North 134.8 8.1 11.1 1 0.86 Eq H1 -la 90.0 50 W10X39 Gravity Column Design Summary RAM Steel v8.2 Wit y ' t� Washington Square RAM DataBase: SouthEnd 09/17/04 11:41:43 INTERNATeh1At Building Code: IBC Steel Code: AISC LRFD Column Line 33.8 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 32.8 2.3 5.2 2 0.35 Eq H1 -la 90.0 50 W10X33 Second -South 112.2 0.0 9.7 1 0.84 Eq H1 -la 90.0 50 W10X33 Column Line 33.8 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 35.8 4.7 4.9 2 0.38 Eq H1 -la 90.0 50 W10X33 Second -South 121.2 3.5 9.8 1 0.91 Eq H1 -la 90.0 50 W10X33 Column Line 33.8 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 42.5 16.4 14.0 1 0.65 Eq H1 -la 90.0 50 W10X33 Second -South Frame Column Line 33.8 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 57.4 13.7 8.2 1 0.67 Eq H1 -la 90.0 50 W10X33 Second -South Frame Column Line 33.8 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 33.0 2.4 5.4 3 0.35 Eq H1 -la 90.0 50 W10X33 Second -South 112.8 0.1 10.0 1 0.85 Eq H1 -la 90.0 50 W10X33 Column Line 33.8 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 52.5 11.6 5.4 1 0.55 Eq H1 -la 90.0 50 W10X33 Second -South 132.6 11.3 7.7 1 1.00 Eq H1 -la 90.0 50 W10X33 Column Line 32.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 104.6 14.5 14.6 3 0.91 Eq H1 -la 90.0 50 W10X39 Second -South Frame Column Line 32.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 99.1 18.2 10.9 5 0.85 Eq HI -la 90.0 50 W10X39 Second -South Frame Column Line 32.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Gravity Column Design Summary f 2 RAM Steel v8.2 Page 2/6 Washington Square RAM DataBase: SouthEnd 09/17/04 11:41:43 iNTE"lioNAL Building Code: IBC Steel Code: AISC LRFD Roof -South 59.6 5.0 1.9 4 0.50 Eq H1 -la 90.0 50 W10X33 Second -South Frame Column Line 32.7 - GG.1 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 66.7 11.0 19.1 1 0.89 Eq H1 -la 90.0 50 W10X33 Second -South Frame Column Line 31.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 81.2 2.4 21.7 4 0.99 Eq H1 -la 90.0 50 W10X33 Second -South 158.6 0.0 11.6 1 0.94 Eq Hi -la 90.0 50 W10X39 Column Line 31.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 100.5 9.2 23.5 4 0.99 Eq H1 -la 90.0 50 W10X39 Second -South 151.4 6.7 10.5 1 0.92 Eq H1 -la 90.0 50 W10X39 Column Line 31.7 - NN Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 123.5 22.7 17.1 10 0.93 Eq H1 -la 90.0 50 W10X45 Second -South 288.8 0.0 0.0 1 0.80 Eq H1 -la 90.0 50 W10X49 Column Line 31.7 - JJ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 113.2 15.9 16.3 10 0.83 Eq H1 -la 90.0 50 W10X45 Second -South 282.0 0.0 0.0 1 0.78 Eq Hl -la 90.0 50 W10X49 Column Line 31.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 88.6 9.8 20.9 5 0.87 Eq H1 -la 90.0 50 W10X39 Second -South 129.5 11.2 9.7 1 0.83 Eq H1 -la 90.0 50 W10X39 Column Line 31.7 - GG.1 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 87.0 9.4 16.5 6 0.98 Eq Hl -la 90.0 50 W10X33 Second -South Frame Column Line 30.3 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 100.5 9.2 23.5 3 0.99 Eq H1 -la 90.0 50 W10X39 Second -South 151.4 6.7 10.5 1 0.92 Eq H1 -la 90.0 50 WIOX39 FRI Gravity Column Design Summary 1, ti • 34 RAM Steel v8.2 Page 3/6 Washington Square RAM DataBase: SouthEnd 09/17/04 11:41:43 PJTERNATioNAL Building Code: IBC Steel Code: AISC LRFD Column Line 30.3 - NN Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 123.1 22.7 16.8 6 0.92 Eq H1 -la 90.0 50 W10X45 Second -South 288.5 0.0 0.0 1 0.80 Eq H1 -la 90.0 50 W10X49 Column Line 30.3 - JJ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 112.8 15.9 15.9 6 0.83 Eq H1 -la 90.0 50 W10X45 Second -South 281.8 0.0 0.0 1 0.78 Eq H1 -la 90.0 50 W10X49 Column Line 30.3 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 88.6 9.9 21.0 2 0.88 Eq H1 -la 90.0 50 W10X39 Second -South 129.6 11.4 9.9 1 0.83 Eq H1 -la 90.0 50 W10X39 Column Line 30.3 - GG.1 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 91.1 13.0 18.0 1 0.86 Eq H1 -la 90.0 50 W10X39 Second -South 174.7 13.0 6.4 1 0.85 Eq H1 -la 90.0 50 W10X45 Column Line 29.3 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 38.2 21.8 3.7 2 0.48 Eq H1 -la 90.0 50 W10X33 Second -South 129.5 18.7 3.7 6 0.95 Eq H1 -la 90.0 50 W10X33 Column Line 29.3 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 62.1 4.4 1.9 2 0.52 Eq H1 -la 90.0 50 W10X33 Second -South 180.3 0.0 5.9 6 0.96 Eq H1 -la 90.0 50 W10X39 Column Line 29.3 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 67.1 8.8 1.8 2 0.58 Eq H1 -la 90.0 50 W10X33 Second -South 198.5 6.2 4.9 6 0.91 Eq H1 -la 90.0 50 W10X45 Column Line 29.3 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 106.5 14.0 20.3 1 0.99 Eq Hl -la 90.0 50 W10X39 Second -South Frame Column Line 29.3 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Gravity Column Design Summary 1 • • a2 RAM Steel v8.2 Washington Square Page 4/6 RAM DataBase: SouthEnd 09/17/04 11:41:43 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Roof -South 100.9 17.7 10.9 1 0.85 Eq H1 -la 90.0 50 W10X39 Second -South Frame Column Line 28.3 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 62.1 4.4 1.9 2 0.52 Eq H1 -la 90.0 50 W10X33 Second -South 180.3 0.0 5.9 6 0.96 Eq H1 -la 90.0 50 W10X39 Column Line 28.3 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 67.9 8.8 1.8 2 0.59 Eq H1 -la 90.0 50 W10X33 Second -South 199.0 6.2 4.9 6 0.91 Eq H1 -la 90.0 50 W10X45 Column Line 28.3 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 100.9 12.3 16.3 3 0.90 Eq H1 -la 90.0 50 W10X39 Second -South Frame Column Line 28.3 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 95.2 16.1 11.0 1 0.81 Eq H1 -la 90.0 50 W10X39 Second -South Frame Column Line 28.3 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 62.6 5.0 1.9 3 0.52 Eq H1 -la 90.0 50 W10X33 Second -South 181.7 0.6 6.1 6 0.98 Eq H1 -la 90.0 50 W10X39 Column Line 27.3 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 62.1 4.4 1.9 2 0.52 Eq H1 -la 90.0 50 W10X33 Second -South 180.3 0.0 5.9 6 0.96 Eq H1 -la 90.0 50 W10X39 Column Line 27.3 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 67.9 8.7 1.8 2 0.58 Eq H1 -la 90.0 50 W10X33 Second -South 198.5 6.0 4.9 6 0.91 Eq Hl -la 90.0 50 W10X45 Column Line 27.3 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 87.8 4.5 16.6 1 0.96 Eq H1 -la 90.0 50 W10X33 Second -South Frame Gravity Column Design Summary `� ' a RAM Steel v8.2 Page 5/6 Washington Square RAM DataBase: SouthEnd 09/17/04 11:41:43 INTERNATorgk Building Code: IBC Steel Code: AISC LRFD Column Line 27.3 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 82.0 8.3 11.4 1 0.85 Eq H1 -la 90.0 50 W10X33 Second -South Frame Column Line 27.3 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 62.6 4.5 1.9 3 0.52 Eq H1 -la 90.0 50 W10X33 Second -South 181.1 0.2 6.0 6 0.97 Eq H1 -la 90.0 50 W10X39 Column Line 26.3 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 72.1 5.9 4.7 2 0.65 Eq H1 -la 90.0 50 W10X33 Second -South 209.2 1.7 8.2 6 0.65 Eq H1 -la 90.0 50 W10X49 Column Line 26.3 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 73.3 6.6 3.4 2 0.64 Eq H1 -la 90.0 50 W10X33 Second -South 214.3 2.1 6.3 6 0.65 Eq Hl -la 90.0 50 W10X49 Column Line 500.42ft - 91.17ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 119.0 24.5 1.8 3 0.88 Eq H1 -la 90.0 50 W10X39 Second -South 189.7 27.3 3.5 6 0.94 Eq H1 -la 90.0 50 W10X45 Column Line 500.42ft - 139.17ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 112.0 28.9 1.3 2 0.84 Eq H1 -la 90.0 50 W10X39 Second -South 167.9 20.8 3.5 6 0.98 Eq H1 -la 90.0 50 W10X39 Column Line 26.3 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 67.4 7.2 3.7 2 0.60 Eq H1 -la 90.0 50 W10X33 Second -South 193.5 4.6 8.4 6 0.92 Eq H1 -la 90.0 50 W10X45 Column Line 540.17ft - 75.67ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 100.9 46.1 5.8 1 0.92 Eq Hl -la 90.0 50 W10X39 Second -South 154.7 1.3 0.0 1 0.93 Eq H1 -la 90.0 50 W10X33 Column Line 24.7 - NN Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Gravity Column Design Summary . ti m RAM Steel v8.2 Page 6/6 Washington Square RAM DataBase: SouthEnd 09/17/04 11:41:43 '' INTE Building Code: IBC Steel Code: AISC LRFD Second -South 54.2 11.1 19.1 1 0.72 Eq H1 -la 90.0 50 W10X33 Column Line 24.7 - JJ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Second -South 43.0 0.6 22.3 1 0.64 Eq H1 -la 90.0 50 W10X33 Column Line 540.17ft - 154.66ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Second -South 42.5 0.1 21.5 1 0.62 Eq H1 -la 90.0 50 W10X33 Column Line 540.17ft - 154.67ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 96.0 50.2 5.8 1 0.91 Eq Hl-la 90.0 50 W 10X39 Column Line 24.9 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 8.8 2.6 1.3 1 0.23 Eq H1 -lb 90.0 46 HSS5.000X0.375 Second -South 28.9 2.9 1.4 1 0.48 Eq H1 -la 90.0 46 HSS5.000X0.500 Column Line 24.9 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 12.7 1.7 1.9 5 0.21 Eq H1 -lb 90.0 46 HSS5.000X0.500 Second -South 48.2 0.0 2.2 1 0.67 Eq H1 -la 90.0 46 HSS5.000X0.500 Column Line 24.9 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 6.7 2.6 1.1 1 0.16 Eq H1 -lb 90.0 46 HSS5.000X0.500 Second -South 25.9 2.9 1.2 1 0.44 Eq H1 -la 90.0 46 HSS5.000X0.500 Column Line 24.9 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 6.9 2.6 1.1 1 0.17 Eq H1 -lb 90.0 46 HSS5.000X0.500 Second -South 26.1 2.9 1.2 1 0.44 Eq H1 -la 90.0 46 HSS5.000X0.500 Column Line 24.9 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 8.0 2.6 1.1 1 0.17 Eq Hl -lb 90.0 46 HSS5.000X0.500 Second -South 27.3 2.9 1.2 1 0.46 Eq H1 -la 90.0 46 HSS5.000X0.500 L Calculations I DLR Group ,,„ Date Subject Lo / v- ,.,, ,. Pe Slih G4L.-r & I £- e -4i 1 rk 3k\/ Computed Checked Project Name Project Number y �S Page (of pages) D siy r\ col 37 iln P, 4 I pL= 23 f sf 0L =75 p5f P, 1_1_ Zspsr 1 . _ . L - - - - 1 0 0 f TA / F/00r = _ , (' x )0 /0 /4/ 00' O ) L - L 0 ( 2 5 �- ) 5/ "1/ )C A T / S = 100 (, 25 f )5/ /y,- racy) - L11 p z 7q _ 7, 5 x 1 <,t , Sl = ) N 1 -- m 2 I 7,5 k i5,() = 11 3 Fi , j,A - i A = 33,`6 Y 26 /z = 1 137 - Z PI _ (OLIO) (23 -{- 25) = 3, 2'1 ". ) 3,53 LL P� 1 P 2 (03) (z3 -I z5) = Z.bc7 °L 2, P P = :- 4- 25) : 1d )0,SSs`L \ 1, �F F R} _ P ► - ` 1 = 2 6.07 ° L ) 2 . 3 Z L'� P7 o A = 10 X►S,0 = ISO -I T A - = 33, x 26/ = Li 3y f a P 5 - (i )(754`11 ) _ I`1. 121- q,, 2,1 0- G = (,5o)05. ILO ) 11,15 ,3SLL P-, = P, (Ll 3ti)( - 7S + y9) = 32.i)91- ) 7 21 s`". I to + - 117 )< gi- ) f k. p� I,z 07) 1,6 (5fc() = 2�s I k Calculations DLR Group Date Subject (-0/c-r4 CGAertAl e-entr 1 iZ Computed Checked Project Name Project Number VI II ' Page (of pages) P Pi AI bgtk Ij /t/o dcswel ) o —.... _r V1O )( r zif3 5 r v 2, C () ( rrr V E 3 .1 L I 25 000 OF (r _ 15 ($45g1.01)(0 2), 5 k; ap - 23,C ks," — 3 3 > r ) Co 11,-„, Okel 161 Calculations DLR Group Date Subject Lot 0e,i — 6 (--r-e-rI4 Computed Checked Project Name Project Number 1,11,11 Page (of pages) Pq (No LL) A 55 us-y. /...L on r4,-- Load 19c( / 1)F T2 ,3 2 F i DL ,3../ LL ) p 6 2. P L 7 , LL ' )7 323 PL ) 21,51 J2 - 3 3 121 ) 0 117 I( OL r L frf , p --- i (1/7) tt((c) 21/ /1, I . 6 ( 2 I .5) 7 " ) = Ofi Fy 1 \ X ---- C l (Co) (6011-1) — 2.1 - — , 7 2 LIFO ,C1 - P n 4 _ /4 •••, L.. 1 OP, 11P0( / U y , I , 1,) • 2-7/1 Co Ic4r 1 Calculations DLR Group � Date Subject Go /,+, -,,,, ,A De .0) n - A11( Ly. L otr,/je Computed Checked Project Name Project Number % L11 ' 29, Page (of pages) Cpl 35.7 -/1/ P, 1 Legal s ; Roof Floo r pL _ 2 3 � - ' 9L = 75 rs-F Yj y LL - 25psf LL =loo - S f' f = zoo ptf S mac! = zoo P g TX e Roof = (),5 f)7 = 111l Fe T/9 T or = ( P7 r fj) 3 _ $ 3 L/ c� z L = L G (, z5 -I- V- )7::A 100 (,25.1- IS/ - 7y() = 5Ss f5f 771 = I ii = () ( 6 ) = yo F1-1- . 7A = (30)( - `173. {'+ Z TA- (3o) ( ) = 525 -Ff f PL LL DL S I ) -1 P = (90)(z3 -1z5) 4 (200) (is) = .5-,07,2L 2,2.5 r P = (u73) (23 +z5) = ID,VV )),Y3LL � y6 P 7 I P f Lo aA{,nq Y/ J E 5kyl Lo &a( = ,k!'-) ,2kLr, (kir) P`ff = 7., X X 0,25 x (rS ,2 Zt7,S Pt- j �ZLi- f2yz = (� 30 .f.t -) k (Z3 1 . 2 c) ` C,9 OL ) 7,5 LL r y = �9 f + � y Z = 27, N Pi 1S, 7 Lt 1 Calculations LI DLR Group Date Subject L-rat 0 5f - A Computed Checked Project Name Project Number ii4/01 Page (of pages) , (30) ( = 1 -.) OL L(_ r P ---: (‘)(754_5c) + (200)(K) :_- s I Pi- , P (1 f 5C < ) --r 3, 5 I 27,V LI, 7 J 100 1 K OL C7, 3 g LL ) , , r -= 1 (a901/) -1.-- /,C (67,3 ) = 22 7& P 1, (3C,5)--1- /,‘ (27 ‘oc,5 k ;P\ vio k q q p;„,,,,i e b,11. a-45 Pi , = , / - 6, z y ; 4 r6 -1 rfiql jik S;oic5,27 ) k---=1 _ 2 L - 'tit a''' , . 1 -1- 2, ) ''/),,, --= 3 L IP k (/CL: /1 -r-/-) 2zcc- . F ' 4 ----- — = , 67/ > , :. ZAFD r 0 joyei . 0 PA/ 3Lio . , 303 , ,67 4 51- ( — ) ----- , 77 -- 1st) ) , C 0/(7 1 Calculations DLR Group Date Subject C I V/ (-6- Computed Checked Project Name Project Number 1.9 3o Page (of pages) € 1 i Ca S e_ Cz-"4 be-e., ofesit 6,-dl r5 P3 jp, ; MP (-- 160--ii 1 .; ; , . ! Lok-4 5 ; goof riovr- 1 PL --; 2-3 pff PL 7C rsf L ,---- 25 - pf r LL 1(912 rs -f - Til R.,9-f /no,- li 1-2-7 If ' 35 -'2-`1 ?z )2 pif 3 26‘ p i-r P s 1/2 P t )12_ pi f r 7 6 , 4 TRF L = Lb (,2 4- 1 ki, 44 ) .-=-- No (,24- 157-(yw) ) =--- 5 I r 5--r t . 4 4, ( ) (i ( 3 .75 ) ( 20 ) y - (5) (i) -7- c (3) (7) - = . -- - 295 TA 5 =--- ( ) (IC ) )0 . III7 -7- ( (20) Calculations 16 DLR Group Date Subject Lo lam„,,, w/ (-- 'gaol / r/ „ Computed Checked Project Name Project Number Page (of pages) P --r- (S6) (z3 + 5) - (027) (IS) = ),-21 DL ! 3 3ILL E P = ("lc) ( ) + (iz7 (za) = I, 3 y, i 2 E E P (szs)(_ ) I” ( ( )Z,o( ) !7,1Z - R — (2 ( ) + 266) (35) — S, 6H ) 1 14 1 (3 °)( )-!- O)2)(35) 0,61 ) if,67 P6 = (40( ) 4- (J!z) (35) = 0,1 2 . 1 2- J ! F = 22,-Ik vL /11 LL � YN = !,z (2z1 ) kl, )b Rr TA - (�� (I�) — 1�5� z TA — ( 7)( ) _ NO l4 (35) (03) = 1- 15c SA _ ( 35) (7) _ )/IS, 9L LL p , / ( - 75 + s- I) 7,86 JL I 5 3 6 LL ) 7 - - P - / ( ) - (0.52 J 7 , 11 7 Ic DL `I� u 2 k ) el 1 t ( ) 3 ) 23,2J t P,p _ 7 !45( ) - Kit, 3`� /2 , 50 5 { pl = 93. k o L ) 1g i k L L — r = I' 2 (q/!) 4- i,( ( , e -= 2 7 0 8' / 1 roo-r — (7 %2) P 1 : 2 , 5 k f = 7 , 05 te_ PL ) � 9 q k LL A im+ _ ( ii,) ) ( P i mps+ P = icis, k r 4 _ 17, 0 , Ft DL 00 , ) t -t'4 LL ; i il _ ( 11 f(uv r '5)C v - ( /Z) P �, i k-F (•Zz,7 0I " 1 16 : 3-L) 1 — ()9,1 )9L + )3.5' ) — 6 2 , i,k 42 - ,7L y2, k fd LL Calculations DLR Group Date Subject (-v ,.rte k/� t Roof /Flop r" Computed Checked Project Name Project Number Page (of pages) { E Cot 14., G 91 2 -3 P = )07 /1.5 �Io'k� +- 132.a�c � Col 1 -2 ' • 27 it% _ /41./ it Ff _ S Z 5f vtaky r y = 2, 5 z-1 Z= to,LI 7 ' 1 i-o- 4 11- 2 )) /' n v - 3 't 0 Pi _ (So (60, L() _ 27 1 ih �ar Dyed 2 - ) ('ti _ 107 _ /14 „ 1320 - OPN 3LIU 0/ti y C,315) ,1 1 0 56) _ .75 4 - 1,0 Okay rv1' Le ,/G 1 - 7 P 270 ,,k — 5-2` — _ - _ y 357 756 rho 2T15 — 19 IS( ¢- iv/) , j3 < /10 , 0 kky Title : Job # Dsgnr: Date: 8:55AM, 9 JUL 04 Description : Scope : ) • 1- $ • 3;5, Rev. 560100 User: KW-0603512, Ver5.61, 25 -Oct -2002 Multi -Span Steel Beam Page 1 (c)1983 -2002 ENERCALC Englneedn9 Software I: \ projects \74 -03103-00 - 7373 \+design \st \area Description Column w/ Cantilever Roof /Floor General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 11 Fy - Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span Information Description Span ft 19.00 19.00 0.10 Steel Section W30X116 W30X116 W30X116 End Fixity Pin -Pin Pun-Pin Pin -Free Unbraced Length ft 0.00 0.00 0.00 [Loads Live Load Used This Span ? Yes Yes Yes Moment DL k -ft 144.000 195.000 - 24.700 LL k -ft @ X ft 19.000 13.000 0.000 Results Mmax @ Cntr k -ft 44.01 - 109.39 0.00 @ X = ft 19.00 13.05 0.00 Max @ Left End k -ft 0.00 -99.99 -24.70 Max @ Right End k -ft 144.00 -24.70 0.00 fb : Actual psi 1,607.4 3,995.3 902.1 Fb : Allowable psi 23,760.0 23,760.0 23,760.0 Bending OK Bending OK Bending OK fv : Actual psi 136.6 839.0 0.0 Fv : Allowable psi 14,400.0 14,400.0 14,400.0 Shear OK Shear OK Shear OK Reactions & Deflections Shear CO Left k 2.32 14.23 0.00 Shear CO Right k 2.32 14.23 0.00 Reactions... DL CO Left k 2.32 11.91 -14.23 LL @ Left k 0.00 0.00 0.00 Total CO Left k 2.32 11.91 -14.23 DL @ Right k 11.91 -14.23 0.00 LL @ Right k 0.00 0.00 0.00 Total @ Right k 11.91 -14.23 0.00 Max. Deflection in -0.012 0.007 -0.000 @ X= ft 11.02 14.82 0.10 Span /Deflection Ratio 18,509.7 34,063.7 8,707.0 Query Values Location ft 0.00 13.10 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 2.32 14.23 0.00 0.00 0.00 0.00 0.00 0.00 Moment k -ft 0.00 - 109.39 -24.70 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (_„I I -Z l , .3 43.72 39.34 - i II 34.97 Ill I 1 I _ II 30.60 _ I III 1 E I 1 II ,__, 2 _ 1� 111 1•1•11 X1.86 - ICI II 17.49 11 I I III IIf 1�1�11 13.11 I 1.1111- 1�1 .111 it [ 4.37 fr1111111III■ICI ■IIII IIIIIIIIIIIII 1.1 III IIIIIIII -0.00 ..lIn111 C ' .79 .70 .61 7.52 "2.421. 11.35 1 .26 1 .17 1 .09 1! .0 Rpnrlinri fulnmichntc Location (ft) 2.32 - 2.08 1.85 ,i 1.62 1.39 Vi, 1.16 , 0.93 I 111110.111111101111111111111 III 11111111.1 I II Mil I al 0.69 I III 11111111!III III I I II IL I 6 0.4 L o 3 I 1 11 I i 1 1 .79 .70 .61 r .52 ! .44 1 .35 1 .26 1 .17 1 .09 1! .0 Rpam Shipar Location fftl kik -0.00 -0.00 - -0.00 ' -0.01 -0.01 -0.01 • ci -0.01 Z -0.01 , -0.01 ,... C ' .79 3.70 .61 7.52 9.0 1 .35 13.26 15.17 17.09 19.0 flaflprtinn Location (ft) £i 2 - 3 L.P -1.3C 83.81 67.05 33.62 I 1 I I I 16.76 Ilt1I I IIIII 111 II o.o . ,�IIIIiJU I 11 11111". 88 III11111111IIII 11111111111 11 1111 IIIII 1111 I II11 II 11111 F 6 11111 IIIII I IIL II II l 1 111 I IL M -87.6 '? I 1 1 11 - 109.39 .79 .70 .61 .52 ! .44 11.35 1 .26 1 .17 1 .09 1! .0 R�nrlinn Mnmantc Location (ft) 14.23 1 12.80. 11.38 9.96 M _ 8.54 7.11,_.. 5.69 f 4.27 (1i 2.86 _ 1 1.42 .79 x.70 5.61 .52 .44 1 .35 1 .26 1 .17 1 .09 1 RIPAm chPar Location lift) 0.01 - 0.01 0.01 0.00 Mao 0.00 I 0.00 - - t 0.00 0.00 a 0 . 00 ,: C .79 3.70 5.61 7.52 9.44 11.35 13.26 15.17 17.09 19.0 Ilaf 1prtinn Location (ft) Calculations DLRGroup • Date Subject pa.)_,_ P/u le— Oesiy r� Computed Checked Project Name Project Number Ale Page (of pages) i { 1✓c,rs l' Co I 301 3 —NN D " 1354 LL = 1 01( K ( 13 5 a— I. G (lo�� } = 335 k ; 12 X5 0(= )Z � 5o ksi 4- v - 3 /�,'n � a //6 ;h F 9 s't/ X Ti 3 so v C 1 PL: f )6 1(5/ 1 Ru ,rt Ph-1 Q<<it; rci - �'^ _ 335 — = / �� i d) (�X5 ) ,t ( 30D0 Of if /'11 ZQ L1ti`es151?-4S Z n/ 't -i A 4 ;k\ Tri , x j Al nZ Calculations DLR Group Date Subject 13,4 t pr s Computed Checked Project Name Project Number Page (of pages) fZe_ - rx,'41k,z55 14 q5i _ 115 02) - )44 33 In 2 -z _ , _ it/ (/0) - r t f A- ) , c (5) ( 3500) 05 ix- 13) (i (to) (35 .21 - / a T4C (1 ) 1 "q (3 ) j_322j 12 I ,/r 1 ,J3/■/ j , /(3. 6 )0 6 )(H) (J ,PL I )1 x . „ Calculations DLR Group Date Subject 134,5e... ?1&. I1.5 Computed ✓✓ Checked Project Name Project Number Page (of pages) ,.,,....., ...m.� ,.�..., ,,......» ..... ............. ....... . ............. M„,�,,.:..,., .d...,. , ..,..o ,.e.e n, e..,......�. . , ,,....,,....,.,, ..,..,. m. P,.. ,.,...... »,,, ,,,...,.,. ..,,.,,...,...,4 ......,,,,, - ..�,,. ,,, .,.w,,, a,,, ,...«.a„ � ....., ...,, w.. ,... .., _ .. ,.... , .. <. � �,. ,..—. ,... ,...,.,, ., ,..» ..,. ,«.. ..„ f E 1&5$ C °1 V1,7, LL - ZZ J,Z (15)4 /rC(20= 53,2 Coi n - frJJ$ )(, Fv = Y6 lcs 7 000 r Dt3e ; F — 36 1, e� �., �ed 13. s� r'l�� A-{� 53,2 3 , Z rC�j _ _ _ -�- I r‘ 1 (. $`5 ) ( �- 3000) ) = ��� �� �it ( ?1 � , 6 4 Vi M Pi- n= ) " (.25 rei F„ On/ -2_035) 1.25 _ ,95, .9(36)(6) use PL lx 6 x � El RAM Steel v8.1 1.14 Washington Square Column Load Summary RAM DataBase: Mall Expansion2 06/25/04 16:26:52 NFERNATfl'itL Building Code: IBC Steel Code: AISC LRFD UNFACTORED COLUMN LOADS: Units: kips Column Line 44.9 - Hill Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 1 20.00 10.5 1.0 9.4 0.0 11.5 21.0 Second -West 1 18.00 10.5 1.9 9.4 0.0 12.4 21.8 Column Line 44.9 - GG Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 2 20.00 11.0 1.0 20.7 0.0 12.0 32.7 Second -West 2 18.00 18.9 1.9 31.2 0.0 20.8 52.0 Column Line 44.7 - QQ Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 3 20.00 10.8 1.0 9.9 0.0 11.8 21.6 Second -West 3 18.00 32.6 1.9 36.1 0.0 34.4 70.6 Column Line XC - YA Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 4 20.00 10.5 1.0 9.6 0.0 11.4 21.0 Second -West 4 18.00 30.9 1.9 34.8 0.0 32.7 67.5 Column Line 6.50ft - 112.41ft Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 5 20.00 4.1 1.0 3.1 0.0 5.0 8.1 Second -West 5 18.00 4.1 1.9 3.1 0.0 5.9 9.0 Column Line 6.50ft - 122.99ft Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 6 20.00 5.9 1.0 4.9 0.0 6.9 11.8 Second -West 6 18.00 5.9 1.9 4.9 0.0 7.7 12.7 Column Line 44.7 - JJ El Column Load Summary 1.9 ' ° RAM Steel v8.1 Page 2/11 Washington Square RAIN DataBase: Mall Expansion2 06/25/04 16:26:52 ItsirEwssiArlatqk Building Code: IBC Steel Code: AISC LRFD Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 7 20.00 7.9 1.0 6.8 0.0 8.9 15.7 Second -West 7 18.00 7.9 1.9 6.8 0.0 9.8 16.6 Column Line 43.9 - QQ.5 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 8 20.00 7.8 0.7 6.8 0.0 8.4 15.3 Second -West 8 18.00 18.6 1.3 25.2 0.0 19.8 45.0 Column Line 20.42ft - 65.52ft Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 9 20.00 7.7 0.7 6.5 0.0 8.3 14.8 Second -West 9 18.00 18.8 1.3 25.1 0.0 20.1 45.2 Column Line 20.42ft - 126.33ft Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 10 20.00 27.4 1.0 18.1 0.0 28.3 46.4 Second -West 10 18.00 27.4 1.9 18.1 0.0 29.2 47.3 Column Line 43.9 - JJ.4 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 11 20.00 25.8 1.0 13.5 0.0 26.7 40.2 Second -West 11 18.00 25.8 1.9 13.5 0.0 27.6 41.1 Column Line 43.9 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 12 20.00 40.3 1.2 21.9 0.0 41.5 63.3 Second -West 12 18.00 40.3 2.2 21.9 0.0 42.5 64.4 Column Line 43.9 - GG Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 13 20.00 26.8 1.0 30.6 0.0 27.7 58.4 Second -West 13 18.00 34.7 2.1 41.1 0.0 36.7 77.8 Column Line 36.91ft - 82.Olft I El " 1' " I I 1 RAM Steel v8.1 Page 3/11 Washington Square Column Load Summary RAN DataBase: Mall Expansion2 06/25/04 16:26:52 INTERNATUNAL Building Code: IBC Steel Code: AISC LRFD Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 14 20.00 12.2 0.7 11.3 0.0 12.8 24.2 Second -West 14 18.00 36.9 1.3 39.6 0.0 38.2 77.8 Column Line 43.3 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 15 20.00 13.4 0.7 14.4 0.0 14.1 28.5 Second -West 15 18.00 40.1 1.3 44.9 0.0 41.4 86.3 Column Line 43.3 - QQ Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 16 20.00 19.4 0.7 21.7 0.0 20.0 41.7 Second -West 16 18.00 82.5 1.4 64.5 0.0 83.8 148.3 Column Line 43.3 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 17 20.00 15.8 0.7 17.2 0.0 16.4 33.6 Second -West 17 18.00 67.4 1.4 54.1 0.0 68.8 122.9 Column Line 51.07ft - 96.17ft Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 18 20.00 27.3 0.7 17.8 0.0 27.9 45.8 Second -West 18 18.00 37.2 1.3 30.9 0.0 38.5 69.4 Column Line 41.9 - JJ.4 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 19 20.00 35.0 0.7 20.8 0.0 35.7 56.5 Second -West 19 18.00 58.0 1.3 49.1 0.0 59.3 108.3 Column Line 41.9 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 20 20.00 45.0 0.8 27.5 0.0 45.7 73.3 Second -West 20 18.00 83.7 1.6 63.2 -1.1 84.2 148.5 Column Line 41.9 - GG F Column Load Summary .9 `i - RAM Steel v8.1 Page 4/11 Washington Square r RAM DataBase: Mall Expansion2 06/25/04 16:26:52 NT Building Code: IBC Steel Code: AISC LRFD Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 21 20.00 29.9 0.7 36.0 0.0 30.6 66.5 Second -West 21 18.00 61.4 1.5 66.8 0.0 62.9 129.7 Column Line 40.7 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 22 20.00 17.0 4.7 18.8 0.0 21.7 40.5 Second -West 22 18.00 53.0 8.9 55.8 0.0 61.9 117.7 Column Line 40.7 - QQ Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 23 20.00 20.7 0.7 23.5 0.0 21.4 44.8 Second -West 23 18.00 88.2 1.4 68.5 0.0 89.6 158.0 Column Line 40.7 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 24 20.00 22.8 0.7 24.7 0.0 23.4 48.1 Second -West 24 18.00 96.9 1.5 74.1 0.0 98.3 172.5 Column Line 40.7 - MM Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 25 20.00 31.8 0.7 24.0 0.0 32.4 56.5 Second -West 25 18.00 75.3 1.4 54.1 0.0 76.6 130.7 Column Line 40.7 - KK Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 26 20.00 30.4 0.7 18.0 0.0 31.0 49.0 Second -West 26 18.00 39.1 1.3 33.5 0.0 40.4 73.9 Column Line 39.7 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 27 20.00 17.0 4.7 18.8 0.0 21.7 40.5 Second -West 27 18.00 53.0 8.9 55.8 0.0 61.9 117.7 Column Line 39.7 - QQ FR Column Load Summary I M L B RAM Steel v8.1 Page 5/11 Washington Square ., RAM DataBase: Mall Expansion2 06/25/04 16:26:52 I^TERN^ Building Code: IBC Steel Code: AISC LRFD Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 28 20.00 20.7 0.7 23.5 0.0 21.4 44.8 Second -West 28 18.00 88.2 1.4 68.5 0.0 89.6 158.0 Column Line 39.7 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 29 20.00 22.8 0.7 24.8 0.0 23.5 48.3 Second -West 29 18.00 97.3 1.5 74.4 0.0 98.7 173.2 Column Line 39.7 - MM Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 30 20.00 35.4 0.7 27.8 0.0 36.0 63.9 Second -West 30 18.00 98.7 4.9 68.0 0.0 103.6 171.6 Column Line 39.7 - KK Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 31 20.00 34.4 0.7 26.7 0.0 35.0 61.8 Second -West 31 18.00 88.1 4.9 70.9 0.0 93.0 163.9 Column Line 39.7 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 32 20.00 23.5 0.7 26.6 0.0 24.1 50.7 Second -West 32 18.00 100.0 4.9 76.1 0.0 104.9 181.0 Column Line 39.7 - GG Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 33 20.00 16.6 0.7 33.3 0.0 17.3 50.6 Second -West 33 18.00 72.9 1.5 75.4 0.0 74.4 149.8 Column Line 38.7 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 34 20.00 17.0 4.7 18.8 0.0 21.7 40.5 Second -West 34 18.00 53.0 8.9 55.8 0.0 61.9 117.7 Column Line 38.7 - QQ El Column Load Summary I.`e �`i RAM Steel v8.1 Page 6/11 Washington Square RAM DataBase: Mall Expansion2 06/25/04 16:26:52 INTEMTD\IAL Building Code: IBC Steel Code: AISC LRFD Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 35 20.00 20.7 0.7 23.5 0.0 21.4 44.8 Second -West 35 18.00 88.2 1.4 68.5 0.0 89.6 158.0 Column Line 38.7 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 36 20.00 22.8 0.7 24.8 0.0 23.5 48.3 Second -West 36 18.00 97.3 1.5 74.4 0.0 98.7 173.2 Column Line 38.7 - MM Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 37 20.00 43.4 0.8 29.5 0.0 44.2 73.7 Second -West 37 18.00 103.8 5.0 69.8 0.0 108.8 178.6 Column Line 38.7 - KK Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 38 20.00 41.5 0.7 27.4 0.0 42.1 69.5 Second -West 38 18.00 89.5 4.9 70.1 0.0 94.4 164.4 Column Line 38.7 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 39 20.00 20.9 0.7 23.7 0.0 21.5 45.2 Second -West 39 18.00 88.9 2.3 68.9 0.0 91.2 160.1 Column Line 38.7 - GG Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 40 20.00 15.2 1.0 30.9 0.0 16.2 47.1 Second -West 40 18.00 67.0 1.9 71.2 0.0 68.9 140.1 Column Line 37.7 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 41 20.00 17.0 4.7 18.8 0.0 21.7 40.5 Second -West 41 18.00 53.0 8.9 55.8 0.0 61.9 117.7 Column Line 37.7 - QQ El Column Load Summary ,1-1 - RAM Steel v8.1 Page 7/11 Washington Square r RAM DataBase: Mall Expansion2 06/25/04 16:26:52 INTERNAMNAI Building Code: IBC Steel Code: AISC LRFD Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 42 20.00 20.7 1.0 23.5 0.0 21.7 45.2 Second -West 42 18.00 88.2 1.9 68.5 0.0 90.1 158.5 Column Line 37.7 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 43 20.00 22.8 1.0 24.8 0.0 23.8 48.6 Second -West 43 18.00 97.3 1.9 74.4 0.0 99.1 173.6 Column Line 37.7 - MM Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 44 20.00 43.4 0.7 29.5 0.0 44.1 73.6 Second -West 44 18.00 92.3 1.5 64.6 0.0 93.9 158.5 Column Line 37.7 - KK Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 45 20.00 41.5 0.7 27.4 0.0 42.1 69.5 Second -West 45 18.00 78.0 1.5 64.7 0.0 79.5 144.3 Column Line 37.7 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 46 20.00 20.9 1.0 23.7 0.0 21.8 45.5 Second -West 46 18.00 88.9 1.9 68.9 0.0 90.8 159.7 Column Line 37.7 - GG Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 47 20.00 15.2 1.0 30.9 0.0 16.2 47.1 Second -West 47 18.00 67.0 1.9 71.2 0.0 68.9 140.1 Column Line 36.7 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 48 20.00 17.0 4.7 18.8 0.0 21.7 40.5 Second -West 48 18.00 54.1 8.9 57.8 0.0 62.9 120.7 Column Line 36.7 - QQ Column Load Summary "' ` H FR RAM Steel v8.1 Page 8/11 Washington Square RAM DataBase: Mall Expansion2 06/25/04 16:26:52 R,^„ • Building Code: IBC Steel Code: RISC LRFD Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 49 20.00 20.7 0.7 23.5 0.0 21.4 44.8 Second -West 49 18.00 87.5 1.5 69.2 0.0 89.0 158.3 Column Line 36.7 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 50 20.00 22.8 0.7 24.8 0.0 23.5 48.3 Second -West 50 18.00 97.3 1.5 74.4 0.0 98.7 173.2 Column Line 36.7 - MM Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 51 20.00 43.4 0.7 29.5 0.0 44.1 73.6 Second -West 51 18.00 92.3 4.9 64.6 0.0 97.2 161.8 Column Line 36.7 - KK Level Col# Height Dead Self +Live -Live MinTot MaxTot INV Roof -West 52 20.00 41.5 0.7 27.4 0.0 42.1 69.5 Second -West 52 18.00 78.0 1.4 64.7 0.0 79.4 144.1 Column Line 36.7 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 53 20.00 20.9 0.7 23.7 0.0 21.5 45.2 Second -West 53 18.00 88.9 1.4 68.9 0.0 90.3 159.2 Column Line 36.7 - GG Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 54 20.00 15.2 1.0 30.9 0.0 16.2 47.1 Second -West 54 18.00 67.0 1.9 71.2 0.0 68.9 140.1 Column Line 35.7 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 55 20.00 17.0 0.7 18.8 0.0 17.7 36.5 Second -West 55 18.00 57.0 1.4 63.5 0.0 58.4 121.9 Column Line 35.7 - QQ Fil Column Load Summary / `� `' RAM Steel v8.1 Page 9/11 Washington Square RAM DataBase: Mall Expansion2 06/25/04 16:26:52 [NrEFNAT/CM Building Code: IBC Steel Code: AISC LRFD Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 56 20.00 20.7 0.7 23.5 0.0 21.4 44.8 Second -West 56 18.00 86.0 1.5 71.6 0.0 87.5 159.1 Column Line 35.7 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 57 20.00 22.8 0.7 24.8 0.0 23.5 48.3 Second -West 57 18.00 97.3 1.5 74.4 0.0 98.7 173.2 Column Line 35.7 - MM Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 58 20.00 51.4 0.8 31.3 0.0 52.2 83.5 Second -West 58 18.00 100.4 1.6 66.3 0.0 102.0 168.3 Column Line 35.7 - KK Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 59 20.00 49.5 0.7 29.2 0.0 50.1 79.3 Second -West 59 18.00 86.0 1.4 66.5 0.0 87.4 153.9 Column Line 35.7 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 60 20.00 20.9 0.7 23.7 0.0 21.5 45.2 Second -West 60 18.00 88.9 1.4 68.9 0.0 90.3 159.2 Column Line 35.7 - GG Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 61 20.00 15.2 1.0 30.9 0.0 16.2 47.1 Second -West 61 18.00 67.0 1.9 71.2 0.0 68.9 140.1 Column Line 34.7 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 62 20.00 16.8 1.0 18.6 0.0 17.8 36.4 Second -West 62 18.00 52.4 1.9 55.3 0.0 54.3 109.6 Column Line 34.7 - QQ ir Column Load Summary `i q 3 RAM Steel v8.1 Page 10 /11 Washington Square RAM DataBase: Mall Expansion2 06/25/04 16:26:52 INFENAIENA Building Code: IBC Steel Code: AISC LRFD Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 63 20.00 20.5 1.0 23.2 0.0 21.4 44.7 Second -West 63 18.00 87.2 1.9 67.8 0.0 89.1 156.9 Column Line 34.7 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 64 20.00 22.6 1.0 24.5 0.0 23.6 48.1 Second -West 64 18.00 96.2 1.9 73.6 0.0 98.0 171.6 Column Line 34.7 - MM Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 65 20.00 43.1 0.7 29.2 0.0 43.7 73.0 Second -West 65 18.00 91.4 1.5 64.0 0.0 92.9 156.9 Column Line 34.7 - KK Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 66 20.00 41.1 0.7 27.1 0.0 41.8 68.9 Second -West 66 18.00 77.3 4.9 64.1 0.0 82.1 146.2 Column Line 34.7 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 67 20.00 21.5 0.7 25.7 0.0 22.2 47.9 Second -West 67 18.00 87.9 4.9 69.5 0.0 92.8 162.3 Column Line 34.7 - GG Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 68 20.00 18.5 0.7 39.8 0.0 19.1 58.9 Second -West 68 18.00 66.7 1.5 82.4 0.0 68.2 150.6 Column Line 33.6 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 69 20.00 8.7 0.7 9.6 0.0 9.3 18.9 Second -West 69 18.00 27.4 1.3 32.4 0.0 28.7 61.1 Column Line 33.6 - QQ FR Column Load Summary `� `� RAM Steel v8.1 Page 11 /11 Washington Square RAM DataBase: Mall Expansion2 06/25/04 16:26:52 NrEN Building Code: IBC Steel Code: AISC LRFD Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 70 20.00 10.8 0.7 12.2 0.0 11.5 23.7 Second -West 70 18.00 46.1 1.3 42.7 0.0 47.3 90.1 Column Line 33.6 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 71 20.00 11.9 0.7 13.0 0.0 12.6 25.5 Second -West 71 18.00 50.8 1.3 45.6 0.0 52.0 97.7 Column Line 33.6 - MM Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 72 20.00 20.1 0.7 14.5 0.0 20.8 35.3 Second -West 72 18.00 45.4 1.3 36.9 0.0 46.6 83.5 Column Line 33.6 - KK Level CoI# Height Dead Self +Live -Live MinTot MaxTot Roof -West 73 20.00 19.1 0.7 13.4 0.0 19.7 33.1 Second -West 73 18.00 38.1 1.3 36.3 0.0 39.3 75.6 Column Line 33.6 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 74 20.00 11.4 0.7 13.7 0.0 12.1 25.9 Second -West 74 18.00 46.4 1.3 44.3 0.0 47.7 92.0 Column Line 33.6 - GG Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -West 75 20.00 12.0 0.7 27.3 0.0 12.7 40.0 Second -West 75 18.00 36.7 1.4 58.7 0.0 38.1 96.8 IR RAM Steel v8.1 Washington Square Column Load Summary e L i SD RAM DataBase: Mall Expansion2 06/29/04 15:51:00 ". Building Code: IBC Steel Code: ASD 9th Ed. Units: kips Column Line 33.8 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 1 20.00 8.7 4.7 9.6 0.0 13.3 22.9 Second -East 1 18.00 30.3 8.9 29.5 0.0 39.2 68.7 Column Line 33.8 - QQ Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 2 20.00 10.8 0.7 12.2 0.0 11.5 23.7 Second -East 2 18.00 46.0 1.4 42.7 0.0 47.4 90.1 Column Line 33.8 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 3 20.00 11.9 0.7 13.0 0.0 12.6 25.5 Second -East 3 18.00 50.8 1.4 45.6 0.0 52.1 97.8 Column Line 33.8 - MM Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 4 20.00 28.0 0.8 16.3 0.0 28.8 45.1 Second -East 4 18.00 64.6 5.0 44.5 0.0 69.6 114.0 Column Line 33.8 - KK Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 5 20.00 27.0 0.7 15.2 0.0 27.7 42.8 Second -East 5 18.00 60.2 4.9 41.3 0.0 65.1 106.4 Column Line 33.8 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 6 20.00 10.9 0.7 12.3 0.0 11.5 23.8 Second -East 6 18.00 46.3 1.4 42.9 0.0 47.7 90.6 Column Line 33.8 - GG Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 7 20.00 9.8 0.7 21.5 0.0 10.5 32.0 Second -East 7 18.00 36.0 1.4 49.6 0.0 37.4 87.0 Fil Column Load Summary 6-1 RAM Steel v8.1 Page 2/11 Washington Square RAM DataBase: Mall Expansion2 06/29/04 15:51:00 IMERIVATIoNAL Building Code: IBC Steel Code: ASD 9th Ed. Column Line 32.7 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 8 20.00 16.8 1.0 18.6 0.0 17.8 36.4 Second -East 8 18.00 58.4 1.9 49.3 0.0 60.2 109.6 Column Line 32.7 - QQ Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 9 20.00 20.5 1.0 23.2 0.0 21.4 44.7 Second -East 9 18.00 87.2 1.9 67.8 0.0 89.1 156.9 Column Line 32.7 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 10 20.00 22.3 1.0 24.2 0.0 23.3 47.5 Second -East 10 18.00 95.9 1.9 73.3 0.0 97.8 171.1 Column Line 32.7 - MM Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 11 20.00 45.4 1.0 30.7 0.0 46.4 77.1 Second -East 11 18.00 106.6 5.2 66.8 0.0 111.7 178.6 Column Line 32.7 - KK Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 12 20.00 43.5 1.0 28.7 0.0 44.5 73.2 Second -East 12 18.00 98.4 5.2 61.4 0.0 103.5 164.9 Column Line 32.7 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 13 20.00 19.9 0.7 22.5 0.0 20.5 43.0 Second -East 13 18.00 85.7 4.9 66.7 0.0 90.6 157.3 Column Line 32.7 - GG.1 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 14 20.00 14.8 0.7 30.4 0.0 15.5 45.9 Second -East 14 18.00 65.1 1.5 74.2 0.0 66.7 140.9 II Column Load Summary S 9 ' �' RAM Steel v8.1 Page 3/11 Washington Square RAM DataBase: Mall Expansion2 06/29/04 15:51:00 INIFENAMNAL Building Code: IBC Steel Code: ASD 9th Ed. Column Line 31.7 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 15 20.00 11.9 4.7 9.8 0.0 16.5 26.3 Second -East 15 18.00 37.0 8.9 30.0 0.0 45.8 75.8 Column Line 31.7 - QQ Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 16 20.00 37.8 0.9 22.3 0.0 38.7 60.9 Second -East 16 18.00 79.8 1.8 53.2 0.0 81.6 134.8 Column Line 31.7 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 17 20.00 47.9 1.0 26.3 0.0 48.8 75.2 Second -East 17 18.00 74.8 1.9 55.5 -8.0 68.7 132.2 Column Line 31.7 - NN Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 18 20.00 66.4 1.0 41.6 0.0 67.3 108.9 Second -East 18 18.00 134.7 1.9 106.8 0.0 136.5 243.3 Column Line 31.7 - JJ Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 19 20.00 61.3 1.0 39.0 0.0 62.3 101.2 Second -East 19 18.00 129.0 1.9 105.0 0.0 130.8 235.8 Column Line 31.7 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 20 20.00 41.7 1.0 24.1 0.0 42.7 66.7 Second -East 20 18.00 60.4 1.8 50.6 -10.6 51.6 112.7 Column Line 31.7 - GG.1 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 21 20.00 32.7 1.0 35.0 0.0 33.7 68.7 Second -East 21 18.00 61.6 1.9 63.1 0.0 63.5 126.5 Column Load Summary ` S3 El RAM Steel v8.1 Page 4/11 Washington Square RAM DataBase: Mall Expansion2 06/29/04 15:51:00 NrERNATIoNk Building Code: IBC Steel Code: ASD 9th Ed. Column Line 30.3 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 22 20.00 11.9 1.0 9.8 0.0 12.8 22.6 Second -East 22 18.00 36.8 1.9 30.0 0.0 38.7 68.6 Column Line 30.3 - QQ Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 23 20.00 37.8 1.0 22.3 0.0 38.7 61.0 Second -East 23 18.00 79.8 1.9 53.2 0.0 81.6 134.9 Column Line 30.3 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 24 20.00 47.9 1.0 26.3 0.0 48.8 75.2 Second -East 24 18.00 74.8 1.9 55.5 -8.0 68.7 132.2 Column Line 30.3 - NN Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 25 20.00 66.2 1.0 41.5 0.0 67.2 108.6 Second -East 25 18.00 134.5 1.9 106.6 0.0 136.4 243.0 Column Line 30.3 - JJ Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 26 20.00 61.1 1.0 38.8 0.0 62.1 100.9 Second -East 26 18.00 128.8 1.9 104.9 0.0 130.7 235.5 Column Line 30.3 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 27 20.00 41.7 1.0 24.1 0.0 42.7 66.7 Second -East 27 18.00 60.4 1.8 50.6 -10.7 51.5 112.8 Column Line 30.3 - GG.1 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 28 20.00 32.7 1.0 35.0 0.0 33.7 68.7 Second -East 28 18.00 61.6 1.8 63.1 0.0 63.4 126.5 Column Load Summary I • i • I Fil RAM Steel v8.1 Washington Square ` Page 5/11 RAM DataBase: Mall Expansion2 06/29/04 15:51:00 INT ENATIC ) N A L Building Code: IBC Steel Code: ASD 9th Ed. Column Line 29.3 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 29 20.00 17.0 0.7 18.8 0.0 17.7 36.5 Second -East 29 18.00 59.0 1.4 49.8 0.0 60.4 110.2 Column Line 29.3 - QQ Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 30 20.00 20.7 0.7 23.5 0.0 21.4 44.8 Second -East 30 18.00 88.2 1.5 68.5 0.0 89.7 15$.2 Column Line 29.3 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 31 20.00 22.6 0.7 24.5 0.0 23.2 47.7 Second -East 31 18.00 97.0 1.5 74.1 0.0 98.5 172.7 Column Line 29.3 - MM Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 32 20.00 46.7 1.0 30.9 0.0 47.7 78.6 Second -East 32 18.00 103.5 5.2 67.4 0.0 108.7 176.1 Column Line 29.3 - KK Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 33 20.00 44.9 1.0 28.9 0.0 45.8 74.7 Second -East 33 18.00 95.2 1.9 61.9 0.0 97.1 159.0 Column Line 29.3 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 34 20.00 20.1 1.0 22.8 0.0 21.1 43.8 Second -East 34 18.00 86.4 1.9 67.7 0.0 88.3 156.0 Column Line 29.3 - GG.1 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 35 20.00 14.9 1.0 30.6 0.0 15.9 46.5 Second -East 35 18.00 64.2 1.9 77.5 0.0 66.0 143.5 Column Load Summary 1.L1 , 5 S RAM Steel v8.1 Page 6/11 Washington Square RAM DataBase: Mall Expansion2 06/29/04 15:51:00 IMERNATIDNAL Building Code: IBC Steel Code: ASD 9th Ed. Column Line 28.3 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 36 20.00 17.0 4.7 18.8 0.0 21.7 40.5 Second -East 36 18.00 59.0 8.9 49.8 0.0 67.9 117.7 Column Line 28.3 - QQ Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 37 20.00 20.7 0.7 23.5 0.0 21.4 44.8 Second -East 37 18.00 88.2 1.5 68.5 0.0 89.7 158.2 Column Line 28.3 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 38 20.00 22.8 0.7 24.8 0.0 23.5 48.3 Second -East 38 18.00 97.3 1.5 74.4 0.0 98.8 173.2 Column Line 28.3 - MM Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 39 20.00 44.2 0.9 29.4 0.0 45.1 74.5 Second -East 39 18.00 102.0 2.5 69.4 0.0 104.5 174.0 Column Line 28.3 - KK Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 40 20.00 42.2 0.9 27.2 0.0 43.1 70.4 Second -East 40 18.00 93.7 5.1 63.7 0.0 98.8 162.5 Column Line 28.3 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 41 20.00 20.9 0.7 23.6 0.0 21.5 45.1 Second -East 41 18.00 88.1 1.5 69.7 0.0 89.6 159.3 Column Line 28.3 - GG Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 42 20.00 15.1 1.0 30.8 0.0 16.1 46.9 Second -East 42 18.00 64.1 1.9 81.3 0.0 66.0 147.3 Fil Column Load Summary • ' C°° RAM Steel v8.1 Page 7/11 Washington Square RAM DataBase: Mall Expansion2 06/29/04 15:51:00 INTERNATCW Building Code: IBC Steel Code: ASD 9th Ed. Column Line 27.3 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 43 20.00 17.0 4.7 18.8 0.0 21.7 40.5 Second -East 43 18.00 59.0 8.9 49.8 0.0 67.9 117.7 Column Line 27.3 - QQ Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 44 20.00 20.7 0.7 23.5 0.0 21.4 44.8 Second -East 44 18.00 88.2 1.5 68.5 0.0 89.7 158.2 Column Line 27.3 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 45 20.00 22.8 0.7 24.8 0.0 23.5 48.3 Second -East 45 18.00 97.0 1.5 74.3 0.0 98.6 172.9 Column Line 27.3 - MM Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 46 20.00 35.4 0.8 27.8 0.0 36.2 64.0 Second -East 46 18.00 82.7 2.4 61.9 0.0 85.1 147.0 Column Line 27.3 - KK Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 47 20.00 33.4 0.8 25.7 0.0 34.2 59.9 Second -East 47 18.00 74.5 5.0 56.1 0.0 79.5 135.5 Column Line 27.3 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 48 20.00 20.9 0.7 23.7 0.0 21.5 45.2 Second -East 48 18.00 88.6 1.5 68.8 0.0 90.1 158.9 Column Line 27.3 - GG Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 49 20.00 15.2 1.0 30.9 0.0 16.2 47.1 Second -East 49 18.00 67.0 1.9 75.4 0.0 68.9 144.3 Fil Column Load Summary 4 ` 51 RAM Steel v8.1 Page 8/11 Washington Square RAM DataBase: Mall Expansion2 06/29/04 15:51:00 NTERNA7K7NAL Building Code: IBC Steel Code: ASD 9th Ed. Column Line 26.3 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 50 20.00 19.8 4.7 21.9 0.0 24.5 46.4 Second -East 50 18.00 68.4 8.9 56.7 0.0 77.3 134.0 Column Line 263 - QQ Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 51 20.00 24.1 0.8 27.3 0.0 24.8 52.1 Second -East 51 18.00 102.1 1.7 78.3 0.0 103.8 182.1 Column Line 26.3 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 52 20.00 24.7 0.7 26.8 0.0 25.3 52.2 Second -East 52 18.00 105.3 1.5 80.3 0.0 106.8 187.1 Column Line 500.42ft - 91.17ft Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 53 20.00 51.2 0.9 35.4 0.0 52.1 87.5 Second -East 53 18.00 99.9 1.8 69.9 0.0 101.7 171.6 Column Line 500.42ft - 139.17ft Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 54 20.00 48.8 0.9 32.8 0.0 49.7 82.5 Second -East 54 18.00 89.9 1.8 62.9 0.0 91.7 154.6 Column Line 26.3 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 55 20.00 22.5 0.7 25.5 0.0 23.1 48.7 Second -East 55 18.00 95.8 1.5 73.2 0.0 97.4 170.6 Column Line 26.3 - GG Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 56 20.00 17.0 1.0 34.0 0.0 18.0 52.0 Second -East 56 18.00 74.7 1.9 81.3 0.0 76.5 157.9 E Column Load Summary r ' `� ' RAM Steel v8.1 Page 9/11 Washington Square RAM DataBase: Mall Expansion2 06/29/04 15:51:00 IgrENADONAL Building Code: IBC Steel Code: ASD 9th Ed. Column Line 24.7 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 57 20.00 13.4 1.0 14.8 0.0 14.4 29.2 Second -East 57 18.00 45.4 1.9 43.9 0.0 47.3 91.1 Column Line 24.7 - QQ Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 58 20.00 16.3 1.0 18.5 0.0 17.3 35.8 Second -East 58 18.00 67.3 1.9 60.0 0.0 69.2 129.1 Column Line 24.7 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 59 20.00 13.6 1.0 14.6 0.0 14.5 29.2 Second -East 59 18.00 58.1 1.9 48.1 0.0 60.0 108.1 Column Line 540.17ft - 75.67ft Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 60 20.00 43.5 0.9 29.9 0.0 44.4 74.3 Second -East 60 18.00 57.7 1.6 55.8 -7.5 51.8 115.1 Column Line 24.7 - NN Level Col# Height Dead Self +Live -Live MinTot MaxTot Second -East 61 18.00 39.6 0.6 35.1 0.0 40.2 75.4 Column Line 24.7 - JJ Level Col# Height Dead Self +Live -Live MinTot MaxTot Second -East 62 18.00 38.3 0.6 34.6 0.0 38.9 73.6 Column Line 540.17ft - 154.66ft Level Col# Height Dead Self +Live -Live MinTot MaxTot Second -East 63 18.00 10.0 0.6 21.1 -7.2 3.5 31.7 Column Line 540.17ft - 154.67ft FR Column Load Summary I • y , 59 RAM Steel v8.1 Page 10/11 Washington Square RAM DataBase: Mall Expansion2 06/29/04 15:51:00 INTrElasIATI Building Code: IBC Steel Code: ASD 9th Ed. Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 61 20.00 41.5 0.9 27.8 0.0 42.4 70.2 Column Line 24.7 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 62 20.00 11.6 1.0 13.3 0.0 12.6 25.9 Second -East 64 18.00 49.3 1.9 43.0 0.0 51.2 94.2 Column Line 24.7 - GG Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 63 20.00 12.9 1.0 26.9 0.0 13.9 40.8 Second -East 65 18.00 57.0 1.9 67.8 0.0 58.9 126.7 Column Line 24.9 - RR Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 64 20.00 2.5 0.3 4.7 0.0 2.8 7.5 Second -East 66 18.00 8.8 0.8 12.2 0.0 9.6 21.8 Column Line 24.9 - QQ Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 65 20.00 3.3 0.5 7.b 0.0 3.7 11.3 Second -East 67 18.00 14.0 0.9 21.5 0.0 14.8 36.3 Column Line 24.9 - PP Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 66 20.00 1.7 0.5 3.8 0.0 2.2 6.0 Second -East 68 18.00 7.3 0.9 11.3 0.0 8.2 19.5 Column Line 24.9 - HH Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 67 20.00 1.7 0.5 3.9 0.0 2.2 6.1 Second -East 69 18.00 7.3 0.9 11.4 0.0 8.2 19.7 Column Line 24.9 - GG Fil Column Load Summary 1.9 RAM Steel v8.1 Page 11 /11 Washington Square RAM DataBase: Mall Expansion2 06/29/04 15:51:00 IN Building Code: IBC Steel Code: ASD 9th Ed. Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof -East 68 20.00 1.7 0.5 4.7 0.0 2.2 6.9 Second -East 70 18.00 7.3 0.9 12.2 0.0 8.2 20.4 Calculations DLR Group Date Subject 1 Gra v; " Computed Checked Project Name Project Number I . 1 Page (of pages) ( )7 101 F V2 ri -P )o0O ps ‘ooteo f s, es.) v;1 CO/ (01) 1 Clfsb "=" 2i7,6 ( For 2_ P P 3P ' 21 VK 5 Lo. P5 (o rS) 541L1 5k 115 (.4-y 3 6g/ 3/.7 , 215 ?) 60-4•1 6(25k) 312k • C. f" 3 fik5 r, WI it 7)2 ,-- 14/1/1- s 70, c 741 5 ( (-0 ) Vel# 31 i Calculations 1 E 1 DLR Group .„,„ Date Subject C7,--1,41/ Gra-A /3 4,A., 5 Computed Checked Project Name Project Number Page (of pages) . - @ f (0/5 1 0 cfs.e± Pk ti P, 6,1 2L - LL 7 : z2 90/-0" kl_04, i 1 T , A , / ,2 ( 4, /, 0 _7_ 3-3,2 lc p it 44 g1 , Li 2, 4 ( fi i4//4 6 le &e- 65 . ipie 12 ' 0 c d - - -- - 3 - 3 - , 5 -7- 32 .5 ii, , .fliiiit . i : 11 , 2?, U L i 21, 4 12_ , . 1 Ll 4 b.-rs ) 4 -=---. ii-g-- ,71 3. 20" /____ = 3, 72 r, ,S (3) ( Pl,== 4 4 (d - --1 ) =. 1(3,a) (60) ( 32, 5 - 3 --::: 5 2 2 S' k '' .:_— 14 - 3 5 k f4 L ) Calculations DLR Group Date Subject & r 1 %, 4 r e la Computed Checked Project Name Project Number Page (of pages) , 00 3 3.bot , v033 (20)( - 2,15 iy■ <4 rpc 53V -4 ) --rr2oo ( 2 0) )z 5 27k Ok CAt ; 54; tr rc : v(x) 53,2k 0 --/F/ 1 -t*, (01 5 u) (32, ) 2 4 , 7 k 54irr y5 Rey t /11,5 Spa-Li' 5 -4 • a 7 (6, -Fro 15 , 2 7 ,k, 60 5 3 h . V,— (1)1( _53,2— • Ay IA v/5 SO 7 11.1c_ 4 (. 001 -A- 14 , 5 , Z7 ) 11 41 e 11 ) A ,2011,2 i L Calculations DLR Group Date Subject & r r■v: f )' £ - i Computed Checked Project Name Project Number I • S ' L I Page (of pages) , 6 C. 0 1 f 1 /7 O ff f;ic, Col 21 - 66.1 1 1/ ( CO 4- 1,1(7) = .0 2 4- 3 = (/2 k ". ( ilk ) ) / --- ri , et L4 k 0 l- L 1 2 D,, >c /4,4_ 6„,&_ r,-,-% 71 , • 0 i 1 1 d -7 /- 1 - - 2, - 1 - 1/2_ f l = 7000 33.0 ; . , . . , '--- 211 e !roc Try 5 r ) A i - : 7 :77 - ,b,' '"' ,5 = _ . 3 1 5 ;i CZ 1 , () ,. , - 73 .te- 5 -r s cc5 (3)(7 '' 0 45 fy ( d - -1- ) ------ .7 (3,q5)(a0)( 3 5 _ z , = 7 7 1 q A IA _-. -. 4 1 i , I k V > ill ii ) 01< , Calculations DLR Group Date Subject (,r&vfy 6r.ic 5,04-,..A Computed Checked Project Name Project Number 5 Page (of pages) 4M = 7°5 bd , Vt (vi) (3e.5) 3.t1 ;A 4 fei 6 kee... 514-&-r7: )4 2 ( 7 t i 1(4 7 5 (/ (zi-f) ( 3 ce, 5) 39 (2 ) k --f4Irrtyi 41 -rt , Re.-14; r V ( (/) v y 2 , 15 1 /37:90 (29)(5ir, 36;0 ) /16, 5 5 d / 2 or 2 4 6 - /1 , 2 5 if = 50 _ (2_■-1) ( 16) 2- a,32 _ A q5C 4 e 16 ac 1 2 3-1/7c ) Jo L2 V 161, re l W) (3C( ' 5 )( -7S ) --1-- 101, (.75" j - z " re(i 0711 - 5g 6 2 ,n st, 4_5 e g'' ) F 5-_// A us ,6e ir" 1 Calculations LI DLR Group Date Subject = „,„.,/ 042 5 y n Computed Checked Project Name Project Number i. c .Go Page (of pages) t';Ot SIC, _ 1/%7 = ) c pc -r i” (� /z + �/ Z -- o = ,v _1 /o0 5 T L L W = 1, Z (z 1 -?) f /( 1 (io0) = y20 p /rif -V _ (y20) (IC ) 1b - r + /-(`y A _ N1 SZ 50 ' � /�oa� _ r� , 3 Z y Z S -_- > 01/ 64 .q (co) (, i i #- q) I _ ,3 / (6v) CO( lz) ySz dS 0A — • 1 ( ' 1 2 ( ° ) ( q — 'y5' /z) //2 = 5 2L 2 > /I/, 0 /C S" 8 ` -u... te LA e 10 ,/ . , . 1,,c IA II 1 Stir y� ri�,v e yIl7 0 f $ j - ( (7 P + H9 0 LL � _ I . , ) 7 -rd- + 1. 0 r4- , : P c- (0 2. -' ( P . ) N iC 1- iy� ,F 1u, i t"5S� e S_ ,R) -r / ( 5) r ;ned ) 1 Calculations DLR Group Date ,,„ Subject - t_ / D i Computed Checked Project Name Project Number Page (of pages) if -:-- ( kc vc ) ( ii ;( k ) ..c. 1 ( 5 - 0 ) ( j .. c 7 / 0/.. ) ) / L L) ( II / ) 7 rq 25 ' # Pi- I 1 , 2 ( (z5 ) -I- t, Z (550) ------ 1?"70.„ S , 11- -7 Yz ( /c „ :-- vz ( „, :--- 3 0 2 5 tt . (302 Li COI 0 # CAI L ; \ . , . . , 3 Cb-ly)d — , 1 1 7 iilL , — , . ., 7.7 .. / 3 ... , 0 4._ - z 11 Lk i . 1 I ) )0 C.Ad.le— LA) :-, . riAcA7:— Title : Job # Dsgnr: Date: 8:56AM, 27 JUL 04 Description : Scope : (' c. S Rev 560100 User: KW- O&J3512 Ver5.6 1, 25-Oct -2002 Single Span Beam Analysis Page 1 (c)1983 -2002 ENERCALC En g Software Description General Information 0 Center Span 11.00 ft Moment of Inertia 1,000.000 in4 Left Cantilever ft Elastic Modulus 29,000 ksi Right Cantilever ft Beam End Fixity Pin -Pin Point Loads Magnitude 4.840 k 1.870 k k k k Location 3.670 ft 5.500 ft ft ft ft 1 Summary Moments... Shears... Reactions... Max + @ Center 15.26 k at 3.68 ft @ Left 4.16 k @ Left 4.16 k Max - @ Center 0.00 k -ft at 11.00 ft @ Right 2.55 k @ Right 2.55 k Maximum 4.16 k Left Cant 0.00 k -ft Right Cant 0.00 k -ft Deflections... Center -0.010 in at 5.18 ft Maximum = 15.26 k -ft @ Left Cant. 0.000 in at 0.00 ft CO Right Cant 0.000 in at 0.00 ft LI Calculations DLR Group . Date ,.., Subject Computed Checked Project Name Project Number Page (of pages) r---- ____ -----,:-.--, -- I. ' c-- -i--= ,:iD7 ) .- `117;?,-4.--' 7CL CA-IN - ‘""- --- z.: - .;) ,:.....-k? 72 \ 0-- • - . z- C ? : ° ) C- - - - 1 - 1-f , . L- PreX-. PI - - -_, -\ 6 - 1-7,-, -.--.1 (.1, :3 AI: 24 -_-_- h) ,--- --- ,..--- ; - ,- _ 2/ ,-- - - - -4- ,, -- - - >-,-..)1„, ,,>. 0---AI9V 1 ‘1 ;::) , ...----------------/ • . „ r c':..17. 'i.tr■L-0, cL .,: f/ -- = 0D, ' , , i — 1 — = 0 e , ....:iek. : a LP '7" 4' , L 7 / //-1; ; . , ,,,. S - . ;; - 7-2, / • n A • j _-- i c \ __ I . _ • •■• - *: • /1 \ V j . Calculations DLR Group Date Subject s I FrcL Computed Checked Project Name Project Number Page (of pages) 1.b. Se 6‘st Sk � 0 ) 2- - \,,T Roaf — 23 f sf x 205 270' = 1273 lvf fr.a,- = 7 5 ps -r x(205 = 3 03g 14/5,,a,# 7 00 / I x )60u = 3 z 0 k • I — 2©0 4 /ff r 00 ic 0 '(- Yost,/ , = / 5 ' - / 2 30 k 4 I) J Z16 ic y ,. (! -F7r G l Tai _ 15 5-r - 5, Zoo' X 070/90 ) s 1 ,0, !1 L✓ ex+ - e-11,1 3 5 Ps f X I / 1 12 0 /fir J f1 4 wu rf s},.d Calculations DLR Group Date Subject L Computed Checked Project Name Project Number Page (of pages) r ." ( ) 3o3V 2 357L/ W ( m/s) 12, 4- :`,71) -I- toe 4 ,q2 k 175 rf /775 ) S2 E3t3v W rir g/w ) L / 6 ) 2 7 ' 3C3 ) /70/ -I- ,L127/ 5 k ) 5 L/L V EA „ I 51 ------ 6 2 v 5-4 PrT-1- A5(‘ 7 9 2, 7 1. WSM Seismic Values Michael ZIemann Date and Time: 6/2/2004 11:54:08 AM MCE Ground Motion, - ,Conterminous 48 States zip Code - ,97223,Central Latitude = , 45.44033 ,Central Longitude = ,- 122.776223 Period,MCE Sa (sec),( %g) 0.2 ,106.1,MCE value of Ss, Site class B 1.0 ,037.2,MCE value of sl, site Class B Page 1 Calculations DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) 1. . LAD ._ i-i 1 LI Calculations DLR Group Date Subject Computed Checked Project Name Project Number i • 6 . 10 Page (of pages) ,----, i ',.: - t..--t. J1,: , r---I / _r_ '214 ( I r. -7- ' (i , -,--- - i ' ) = c5 L ' 3 \--"U‘ • ')L - - t - ----i-- _,,--- - — , 4 7. A_, d„ 4- - 1 - --, -,, .,.. 41 N,.0 e:-/\)_... 6-_-n-..),-_-,-.) L.. i isoL. ' --=---''.. - -- _ -, /,_ „ c k- , '2 L40 x 21 / ) = ---/ , 2 Ap ---) -:----- '-' - ../ = I , \L4 ' ' X 0 q o 0 -2-. —t- /. L?-7 7 Li , ‘k Calculations DLR Group Date Subject Computed Checked Project Name Project Number I . Page (of pages) 0 . 17 4 7a.) \LQ.- 1111 DLR Group Calculations '-, Date ..,, Subject Computed Checked Project Name Project Number I . (o . Page (of pages) ,.... ..,.,.._ . c• —,„, .c 4..., , ,, ,, (= - . III .', -,) ...„... _ ..,...._ __ k,-- 1-- , . 12 , J ■ , I \., 1 1 eX3 (co 1- ,N-A / , -70 / (7 70 / t, - • / ' 71 :7 ) 3, \ \ ( . ' t) ,.--, ' \ . ''"‘-' ' ',-.. 27 SS c ..t 41 45 ' - - - --------- ,-,, i i 1 1 I ,--- ;../3- , ,, • — ,..),,, 1/4 z c: - , 1 -6 L. " 1 ' ,,,,, ( j -4 :Ne 11, 1(e 047( 1 1161 DLR G roup . Calculations Date Subject Computed Checked Project Name Project Number 1 • (0 • Page (of pages) ,,.-- '1 ,.., ; i , ' ' i'' i ., : / ' - 7 -) - ; ? ;-. i , ' T=C--- - - i , 1 r -,,, (LT,' ; ...i 1 1 - r ,-, _ — 1 j ,,::- v -- ( 1 A- / . ,- , c - •\- 2-- \ ‘l_5 A -- \ :-.)-- -- ' 4- --: - -) - '',.,,^ z ---- 1 1 0 11.- ( 77 A Op -- --- \.\ A ,,,_, Lci,, (5c- e '2- S . ?:-_, = ( ; ;; ;)(j.) 7.P K J ( ''' 1- / I L,9,-_,,i Al/i...:_-_ , s') l',1: C f•(,:. p „,-2 ,,,' ,J;— A' ' ;-C -,-,,P' *>/--"- -(,) ' i --, i / -L- ;:' • `77, : L - j IL- ■,___ , . ......- i ,_ . P.,,--,7,-,_:) ,---- — j r -- --S- i v „ - ------ - 7 -- ::---) / ./2 x I_77 /Li Y . ..... _____ . _ . .,...... _ Calculations DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) e — o 1 6 , = LY- -ke 1/4 7L 5;-7 1 . „ „ • ; \ t'-`• . '», ;,„ - TT\ , fr,":: 7A-ccf.beizz) • -- • • 2-1-7-01,i 1 1-11 Calculations DLR Group Date ' Subject Computed Checked Project Name Project Number I • 6. t 1 Page (of pages) ,• 1 - 1 '•,..DE ,9, el": ->Z. – 12:---.).-A— \ ---- - ---C "i:. - - --7- I' L;) u__ !I . I, ii ,, „,...., , ,... .4, ,.. •,, • ,4 4 lto • V2 ,,,-- , v.....,- . . .. ... 1 Calculations IU DLR Group Date Subject Computed Checked — Project Name Project Number 1 io. 12- Page (of pages) . z , ap , •, : _ 1 E +' Ervz. ' IL'''''. \ / .9 v d H -- , ,,. F1-9- j I ILI ... 3 . _ .,.... ._ ..__... _ ...A14.___________iik..2! ___ ..._____ - : ---- c.....5Q1-410._.R-e"- ,)„.4 ., ) . a,t m-t— f-i Cf>=7; `;,..) ', il . . c.,-(7) ) ......-- 1----1 -\>< L 1 , ---- 7 i ji i i) / (.0 ... ...,..a.- ....) ‘4,....) - .., . ,t,.7 \ / ." • - 7 - "2_ ' p..,— 17 '' 1- : 1 7) , 1 ' --.''' ' ' . 4 - '...-'.. 1.11,,C.: - •,.,' \ / \ I 9, ■ # . ) = a LP . H I' -, c --_.:" 4.9 •,- -."-' -- ).V.-I _ .. .. _ . .. . _....... . ____. .... . „ .. ... _ . _ . . 1 I■ DLR G roup . Calculations Date ,,, Subject Computed Checked Project Name Project Number i . I. Page (of pages) p os-- -- j 0 V LOL4- ,.. , ' R-Ams 1 17 I , 4 -E - Ackx--,; -- Nt,o---3 - ( -._,-, Q,,- -T73■...\_,J C''.)f k,--.41-c-,mc„ 1-',V< . .,‘ . \') - C90 ) v „/ - _ - \-- — i---- CT, („.) •;- -/,,,,,) " 0 17--TV_R.),) 2... 4 ..,- / L 0 v--. ...,-- --- i I f ; >1 . . ," . , -------N, . 1 -- i,j ) + 4L.2 , -:4- - / / / } 77 ,0 ,L*- L. -fs 1 - ‘ : r : <- c.„--4,-- 1 16 Calculations DLR Group Date ..„ ,. Subject Computed Checked Project Name Project Number 1 , F•o__Evicj. \ ,' /------ F 1 , I / v W,J i / \ 1 t 1 1 p \ i , 1 / \ i \ ' . . / 1 ...,.._____ - — 4 - 4" \ \ — , Lt, r y.. I ; . t .--_-, vL I — ---r:r4-9-:-.:. \ , --L-- , - 2 - ;•-• --- _ _ ________ ! r ' - LA- \ - -- --11-'..-± .: --) L. - - (-- - • PCL-;,Z P., „i ' 7a - -;L:1P--.) ::- - - - - - - 7/ 1 . )c:.) V---& s'.--; 7 7 -- ,:‘- i t 7 '": 2:; l l , ." : 1 •-) \ , 7 ■ JF-,f) e7 '--. 0 I 4 S 2 ( .1 7 -> ( - 0 "-- ,1— \ ) L 2-----1-11 'Ll.2 ) . '-' V— Q 7 : ; : ` ,,,,, (1•': d. -,7... ,,,,-.)y :;`..: (j,- ,, , -1-- 1 , ,... , 7 ' .::-,,,' '/ ,,, ,,,,,, 1 - , •,, , ,'.:4 • ., , ! „ - , _ -, ., „ •, , Project: Project Name Project Number: Subject: Rigid Diaphragm Load Distribution Computed by: Date: 9/15/04 Page: 1.k, . 1c Y IT + Vy +Vx CENT OF LOAD fr: A e CENTER OF RIGIDITY V A ex < > SHEAR WALLS X FREE BODY DIAGRAM OF RIGID DIAGPHRAGM TORSIONAL MOMENT IS POSITIVE WHEN ROTATION IS IN A CLOCKWISE ROTATION CI . TORSIONAL MOMENT IS NEGATIVE WHEN ROTATION IS IN.A COUNTER CLOCKWISE ROTATION RDLD revised 7/98 DLR Group 1997 UBC 1 .L . 1 4, Project: Project Name Project Number: Subject: Rigid Diaphragm Load Distribution Computed by: '..,0,..5,v...„(1/4..i.., Date: 9/15/04 Page: 7 .::::Siiii:i4.Iii,..i.[iii .:::::::::::::::::::, — :•••:•:'•; ' • •:•:•:•::':::i = ..•::.:::.,:m...:.:::. ; :q..,...,.,..............• i Location of Center of Rigidity: CL YCL Centerline of load Wall Direction of Walls Rigidity of wall X,(ft.) ¥,(ft.) (R X) (R x Y) No. Y X R R Distance Distance """"""••••••••••.:p:$=:::::::*::::::;:::. :nwip:ii.*:q*::;::::*::a•mo:k z::::Nr::01:44:::::.:;:;-:::0.:pri5::*i:•.:•;i:::;:r:f... ::: '::::::•;:iiiiiriIiiitta.•::: .:::;::::::::::::, *"..•••••..v.......::•r•:::•:•:•:.:., ,..:•:•:.:.: ..,:•,:.:.:. a........:.,:::::.:•. .:.:...,.:.:.:.:.:.:..::?..,:...:. 0 0 .:444.*:.:.::.:.x....:::.:.:.:0.4..... , iiiiiiVACkiiiiiriii:SLISMIg 12684 0 ::::::1::::::::::: ... . ... ::::i::::::::::::::::1*:::::$..*:r: .:::::::::a.... • ..:::::,,:e.::::::::::::::::::i::. :::::::w.: .. . .. .::::::i:::::::::i.:::::*•::::i:::gik*::?....:::::::::::::. :$::::::::::::::.......,..:::::::::*:: ::::,...::::::::::::::::.:::::::::::::::::: -- :vitro;:z3:*:11::•:::;::::iii:;::i:i;:;:i::i:ii:iiii,7:iiiig• • •41::0::: :::;:• tiiiii...... :•;•„ ., „i ::::*::::::::::,:: A:•:::.....• .•.•:.•:,........t...:.:.:::.: :..• .... ,,,, : ,.. .: 444 :: , .. .. '‘:,.. **444:0 : :::•:•.4444 '•:•:•:•:44.:.:::•*:•:::■:::•:•:•:•:44.: 20244 0 ... ............ .*,,,....::::::k: ::::*...P.::::::::::::(.. ...:::::::: :::::ft.:4:::::: ....... 4.•:::::::::•:;-;0.4:::•:::.;:;:•:•:;:•:•:•:::4:44:2•1•:;:•:::::, .:•:. •• •••••*:44. ::•:•:•:•:•:•:•:•:•:444..4...x.:•:•:44; ... "''''''''' ,, :r0 ::::::::::? . ..1:::::::::::::!.:N::: : ::::::::::::: : r: ...*::;i:i:*$:;•:;r:Vi:I::TN:Mi*i:R•Viii:V 0 0 :::::::: ::::::::::::•::$40;x1444;;;;;;;;;;44, ::::::.:.$:::::::::::::::.:::::::::::::::4::: 1.S1*:‘,,:i.::,;:ii.;:,.;:,;,.;::,::::,:;::::,::::::::::';:i.0:::::::::::::*;:::::::::::;.:,:::ii$.1,;,:*;V:i.;;;;;;;*;;;0,*;:;:::::: ..§:: 0 0 ::;i::0:1:::::::::iii:*.;:iii:;:iiiii "•:•:4,•••••••:;:;, %:•••:;:•:•:::444%.:44;e4;.•:•:•:•••:. •:::::: .:::.,;V:"4.4.x.:.:::::.:::.;.:.:.:.: ::::::;N:::::::::::::::::::::::::::::::::::74::::::::::::::::::::$::::::::::::::::::::::, 4::::::::::::::1:::::::::::;x:::::::0.::: ::44,:•:•:::•.•:•:•:•:44.:•;:•:•:::::i.i.:•:•:t*f.:44::•:•:•:•:•:•1•:•:•;;;;:•:;:. .t,•:•:>4.•:•:::<:::44.:•:•:•:•:•.•:•:•;•:. •:...,:•-• •;,;;;;•;;;;;•;,- .. : f:::i:iiiiIiigiN Pc.:::iiiii.;.: k :;i...eiiiii:iii:ii: 0 0 '4 4 / ':::::.::::i:::::.iiin:iiiiiii:4:::::ii:Adirkiiiiii*:::::iv:::::::.?..- e 0:1:::::::0 :::::ii:::::::::::::::::::::::::a:::*:: W::::' ::;:;:iiiiiiii 0 0 .4V:::::::!::::;:iiiR:::: 'W::::::M.:::::.*:". ::::::::::::::::::::::::*:::::v.*:* :::::::::::::::::::::::::::::::*::;:iY.i::: , :::i:::::::::::::::::::::::i::.*:*:::::: :;::::::::::',.::::0;*:::::::::::::::* .,,,..„.qiir.:Iiiiiiii.;:i:i::i.::::3:::::.Ligiii:iii:1:iiiiii,::..1...P1 : .giiiiiiiiiiiiiii:i ::: iiiii...1ii . ; ;;;;;;;;;IiiiiM 0 0 :*:$::101;m:::::::::i::::iii:i:::::?*::::::1::::::::::::::::ii::::::i::::::::::::::::::::::::*:*:::ia:: :i..I:i:::::;:;::::::v.*:::::::::::::;:;:::::, 0:::::::::::;:::::::::::;*:":::::::* ::::::::::::::::::::::::::.*:::::::::::::::::, :::::::::::::::::::::::::::::::::fom: 0 0 ...:,::.::.::::::::::,::::::: - ,:::::::: : ::.::.:*::::i:iiiii..::*::::::::::::::: ':::::::::,::::::.::::::::::poio ::i.:::;. g :;:.;:;::::;:m::::;:;:.;:;:;:;:- .iiir:::::.:i0:* .::%.:i:a:: :::::,:::::::::::::?.........'.......................':'''......................”' ......".... 1 > 0 0 0 $1 0 3298 • .. :::5 ;:::••••;:•:.:•,•,.....:4::•:.:::::::::: ...:•:.:.:::::::::,..::::4‘vt::::::::::::::::::::::z:::::::.0:::::::::::,....:::: .:,::.,•::::::::::,:::,•:::.,::::::::::..,:•::::•,:::::::::th;::::::::.....:::::.x. .,:.:.:.:.:,.......:•:•:.:•:. ,,....,:•.,.........x.x.:.:,...... 0 0 .,:.:•,,,,,,,,.....y. x....:.:.:.,..,,,,,,...:, :.•,.:...:•:.:•....:.:,.:.:.: ..: .. . :c:•.:o:::::.:.::::•:::::::::....:::.:...A.:::::::::* m.•••.::::::::::::::::::*i:::::::::::;:; $iii;iiiimmiam . .....:..,..,::::::::.:.: :.:::„.:.:.,......:.,....: :,,,....:...,......,:.:.,:.:. :.:..,.,...,,..,,,x.::: .........,...„...„.,::::::.:•:•:. 0 0 14444.144444.:44.X.X4:44.X X.X.X.M4,i‘444,,,,,,,, ,,,, W1 , :: : :? 1 % : *:::: : :0; : * :*:::::::*:::::::::::::::::*1::*:*i*I:1::::::::::::M:::::::::::::::0; *::■:iii::::*:::■::■:::::::::::::■*iiiir :::;::::::::;:*:;i:::::::: ::*:$1 r:Miii;:;:;:;:;:;:;: :::::::W:'*::::':::' ■::::::::::::::::::::::::::::::::::::::: ::::::::::■:::,:::::::::::::;:::::::::::::;:::::::::::::::::*:::::.:::::::::::::::,,,::*;*: ilViiiiifiii:;*;*;:;::::::::::::::::::: :::::::::::::::::::::::::::::::::::::%::::;:::: 0 0 *■ .0:■iiiiii: Mili. Mi.:iiiiiiii■iii:iii:iiiii:■:■:Iiii :■:■:i:■iiiiii:iii:■:■:■1':iiiii■iiiii:;:!::::iniiiii:■:iiiiiiii■i.::;:■:■ini■M' 0 0 ' *: ' * ' : ' ' ' ' ' ' ' ::1! ■ : *■■' : ' : ' :::::::::::::: -: ::::■%iiii::iiiii:iiiiii:■iiiiii■:■:■W:ii■iYiiiiiMi?iii:iiii§ia i■iiirIli:1■:■ii■i■iiilni%1■iiiinii?■i■iiiii■iig ii■■iiiiiiiiiliiii■:*:?)■:!:■Iiiti■gi■:■ iiiiiiiiiiiiiiiiii:ii:;:iiiii k:iiiiii aiiiiiir:iiiiiiiiiiiiIII:iiiiiiiiiiiiiiiiiiii iiiiiiiiii::;111 iiiiiiiiiiiiiiiiiiiiiiii:M iiiiiiiiii jilD.. 0 0 :■::;: iiiI]galilliili!:■:■:■:■::■:■:! M 0 0 PR:■:■:■:■iiiiiii!:!:!:■:■: :% iN:ii%ii ii:iiii;iiiiiniiiiii::: ...,........,..............mvAc,x4 ::::::::::::::::::::::Z::::::::::::::::::::: ::::::::::::$0:::::::::::::::::::::::::::::, $:::::.:::.:::::::::::::::::::::::::.:::::::. :::.::::::::::::::::::.::::::::::::::=. :+1••x<4....x.x.:x.:.:,..:.:.:.: 0 0 ER 208 E(Ry x X) = 32928 ER 56 E(R X Y) = 3298 , . .._ — XCR = E(R X X) / ER = 158.3 Y = E(R X Y) / ER = 58.9 - - e = X cm - XcR = -15.3 e = Ycm - YCR = - 10.4 MAX.'X BUILDING DIMENSION Iiiiiiiiii!Iiiib FT. e XACC I DENTAL = 13.55 FT. MAX .'Y' BUILDING DIMENSION rinii:i:':: FT. eYACCIDENTAL = 4.85 FT. ::::::::::::::::::::::::::::::::;••: RDLD revised 7/98 DLR Group 1997 UBC Project: Project Name Project Number: ' 11 Subject: Rigid Diaphragm Load Distribution Computed by: Date: 9/15/04 Pa e: Load & Moment Distribution to Shear Walls ,X DIRECTION: LEVEL : : .) LOAD TYPE (WIND OR EQ) _ ;:•;• ` Shear, V x = ..:r::: ? r':: Kips CR = 158.3 dx = (X - XCR ) Torsional Moment, MTX = .:• -2640 Ft. Kips YcA = 58.9 dY = (Y - 7- ; ) Accidental Moment, MAX = 1232 Ft. Kips Wall Rigidity Y, (ft.) dy,(ft) Rdy Rdy` F = Torsional Force (Ft) F =(F + F =(F + No. Rc R/ER x V (Rd/ERd` x(M FtMT +MA) FtMT -MA) FtMT +MA FtMT -MA 2 22 0 -58.9 -1296 76304 99.8 1.1 2.9 100.9 102.7 3 34 97 38.1 1296 49373 154.2 -1.1 -2.9 153.1 151.3 0 0 0 -58.9 0 0 0.0 0.0 0.0 0.0 0.0 O 0 0 -58.9 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -58.9 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -58.9 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -58.9 0 0 0.0 0.0 0.0 0.0 0.0 O 0 • 0 -58.9 0 0 • 0.0 0.0 0.0 ' 0.0 0.0 - 0 _ 0 _ 0 -58.9 0 _ 0 0.0 0.0 0.0 • 0.0 0.0 ER = 56 ERdy = 125677 Wall Rigidity X, (ft.) dx,(ft) Rdx - Rdx Torsional Force (Ft) No. Rc (Rd/ERd` x(M- r + - M A )) FtMT +MA FtMT -MA B 40 0 -158.3 -6332 1002453 5.2 14.4 Ca - 84 151 -7.3 -614 4486 0.5 1.4 Ca sim 84 241 82.7 6946 574393 -5.7 -15.8 0 0 0 -158.3 0 0 0.0 0.0 0 ' 0' 0 -158.3 0 0 0.0 0.0 0 0 0 -158.3 0 0 0.0 0.0 0 0 0 -158.3 0 0 0.0 0.0 0 0 0 -158.3 0 0 0.0 0.0 0 0 0 -158.3 0 0 0.0 0.0 0 0 0 -158.3 0 0 _ 0.0 0.0 ER = 208 ERdx = 1581332 ERdy +ERdx = ERd 1707010 RDLD revised 7/98 DLR Group 1997 UBC Project: Project Name Project Number: I. -12, Subject: Rigid Diaphragm Load Distribution Computed by: Date: 9/15/04 Page: Load & Moment Distribution to Shear WaIls,Y DIRECTION: LEVEL : floor LOAD TYPE (WIND OR EQ) = EQ Shear, V Y = rr 4 Kips RcR = 158.3 dx = (X - Kul ) Torsional Moment, M = -3888 Ft. Kips VCR = 58.9 dy = (Y - VR ) Accidental Moment, MAY = 3442 Ft. Kips Wall Rigidity X, (ft.) dx,(ft) Rdx Rdx` F = Torsional Force (Ft) F =(F + F =(F + No. Rc R/ER x V (Rd/ERd` x(M -TM FtMT +MA) FtMT -MA) FtMT +MA FtMT -MA B 40 0 -158.3 -6332 1002453 48.8 1.7 27.2 50.56.0 Ca 84 151 -7.3 -614 4486 102.6 0.2 2.6 102.7 105.2 ; Ca sim 84 241 82.7 6946 574393 a 102.6 -1.8 -29.8 100.8 72.8 0 0 0 -158.3 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -158.3 0 0 0.0 0.0 0.0 0.0 0.0 0 - 0 0 -158.3 0 0 0.0 0.0 0.0 . 0.0 0.0 0 0 0 -158.3 0 0 0.0 0.0 0.0 0.0 0.0 0 0 - 0 -158.3 0 0 0.0 0.0 0.0 0.0 . 0.0 0 0 0 -158.3 0 0 0.0 . 0.0 0.0 0.0 0.0 0 _ 0 0 -158.3 0 0 0.0 0.0 0.0 _ 0.0 0.0 ER = 208 - ERdx = 1581332 Wall Rigidity Y, (ft.) ' dy,(ft) - Rdy Rdy Torsional Force (Ft) No. R (Rd/ERd`x(M, -+M FtMT +MA FtMT -MA 2 22 0 • -58.9 -1296 76304 0.3 5.6 3 34 97 38.1 1296 49373 -0.3 -5.6 0 0 0 -58.9 0 0 0.0 0.0 0 0 0 -58.9 0 0 0.0 0.0 0 0 0 -58.9 0 0 0.0 0.0 0 0 0 -58.9 0 0 0.0 0.0 0 0 0 -58.9 0 0 0.0 0.0 0 0 0 -58.9 0 0 0.0 0.0 0 0 0 -58.9 0 0 _ 0.0 0.0 ER = 56 ERdy = 125677 ERdy +ERdx = ERd 1707010 RDLD revised 7/98 DLR Group 1997 UBC LI Calculations DLR Group) . Date Subject Computed Checked Project Name Project Number .-- ----"? Page (of pages) \V 1 , J CIO( L P L (0 . r --- - IbAf- L.E.--/ 1 VCA) F14 -1 -- F aCt..-. 0 0 %., . .) el"14 €'‘A-- ■,:---- c i s ..31. , ...)) .- ---- 0 r 1- 7 U-- \L; 1-(L •---7 . . 4 " 7 rie2.. - C- :::04=v ,,,,,, .41 ] I. C—.. Id. 1 d / 1 ,,,,,. J. ■ ■;"',.: Av ,,,),),,,,) - : .....-1; - L., - -7 ,, t - c, i', ,,,! ,;.: ( 2,-, ' - , A, ,-, F '!,'" 'r ,..(4" '---...,-„,_„.„..., \-r\ , 1 v '.,:::: ,,,., .' --: „ , ,,_, . 0 I Ec4.- XV ‘ / \ :„.7 tt.- \ 'il- '‘ -: L d Z -14 - - — - -- — - — — , „ 1 161 Calculations DLR Group . Date Subject Computed Checked Project Name Project Number Page (of pages) ) -: 0 / , 'I r.. 5a ( -o_A-.1 s )" \ ( 1,0 .-, LI 1 1 / LI, ./ 0 \ I , IP / \ ..-- .... ‘-,- \ ir.A... . ...--- ._ — ----,---- --_-- " -140 ---- --)" .A.,.. (L,N.:. „.— .,- --\-- \)F L - 1 - 7 1E-- ri.1.4 4 ,..*::•-t tNo....) )- I, 37 1 'VIC) / \ i P 7+ ' 1 ---- r , , -.,... ':,,,, • \ i . '- 'e1 , 1 ‘k."-' \ ,-( ,A) !,.. ,,„) 'V't,..--1,..3 , ,,,, ,,,'" , l-1,1-,j '."-- ''..,--.- ''''''.(A , 7" \ , ' .., ---, Project: Project Name Project Number: er- Subject: Rigid Diaphragm Load Distribution Computed by: 1-1,..6 Qz Date: 9/15/04 Pa 9e: , Location of Center of Rigidity: 7 (cL = Centerline of load Wall Direction of Walls Rigidity of wall X,(ft.) Y,(ft.) (R x X) (R x Y) No. Y X Ry R Distance Distance lirdiMENININVerignigli.1141 iiiiiiiiiiiiiiiiiiiii 3000 0 l iNittjrntingegrannile.fingH:!:11:11111Ming.1010.10111:111:1111111111, 7040 0 0 111:11. IIIIMNIIIIINIESINIENILIEN11111111111111t-11111111111r11111:1111111M11111111: 0 0 0 0 0 0 0 iiiiii$111$1111I111$11811 0 0 0 0 iiiiiiiiiii1111111111111111:111MANNIZIE I 0 0 0 4620 0 0 . M40:44444.X.X.X.X.X.V 0 0 0- 0 NOggNINi$: MMONME41 4 0 0 0 0 0 ,..„„............,..„ .„ . ....... ER 144 E(R x X) = 10040 /R 94 E(R x Y) = 4620 XCR = E(R x X) / ZRy = 69.7 YCR = E(R x Y) / ER = 49.1 ex = Xcm - XCR = 10.3 ey = ' CM - YCR = -14.1 MAX. 'X BUILDING D IM EN S I ON 170 FT. e XACC ID ENTAL = 8.5 FT. MAX .'Y' BUILDING DIMENSION 70 FT. e YACC ID ENTAL = 3.5 FT. RDLD revised 7/98 DLR Group 1997 UBC Project: Project Name Project Number: c, 22_ Subject: Rigid Diaphragm Load Distribution Computed by: Date: 9/15/04 Pa e: ., :!:i:it:ii:: i si:::: %::'> :::; : iiii::S::::;tS;:S;:S;:; + >:: .5!5::5::5:: ::5::: ::: `:::: iiiit2:: x ;::: #S;•,'•:• Load & Moment Distribution to Shear WaIIs,X DIRECTION: LEVEL : ��1�! 5:;:: :>::::.f» S: i::: 55:<;;,; 5i; 5.; 5i;.; �;;:,.;.;;,;.;;;,;;;:;;;;;;;;;;:;.;,;;.;;;;,;,;; 71 ��I M {I ' _ LOAD TYPE (WIND OR EQ) = iii Shear, V x = .4,... ;'•i12? Kips XcR = 69.7 dx = (X - XCR ) Torsional Moment, MTx = -1797 Ft. Kips YcR = 49.1 dy = (Y - YCR ) Accidental Moment, MA = 445 Ft. Kips Wall Rigidity Y, (ft.) dy,(ft) Rdy Rdy` F = Torsional Force (Ft) F =(F + F =(F + No. Rc R/ER x V (Rd/ERd x(M-r+ -MA)) FtMT +MA) FtMT -MA) FtMT +MA FtMT -MA 3 17 0 -49.1 -836 41066 23.0 2.0 3.3 25.0 / 26.3 la 77 60 10.9 836 9066 L12 j -2.0 -3.3 102.0 100.7 0 0 0 -49.1 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -49.1 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -49.1 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -49.1 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -49.1 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -49.1 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -49.1 0 0 0.0 _ 0.0 0.0 0.0 0.0 ER = 94 ERdy = 50132 - Wall Rigidity X, (ft.) dx,(ft) Rdx Rdx Torsional Force (Ft) No. R (Rd/ERd x(M- 0 - FtMT +MA FtMT -MA E 100 30 -39.7 -3972 157785 ' 9.5 15.7 D sim 44 160 90.3 3972 358603 -9.5 -15.7 0 0 0 -69.7 0 0 0.0 0.0 0 0 0 -69.7 0 0 0.0 0.0 0 0 0 -69.7 0 0 0.0 0.0 0 0 0 -69.7 0 0 0.0 0.0 0 0 0 -69.7 0 0 0.0 0.0 0 0 0 -69.7 0 0 0.0 0.0 0 0 0 -69.7 0 0 0.0 0.0 0 0 0 -69.7 0 0 0.0 0.0 ER = 144 ERdx = 516389 ERdy +ERdx = ERd 566521 RDLD revised 7/98 DLR Group 1997 UBC Project: Project Name Project Number: Subject: Rigid Diaphragm Load Distribution Computed by: b , 2.3 Date: 9/15/04 Page: Load & Moment Distribution to Shear Walls,Y DIRECTION: LEVEL : floor f LOAD TYPE (WIND OR EQ) = EQ Shear, V Y = { {i I ?' Kips RCR = 69.7 dx = (X - X ) Torsional Moment, M TY = ... 1305 Kips YCR = 49.1 dY = (Y - 1 71 1) Accidental Moment, M AY = 1080 Ft. Kips Wall Rigidity X, (ft.) dx,(ft) Rdx Rdx` F„ = Torsional Force (Ft) F =(F + F =(F„ + No. [l R/ER x V (Rd/ERd x(MT+ -MA)) FtMT +MA) FtMT -MA) �ti-_.. j Ft Ft Ft MT -MA E 100 30 -39.7 -3972 157785 88.2 -16.7 -1.6 71.5 86.6 D sim 44 160 90.3 3972 358603 38.8 16.7 1.6 55.5 40.4 0 0 0 -69.7 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -69.7 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -69.7 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -69.7 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -69.7 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -69.7 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -69.7 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -69.7 0 0 0.0 0.0 0.0 0.0 0.0 ER = 144 ERdx = 516389 Wall Rigidity Y, (ft.) dy,(ft) Rdy Rdy Torsional Force (Ft) No. Rc (Rd/ERd`x(M FtMT +MA FtMT -MA 3 17 0 -49.1 -836 41066 -3.5 -0.3 1 a 77 60 10.9 836 9066 3.5 0.3 0 0 0 -49.1 0 0 0.0 0.0 0 0 0 -49.1 0 0 0.0 0.0 0 0 0 -49.1 0 0 0.0 0.0 0 0 0 -49.1 0 0 0.0 0.0 0 0 0 -49.1 0 0 0.0 0.0 0 0 0 -49.1 0 0 0.0 0.0 0 0 0 -49.1 0 0 0.0 0.0 ER = 94 ERdy = 50132 ERdy +ERdx = ERd 566521 RDLD revised 7/98 DLR Group 1997 UBC Calculations 11-11 DLR Grou Date .., Subject Computed Checked Project Name Project Number Page (of pages) CP • <1 li°" -4:1---,— — - ----- 1 0, 0 ) , \ \ifThAz- L I , 1 FA , . , / , 1 I - , __, . , . . , . 30. . - TA ,, '') j •-.4 , 7 '' ''''' (... '.., , ' :.-..., •'. t ,:,-!:,,) „:„!-", ., ...,....-:-...,,--- , , - ) -J, 'i: ',..,'," ., - , . , s o \-- J\ 7_111-. p , : =,., ;. , \,...) ::: i -re-- ( 2- 31, ) ) Project: Project Name Project Number: Subject: Rigid Diaphragm Load Distribution Computed by: I , (, , is Date: 9/15/04 Pa 9e: s, ...................:::.:„..:::::::::::: YCL "4,,,,:..0::::::::::: Location of Center of Rigidity: Act_ = 1,iiiiiiiiiiiiii:::;§:: Y = :''*i 1 0iNA*: = Centerline of load :• :::: -, Wall Direction of Walls Rigidity of wall X,(ft.) Y,(ft.) (R x X) (R x Y) No. Y X R R Distance Distance 11 Ariiiriki:!...I;iribillitiiittjtiiiiliriilliiip.t,:: .'::::?.'':":„..g::ii::,:....::......111.:11111111111:11;11:."11,11:11131:...111:1111i11:111111.1:111: 0 0 :::::w:":::::::i;i:f§:: :::::;:slitp:z.::::? * - ''' . ::::::::::::: :::f:::0::.%:::::v::::::::i:oi: 1:0 .::::::& a . , .• .:: ::4 : ".- ::i i i mo.:i:;§. : :,:m,:: : :: : :,::./.4i: :. :;:y . iiiiiI r e .., „ ::::44.:::. 13440 0 ?.:,::::::*::::t:::::::::::::::::::::m.m:::::::::::..:::::::g:::: .:::::::-:::::::;:::::::::::::::::::::::::::::::::::::: ::i::::. N.:.,:.:...,: ..........:, ..:.:.:.:...:.:::-..,..... ::::: .:.:..x.:0„.:.:.: ::,:.: 0 0 ::,..:,...s: a.,:::::::::::o1:::•::?:::::.e:,.:::::; :..*.:.•.i:.::",:::::: giiiiiiiii:::::::::::::::m:::::iiii: : :::::::iii:.::::.: ii?::: 0 0 i *:::::::::::::::::::::::::::::::::::::::::: ...,.. ::::::::ft.:::i::::::::: :.::::::::::::::::::::::$:::::::::::::::::::.11::::::::::::::::::::::::::::::::::::::::::::::: : ::::::::::::::::::::::::::::::.::::::.:::::::::, :,::::: :;:i.,•.:::::::::....A.::::::::::0::::::::::::.-::::::::.:.: k:::::::::::: * : ;::::$:::::::::::t:::::::::-::::',:::::::::M4::::::4::::::::::::::;:::::::::::::::::$::::::::::::::::::::::., 4,..,.::•k::::::::,:i.:::::::::::vs:i:::::::: .:;:.::.:.::::.:f - 4:4::•:•:•::•:•:•: , : , :•:4:•:.:.: , : , : , :•: , :•: , :•:•:•:•: , :•:•: , : , :•:•:•: , :;:.: , :.:0,•: , :.: :•:•:•:•:•:•:•:•:•:::•.,•:•:•:;:,:.:,:,:•:•:•:•: 0 0 aWaSi:;:;:::::::i::::$:::::8 •::::::::::::::::::::v):*::::::::::::::::::,::::::::::::*:*;*:$;e:$::i::::::::::.::::::::::::::::0:::::::::::::r:4:: li::::.I:::::A.:::::•:•: :,:•:•:•:•:;:*?:,:•:•:•:•:::•:,:•:•:•:•...:,: : •:•:•:•:•:•: .44.:.:.:.: :: 4,..:41::.:::::::::::::::::::•:::::::::::.k.•:::::::::::::::::4::::::::::::::::::,W::::::::::::::•:::::::::::::,::MZ:::. 0 0 gs:.:::::1:4::ii:;.1:1:i:::;:;:iii_kiip.Iii:;:;:p..:4: ::::::::mr:::::piiiii::::::::::?..1::::::::iii:•:::::::::::::::::::::::::::::::::::;i::::::::::::::::iii:iiiiii 0 . - :::i:::iiiiw4::::::::::*:::::w::::::::::;:::::::::g::::.:iiiiiiiiiii::::::- no ::.::.?:.:?::•:m:•:1::::::•,0:::::,.:::::::::::::::::::::::::i:::::::::::•:.:;:::::ii.:::::::::::iii::::::::::ii::::::::::it----mii:1:::::::.:::::.:::::::::,go • 0 . ::::::::.::::::;z::::,:::::::::;::::::::::::::.::::::::::::::::::::::::::::::::::::::::::::::: :::::::::::•:::::::::::::::::::::{::::::::::::: ::' g4.::::::::::: ::::.:;:::::::::::::::::::::::: :::::::::::::::::::•:::::::;x.x.:.:.:•::::: :::::•: :::::::::::::::::::::::::::::::::::::::::•:•:,: :•:;::::::::::,:::::::::::,•::::::::::::::N . 0 - 0 %: ::::::::::::*i::::::::: ::::::::::::::::::*::::::::::::::::::::::::::,-::::::::::::::::::*::::::misi::::::: :::::::::::::::xu:::::::::::::m:-:::::::::::::::;:::::::::::::::::::::::::.,:::::, :::::::::::::::::::::::::::::::::::::::::::::!: :::::::::::::::::::::::::::z:::::::::::::..: 4iiim::::,:::::::::;:iiiiiiiiii::, iiiii.:::::::::::::;;;:::: ;:ii. ir:::*:::::::::::.::*::::::::::::::i::*::: :::::::::::::*1::::::::::.::::::::*::::::::: :::::::::::::;:::::::::::::::::::§::::::::: 0 :.:0,::::;:iiiiiii:;;;;;;;;:iiiii:i. :::iii:;:::::::::;i:::::::.re:iiiiiiiii::::ii:::::r:i::;: iiiiiiiiiMiNiiiiiiiiiii:e::i:i:i 0 u : 0 0 ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: •:•:•:::::;:::::;:::::•:;::::::::::::::::;:::: : : : : : : : :,v,: : : : : : : : 2.:.: ; : : : : : : :;:::::::::::: - .:::::::.:.::::•:...g ::: ;: .:::;:;:::::::::::::::;:::::::::;::::::::::::::, ; :i.. : : : :: : : : : : : ; : : :#4 : : : : : : : :.,: : : : : : ; ,ii:;;;:**;*;*;:::}* ,................., :: • :: . :::::::::::::::::::::::::::::::::::::::::::::::::::::::::: :.:444•:.:...t.:.:•.......:•:•:•:.:44:m.: :•:•:.x....x........x.x.;.•,..,:•:::.:•:•:-:.:•:•::::.:.x.......:•..•:.:.:•:•::.:44. ::::::::::::::::::::::::::::1::::::::::::::::: ::.:::::',Ak::::::... .......... ::,:::::: :: :•:.:,...:.......:.:.:.:.:.:::. •:::.:::•:•:•:•:•:•:•:.:•:•:•:•:•:•:•:4•:•:•: •:.:.:.:•:•:44 4.:.:.:44.,..,•:•*:•:::•:::::•:•:•:•:•:::•:•: ::: :::::;::::::::::: ::::::::::::::::::::::::::;:::;.;:::::::•x• ::::::;::::;:,:.gy$4,;.;.* , .ii: ::.:::•:::::::::::::::::::::::::::::::::::::K :::::::::::::::::::::k:::::::::::::::::::: :::::::::::::::::::;::.P.::•:::::::::::.::::.::::::::..::.Z::::7•:•: •: d.:•:::%::::••• : ..x.:.:4....4, 0 - 1649 • :: ,.t.::::::: ::::::::$*::::::::::::::::::::::,,,::::::: 0 0 i*:::::::.::::::::::::::::::::::::::::::::::: vo,:;* 44.:•:•:•:::•: 4.: ....44,44,:.:.:44444.:::•:.iii•iii.4 0 0 1::::::::::::::::::::::::::::::::::m. ::::::::::::::::::::::::::::::::::*;:i4::::.::::::::::::::::::::::::::::::::::::::m: ::::::::::nx:i::::::::::::::*:::::::::■ -:*.•.*::*:::::::::::::.::::::::::::::$:. ..m.:•::::.:•:•:•:•:•:•:•:•: :4 ;::;::1;:•:;:•:•:::::::::::::::::::::::•::::::. :::;:;::::::::$::::::::;:,:.:•:•:::•:•:•:•:::.:::::•:::.:::•:::::::::::::::::::::::::::::::,' :::::•.:::. :::::::::::::::::::::::::A:::::::::::0:1: 0 0 • .::::::::::::::::::: ::::::::::::::::::::::::::::::::::::*:: ::::::::::::4:::::•:::::::::::::::::::::yk:::::::::::::::::::::::::::::::::::: ::: •:.: •:•:•:•:•:•:•:•:•:•:•:•:•*:•:•:•x.:•: ::::••••,:.:•: I :.x.: •:•:•:•::•:....:44.:•2•:•:•:•:•: 4........,:•*:•:• .:•:•:•:•:•:•:•:•:•:•:•:•%:•:•:•:,:•:•:•:•:. •:•:•:•:•:•:•:•:••• .:•:• .....:4•:•:•:•:.: 0 0 vg::: ::•:•:::•:.:•:•:•:•:•:44.:•:•:•.•:•:444. :::::•:•:,:•,:•••:•:•:•:•:•:•::•:•:•:•:•:•:•.::•:::::::::::::::::::::::::::::::■::::.:::::: ;::::•::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::::::. 0 0 ,•:::::::i::::::::::::::::::::::::•1:::::?•::::::::;=;::::::::::;:::::::::::::::•::::::: :::::::::::::::::::::::::::::::::::::::::::k:: :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::*:::::-::::::::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::::::: , ::::;:;*;:::::::;:;:;:::::::?:::;:::::;::,:;::,: : 0 0 ;::,:;:;:;:;f::::0,:;;:,::;:i i.:;:;:;:;:;:;:;:;::: :;:;:;;;:;:;:;:.i:;:;:isi*. ::::::::::::::;$;:::::::::::::;:;:::::::,:;:i :::::::::::,::::::::::::::. ::,,:::::::::::*:::::::0::::*:::z:::::::::::::::: ERy= 128 E(R X X) = 13440 ER 44 E (R x Y) = 1649 E x x = XcR = E(R X X) / ER = 105.0 YCR = (RX Y) / ER 37.5 e = X - XCR = -20.0 e = Ycm - YCR = 11.0 MAX.' BUILDING I L D I NG DIM EN SION wir, . ' :::::;:r.:::::::::::: ::: .: : FT. e XACC ID ENTAL = 8.5 FT. MAX.'Y BUILDING DIMENSION OP:i'.::i:.iiiiii FT. eYACCIDENTAL = 4.85 FT. , RDLD revised 7/98 DLR Group 1997 UBC Project: Project Name Project Number: Subject: Rigid Diaphragm Load Distribution Computed by: Date: 9/15/04 Pa e: i " 2-G, II X DIRECTION: LEVEL to Shear Wa s Load Moment Distribution Sea : t : >: ?::l:n::::;<::: >;: >::: _ LOAD TYPE (WIND OR EQ) = Shear, V x = 11131111 Kips XCR = 105.0 dx = (X - St ) Torsional Moment, MTX = 1951 Ft. Kips YCR = 37.5 dY = (Y - 7; ) Accidental Moment, M,,, = 858 Ft. Kips Wall Rigidity Y, (ft.) dy,(ft) Rdy Rdy` F = Torsional Force (Ft) F =(F„ + F =(F + No. Rc R/ER x V (Rd/ERd x(MT+MA)) FtMT +MA) FtMT -MA) FtMT +MA FtMT -MA 2a 27 0 -37.5 -1012 37923 1 108.6\ -3.4 -1.3 105.2 107.3 3 sim 17 97 59.5 1012 60230 68.4 3.4 1.3 6 71.8 J 69.7 0 0 0 -37.5 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 . 0.0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -37.5 0 0 _ 0.0 0.0 0.0 0.0 _ 0.0 ER = 44 ERdy = 98153 • Wall . Rigidity X, (ft.) , dx,(ft) Rdx Rdx ' Torsional Force (Ft) No. Rc (Rd/ERd x(M - M A )) " FtMT +MA FtMT -MA D 44 0 -105.0 -4620 485100 -15:5 -6.0 • F 84 160 55.0 4620 254100 15.5 6.0 0 0 0 -105.0 0 0 0.0 0.0 0 ' 0 0 -105.0 0 0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 ER = 128 ERdx = 739200 ERdy +ERdx = ERd 837353 RDLD revised 7/98 DLR Group 1997 UBC Project: Project Name Project Number: Subject: Rigid Diaphragm Load Distribution Computed by: Date: 9/15/04 Page: I. (° . a°? Load & Moment Distribution to Shear Walls,Y DIRECTION: LEVEL : floor LOAD TYPE (WIND OR EQ) = EQ Shear, V y = PIM Kips RCR = 105.0 dx = (X - K ) Torsional Moment, MTy = -3540 Ft. Kips 7 CR = 37.5 dy = (Y - ' 5 7R ) Accidental Moment, MAY = 1505 Ft. Kips Wall Rigidity X, (ft.) dx,(ft) Rdx Rdx` F = Torsional Force (Ft) F =(F + F =(F + No. Rc R /ER x V (Rd/ERd` x(MT+-MA)) FtMT +MA) FtMT -MA) FtMT +MA FtMT -MA D 44 0 -105.0 -4620 485100 60.8 11.2 27.8 72.1 8877 F • 84 160 55.0 4620 254100 (116.2 , -11.2 -27.8 104.9 88.3 0 0 0 -105.0 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 - 105.0 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0.0 0.0' 0.0 0 0 0 -105.0 0 0 0.0 0.0 0.0 0.0 0.0 ER = 128 ERdx = 739200 Wall Rigidity Y, (ft.) ' dy,(ft) Rdy Rdy . Torsional Force (Ft) No. R (Rd/ERd`x(M • FtMT +MA FtMT -MA 2a 27 0 -37.5 -1012 37923 2.5 6.1 3 sim 17 97 59.5 1012 60230 -2.5 -6.1 0 0 0 -37.5 0 0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 ER = 44 ERdy = 98153 ERdy +ERdx = ERd 837353 RDLD revised 7/98 DLR Group 1997 UBC Project: Project Name Project Number: Subject: Rigid Diaphragm Load Distribution Computed by: Date: 9/15/04 Page: d "' Y A + Vy i ii +Vx , CENTER OF LOAD A e CENTER OF RIGIDITY IIII V IP .``° ex SHEAR WALLS FREE BODY DIAGRAM OF RIGID DIAGPHRAGM TORSIONAL MOMENT IS POSITIVE WHEN ROTATION IS IN A CLOCKWISE ROTATION CI TORSIONAL MOMENT IS NEGATIVE WHEN ROTATION IS IN A COUNTER CLOCKWISE ROTATION RDLD revised 7/98 DLR Group 1997 UBC Project: Project Name Project Number: Subject: Rigid Diaphragm Load Distribution Computed by: 1 • c., . 2.-i Date: 9/15/04 Page: _ *:::::...,;*:::::iiiiii Location of Center of Rigidity: - X CL .iftil1:". : :':'i xA: . : •1',..1,".:. .:.: YcL =::::: ,.0 *: , ..::::•i'e :::.:......... . Centerline of load ::::,.,...0::::::::. ...., Wall Direction of Walls Rigidity of wall X,(ft.) Y,(ft.) (R x X) (R x Y) No. Y X R R Distance Distance ':::=, ::iimm .:1$....m.f.lowii... :m:::::cf:::m. 0 0 13440 0 llrigl INS 0 0 'iliiii::::::::::::: :::„. ..i: ::?::::Aiiii:.:::::::::::::Niggii :::::1::::::.;:ilig::::::::iimmirA gi...giiiiiiii...i...:42:;:k1:::::.:: :::::i...4::40:1iiii:::.:11::::::::w0::::::ii::::::::::(iii:::::iiiii :rigi:.?..:.::1 0 0 0 0 1::::::::::::::::::::x.:•: :i*iik.::::::;.:4::.:::::;:(4.::::•::::**:!*.::*;::::::,:•.;:. :.:::.:....:::.: 0.:•:•:.::.:.:•:.:•..:4•44.:.:•:•:.*:,k. :,:,:%•.:::::......:,:.:.:.:...:.:.:.:.:.:•:•:.: ;•:.:.:.:•:::•••••••:•:•:•:.::::::::.:::::::.: 1 :::::::::::::::::::.:.,::::::$:::•::::::::_*:::::* ::::: .? ,::::::::,::::::::::::::::::,::::::::::::::::: mOriV.: i12:::::::::::::..:(*:iiiiiii::::....iM;;;:klii;:::::?::::::.: iiii::::::.:::.::.:::::?::.!;',..iiiiiiii:i::::: ::::::::::Mir:iiiiiii.:ii:::::ii caii::::::i:1:::::;; ii::::::::::::::::::iiiiiiMini:::: :::::::i:ige*:::::"A::::::::::!:: 0 0 .........,.....v....:::.:0 ' :...:.:.:.:.:::.,:.....,..,:::.:.: .........:,... :....... : ........:::.......,..: :.: :*:::*4::::::::;*,::::::,:::::.*:.A:::::::::::::•••:•:•xt:::•:•*:•::.:. ::::::::.::::::::::::::::::::::.:::::::::::::::4:::::;:::::::::::%•:•::•::.::.:::•:::44 :.:::.::::::::•::::::::::::::::.•::::::::.::. :::::::::::::::M.0:::::::W. :::..:•:•::::;:x.:•:41::::::::::::::::::::4 0 0 . • ..:::::::;::: .',:::*::::::::*:: ::i.•:*.:.*::::i*i:::::::::::i:i::::::.:::,::::.*:::::::::::::::::::::::::::::::::*::: ::::::,:ii*::::i.::::::::::::::::*::::::::i; :.:•:•:•:::.::::•,:.....:•:.:::•:, 0:....x.: .,...:•,:•:::•:•:::.:.....4 :......:••••::::.:•:••••••:.:•: 4.:•:••••••:•.:.m.:.:::.m.:.:.: , .:.: •••:::::::•:,....:::...:.::.::.:::.:.*:.:. :.:.: 4%;:t4. , •:.:::::•:::..x.:•:•::::::•::•:•:•:•:•:•: q.:•:•: :.:..::.:.:4.:.:.::.,,:.:...:.:::::::.:•:. 4.:.:::::::::44,..:.:x.:•:.:.::•:.x. 0 0 • ;•:.:•:•:.:-.:•: :.:•:•,:.2.........,:•:•:.:•:,.. :•:....,..::.:•:•:-.,,,:::•:..- :.:.: :....;.,,,,,,,:•:•:•:::.:.:•:•:•:•:,•:.• :::::::::::::::•,:::•:•:• : ,:,44:::::::: :::::::::::::::4:::::::::::::::,:*$::::::: ::::::::::::t:::::::::::::::::::::::::::::::: ::::•%:::::::::::::.....:::::::::::::,:::.•::::: ::*,•::;:::;::::.:•:::::::::::::::::::::::::::.::::::::::::::::::::::::::::::::::::•::::: :::::::::::::::::W:::;::::::: • . :*.:::::::::::::. :;:::::::::::::::::;::::::*::;:ir :::::::::::.:::::::::::::::::::::::::::::::::;* :::::• :i: :::;*:.:::::;:i:;:;:::::x:;*;*;:::;*_..;:i*:::::*:m::::: k 0 0 01:: 2;::: ..::::;:;:;:i$i*;:;:::iii*::::;:::::;:;:ir 2 '''' siii:;:;:::::::;:;:iii:giv i::::;:;;;;;:::;:iiit::::::::::::::::;::::• :::4;::::iiii ::::::::::::::wmv.:::::::::::::::::::::::::::: •.::::::::::::::::::"........:::::iiKli: isisisik%:::::::0:::::::::::::::: ::::::::m.......k.;:i:i::::::::::: f .,':::;:iirl:iiii.:::::.*::::::::1:::',1::::.:::: i::::::::::::::41::::i::::: i::::::!::::V:iiiiiriiiiiiiiiiiii iir:iiiil'e::::::::::::.• :1::::•.::'::::i.'iiii:: q:::::::::::::W.:::::::::i::::::::' 0 1649 .......*. ... .. . ,....: ....... :::.:::....mn:::::*:,:.::::::::*:: :::.:g.:::::.v......:::: :::::::::::::o.u.:::::::::Kr.,........,;-::::.::::::::::::::::..*.a::::::*:::::..1;::::::::::::::::::::::::1:::::::::::::::::: ::::::.::::*;::::..,.:..:::::::r:::::,:::::: ;.„...,..„:::::::%.:::::::,..„...:.:. ::.::%:.:.:::.:.:::.:.:.:.,: „...,: :::::::::::,..::::.:. x.,::::. o:•:.....:4,; 44.:.:.:.:.:40.•:•:•:.:•:•:44.:•:•:44.:.! 0 0 .. iiii;i;:;;;;!:.:.*:::ii:;::::::%:::::::::ri.iiiii:.:M;i:;::*. :::::.*:;:i.. .•.li:i:;:;:::iiiiiiiiiiiiiiiiii'iiiiiir:;:ii;:r ;:iiii;iiiiia :::;::;:,..'::*;;::::::::ii*.::::;:ili.::::::.;;;;;::::::;:::::::;i::::gi:i:giii::: *iii:::::::::::1::::::::::::::::::::::! 0 0 4:::::V.::::::*::::■*:%.:*:::,.?.:.::::':::::::;:::::::::::::;:i ::::::•:*:::i::::::::::::::::::::::::::::::::' ::::::::::::ri::::::;:::;:;:::::;:::::::::::;.::::::::::::::::::::::::::::::::::::;::::::: :::::::::$•:.. :::::::::.::::::::::::•:::::::::::::::::::::::: ::::•:::::::::•::•::::::::::.:x:::::::,...".. :::%:::::::::::::4:::::::::::::::::::::::::::, 0 0 : :::*::::::::::::::::::::%::::::::::::::::::•-g:;:;:0:::::::::::::::::::::::::::::::::::.:::::::::::::::::::::::::::::::::::::::::::::::...::::::::::::::80:::::::::::::::::::::::: •..,:iMiini::::::::::?;: . : ,:ii::::::::::::::::::*::::' .i::::::::::::::::::ii::::::::::iii:::::::::::::::::::::::::::iii::':!::::::::::::::i::::::::::::::::::::::::::::::: 0 0 :.::::ii:::::::::::::::::::iiiii'::ii::::::::.:::Vimmixf::::::::1:::::::::::::::: ::::::::::::::::::::::::::::iiiiiiKi::iii::::.:: :::::.:•iiii::::.::.:::::::::4:::ii.••:::::::: iiiiiii:::::::::::::::::::::::::::::::::::!::::::::::::::::::::::::iii:i::::::::::::::••.:Iii-,:::.:=:iiiiiiiiiiiiiiiiiii::::::::::::::i: : : : : : : : ::•,: : : : : : : : :,,,: : :•: : : : : : : : : : : : : : : : , : :.: : : :: : : :•:•: : : : : : : : : : : : : : :0 : : : : : : : : : : : : : ::::::::::::::::::::::::::::::$;::::::::::::::, ::::::::•,:.:::::::::.:;:::::::::::•:::::::*:::.:.:•,,,,,,,,,:•:•:.:•:•:•:•:•;•:•...:,•:•:.:•,.......:•:.:•:.:.:•:•:•::::::: ••••:•:,,,......x.:•: .::::•:,...::::::::,::::,:::::::::::::::,;,::::::*::::::::::::::::::::.::::::::::::::::: ::::::::::::::::::::::::::::0::::::::::::::: ..k4k:.:::.:::,•::::::::,..::::::::.:41:::::::::::::::::::::$::::::::::,::::::::::::::•:•:::::::::::::::::;:::::::::::::::::::::::,.::::.:::::::::::::::::::::::•::::::::::::::::, 0 0 :::: 2:4::::::::::::::::i::::•!:::::g::::::::::: ::::::::::::::::::;:::::::::::::::::i:::::::::: i:i:::::::::::mi:::::ii::::::::::f•i-ii:?:: i ::::::::::::::::::::::•:.::::::::::::::::::::::":::::::::::::::::::::::.iiiiiii:::iliiiiiii::: :.::.::::iiiiiiii:::::::::0::::::::: ii::::::::?:::::::::::iliiiiiii:i::::::::::::::$:.1::::::::,:i:::::::.ii:iiiii.z:iiiiiiii:img:::iiiiiiii:::Iiiiiiiir.::::::.ii:::::::::•:::::::::::::::::•:::::::::::::::1::::::::::::::. 0 0 :•:.:•:.:•,:.:::•:•:•:::•:.):.:•:•:•:•:•:•.:•:: :;*::::::::::::::::::::::::::::::::::::::: : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : :;: : -0 : ::: : : : : : : : : : . : : : : : . ; : : : : : : :•: : : : : : : : : : , ;: : : : : : : ::* : : : : : : : : : ::: : :.* : : : : : : : : : : : : : : : ::: ::::;::::::::::::::::::::::::::::::::::::::::::.,,,,;:::::::::::.:::::::::::::::::,:::::::::::: 0 0 : ::::::::::::::::::::::::::::::::::::::;:::::::: ::::p.:::::::::::::0::::::::::::::::a v$:::::::::::::::::*:::::::::::::::::::: ER 128 E(R X X) = 13440 ER 44 E(R X Y) = 1649 • , — _ XCR = E(R X X) / ER = 105.0 YCR = E(R X Y) / ER = 37.5 .... — — — _ e = X - XGR = -20.0 e = YCM - YCR = 11.0 MAX .T BUILDING DIMENSION :i:',:liiiiii:O r..: 04i:i:ii;:iii::: FT. e XACC !DENTAL = 8.5 FT. 'ili;:;;;:;:;:ii: MAX. 'Y BUILDING DIMENSION i'amiiltr:iii':iiiiiiiiii FT. e YACC ID ENTAL = 4.85 FT. RDLD revised 7/98 DLR Group 1997 UBC Project: Project Name Project Number: Subject: Rigid Diaphragm Load Distribution Computed by: i . 3® Date: 9/15/04 Page: Load & Moment Distribution to Shear WaIIs,X DIRECTION: LEVEL : ; 16e ;;;; n , ;:: , ;; , : ,, ; . ; ; ::;; ti ;;; LOAD TYPE (WIND OR EQ) i i'iiiii•.`' Shear V } "' "n "''''' X dx = X - R x = ��� ���� "::' cR = 105.0 ( cR ) Torsional Moment, M TX = ...,... .... Ft. Kips YcH = 37.5 dY = (Y - 'R ) Accidental Moment, MAX = 858 Ft. Kips Wall Rigidity Y, (ft.) dy,(ft) Rdy Rdy F = Torsional Force (Ft) F =(F + F =(F + No. Rc R/ER x V (Rd/ERd` x(M -AA FtMT +MA) FtnrT -MA) FtMT +MA Ft MT -MA 2a 27 0 -37.5 -1012 37923 108.6 -3.4 -1.3 105.2 107.3 3 sim 17 97 59.5 1012 60230 68.4 3.4 - 1.3 71.8 69.7 0 0 0 -37.5 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -37.5 0 0 -0.0 0.0 0.0 ' 0.0 0.0 0 0 0 -37.5 0 _ 0; 0.0 _ 0.0 0.0 0.0 0.0 - ER = 44 ERdy = 98153 Wall Rigidity X, (ft.) dx,(ft) Rdx Rdx Torsional Force (Ft) I ' No. Rc (Rd/ERd` x(M - M A )) . FtMT +MA FtMT -MA D 44 0 -105.0 -4620 485100 -15.5 -6.0 F 84 160 55.0 4620 254100 15.5 6.0 - 0 0 0 -105.0 0 0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 _ ER = 128 ERdx = 739200 ERdy +ERdx = ERd 837353 RDLD revised 7/98 DLR Group 1997 UBC Project: Project Name Project Number: Subject: Rigid Diaphragm Load Distribution Computed by: 1 Date: 9/15/04 Page: Load & Moment Distribution to Shear WaIIs,Y DIRECTION: LEVEL : floor LOAD TYPE (WIND OR EQ) = EQ Shear, V Y = `'' % k ;j^ Kips RcR = 105.0 dx = (X - XcR ) Torsional Moment, MT-y = -3540 Ft. Kips VGA = 37.5 dy = (Y - R ) Accidental Moment, MAY = 1505 Ft. Kips Wall Rigidity X, (ft.) dx,(ft) Rdx Rdx F� = Torsional Force (Ft) F =(F + F =(F + No. Rc R/ER x V (Rd/ERd x(M - M A )) FtMT +MA) FtMT -MA) FtMT +MA FtMT -MA D 44 0 -105.0 -4620 485100 60.8 11.2 27.8 72.1 88.7 F 84 160 55.0 4620 254100 116.2 -11.2 -27.8 104.9 88.3 0 • 0 0 . -105.0 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -105.0 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -105.0 - 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -105.0 , 0 0 0.0 0.0 0.0 0.0 , 0.0 0 " 0 • 0 -105.0 ` 0 0 • 0.0 0.0 0.0 0.0 • 0.0 0 0 0 -105.0 0 0 0.0 0.0 0.0 0.0 0.0 0 _ 0 _ 0 _ -105.0 0 0 0.0 _ 0.0 0.0 0.0 • 0.0 ER = 128 ERdx = 739200 Wall Rigidity Y, (ft.) dy,(ft) Rdy Rdy • Torsional' Force (Ft) No. FI (Rd/ERd +IN FtMT +MA FtMT -MA 2a 27 0 -37.5 -1012 37923 2.5 6.1 3 sim 17 97 59.5 1012 60230 -2.5 -6.1 0 0 0 -37.5 0 0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0 0 0 -37.5 0 0 0.0 0.0 0 0 0 -37.5 0 _ 0 0.0 0.0 ER = 44 ERdy = 98153 ERdy +ERdx = ERd 837353 RDLD revised 7/98 DLR Group 1997 UBC Calculations DLR Group Date Subject Computed Checked Project Name Project Number I Page (of pages) 1:›Kgrk-S1-4k Ff - 1 or k4 I a9 0 - T — =. I 14 0 ) 111:1 --t Calculations DLR Group Date Subject Computed Checked Project Name Project Number Page of pages) • (e fl p Y2 + I. ± + i f, E . t.-- 0 2-- Q 2- 44 ( • _ „. . Date: 7/21/2004 Subject: Seismic Load Distribution at Roof ! - • `'f Computed: Michael Ziemann Project: Washington Square Mall Rigidities based on a 10 kip load applied at the same building level as the corresponding rigidity Frame Description Story Drift Rigidities # Bays Stories Type Note Floor Roof Floor Roof N -1 3 2 BF 2 Bays @ Roof 0.0130 0.0140 76.9 71.4 N -2 2 1 MF 1 Col Rotated 0.0690 - 14.5 0.0 N -3 3 1 MF Typ Config 0.0450 - 22.2 0.0 N -4 4 2 MF Typ Config 0.0290 0.0400 34.5 25.0 N -5 1 2 BF Typ Config 0.0230 0.0240 43.5 41.7 N -6 1 1 MF Typ Config 0.0900 - 11.1 0.0 N -7 2 2 BF 1 Bay @ Roof 0.0120 0.0240 83.3 41.7 N -8 Same as N -6 0.0900 - 11.1 0.0 N -9 1 1 BF Atypical Frame Width 0.0250 0.0390 40.0 25.6 N -10 2 2 BF 1 Col Rotated 0.0120 0.0130 83.3 76.9 N -11 2 2 BF Typ Config 0.0120 0.0140 83.3 71.4 S -1 1 1 BF Typ Config 0.0150 - 66.7 0.0 S -2 3 2 BF 2 Bays @ Roof 0.0130 0.0150 76.9 66.7 S -3 1 1 MF 1 Col Rotated 0.1200 - 8.3 0.0 S -4 2 1 MF Typ Config 0.0590 - 16.9 0.0 S -5 Same as N -6 - 0.0900 - 11.1 0.0 S -6 Same as S -4 - 0.0590 - 16.9 0.0 S -7 2 2 MF Typ Config 0.0480 0.0750 20.8 13.3 S -8 Same as S -7 - 0.0480 0.0750 20.8 13.3 S -9 Same as N -6 - 0.0900 - 11.1 0.0 S -10 2 2 BF 1 Bay @ Roof 0.0100 0.0210 100.0 47.6 S -11 Same as N -5 - 0.0230 0.0240 43.5 41.7 S -12 Same as N -10 - 0.0120 0.0130 83.3 76.9 S -13 Same as N -5 - 0.0230 0.0240 43.5 41.7 S -14 Same as N -11 - 0.0120 0.0140 83.3 71.4 Frame Staad Plate Model Values: # FLR R / Col RF R / Col N -1 19.2 23.8 N -2 4.8 0.0 N -3 5.6 0.0 N -4 6.9 5.0 N -5 21.7 20.8 N -6 5.6 0.0 N -7 27.8 20.8 N -8 5.6 0.0 N -9 20.0 12.8 N -10 27.8 25.6 N -11 27.8 23.8 S -1 33.3 0.0 S -2 19.2 22.2 S -3 4.2 0.0 S -4 5.6 0.0 S -5 5.6 0.0 S -6 5.6 0.0 S -7 6.9 4.4 S -8 6.9 4.4 S -9 5.6 0.0 S -10 33.3 23.8 S -11 21.7 20.8 S -12 27.8 25.6 S -13 21.7 20.8 S -14 27.8 23.8 Job No Sheet No j Rev C 74- 03103 -00 1 Software licensed to Seattle Part Job Title Washington Square Mall Ref By MZ DatevJg- Jul -04 Chd Client File Frame N -1.std I Bete/Time 23 -Jul -2004 14:47 • pia 7 pia • • Load 1 Print Time/Date' 09/08/2004 09:53 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 1 .t .31 ■ Job No Sheet No Rev , � < 1 74- 03103 -00 1 \ Software licensed to Seattle Part Job Title Washington Square Mall Ref By MZ Date09- Jul -04 Cha Client File Frame N -4.std I Date/Time 23 -Jul -2004 08:19 9 10 11 12 15 5 6 7 8 14 ii: is 63 / Load 1 Print Time/Date: 09/08/2004 09:52 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 I.t,a - _ Job No Sheet No Rev 16.k. / 74-03103 -00 1 \ Part Software licensed to Seattle Job Title Washington Square Mall Ref B y MZ Date09- Jul -04 Chd Client File Frame S -1.std I Date/Time 06- Aug -2004 14:01 • a o p /7--X o 0 Load I _ 1 Print Time/Date• 09/08/2004 09:54 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 I. 6 • 3 Job No Sheet No Rev 74- 03103 -00 1 Part „ Software licensed to Seattle Job Title Washington Square Mall Ref By MZ Date09- Jul -04 Chd Client File Frame S- 10.std I Date/Time 06- Aug -2004 14:24 e . 'o O e o p ra • / 7---- X • 0 0 0 Load I Pnnt Time/Date: 09 /08/2004 09.51 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 I •(®s _ Job No Sheet No i Rev LC < 1 74- 03103 -00 1 \ Software licensed to Seattle Part Job Title Washington Square Mall Ref By MZ Date09- Jul-04 Chd Client File Frame N -1 FLR.std j Datemme 23 -Jul -2004 09:11 Node Displacements Node UC X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00008 2 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00003 3 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00001 4 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00001 5 1:SEISMIC LO, 0.013- -0.000 0.000 0.013 0.00000 0.00000 - 0.00001 6 1:SEISMIC LO. 0.006 0.000 0.000 0.006 0.00000 0.00000 - 0.00001 7 1:SEISMIC LO, 0.003- 0.000 0.000 0.003 0.00000 0.00000 - 0.00001 8 1:SEISMIC LO. 0.002- -0.000 0.000 0.002 0.00000 0.00000 - 0.00001 9 1:SEISMIC LO. 0.006 -0.000 0.000 0.006 0.00000 0.00000 0.00005 10 1:SEISMIC LO, 0.0b6 0.001 0.000 0.006 0.00000 0.00000 0.00001 11 1:SEISMIC LO. 0.005 -0.000 0.000 0.005 0.00000 0.00000 - 0.00001 13 1:SEISMIC LO, 0.008 0.000 0.000 0.008 0.00000 0.00000 0.00000 14 1:SEISMIC LO. 0.004 0.000 0.000 0.004 0.00000 0.00000 - 0.00000 J Pnnt Time/Date 23/07/2004 09-10 STAAD.Pro for Windows Release 2003 Print Run 1 of 1 r • r y. (®. Job No Sheet No 1 Rev 1 \ \ 74-03103 -00 1 , \ Software licensed to Seattle Part Job Title Washington Square Mall Ref BY MZ DaterJ9- Jul -04 Chd Client File Frame N -1 Change.std I Date/Time 23 -Jul -2004 08:16 Node Displacements Node UC X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00002 2 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00002 3 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00001 4 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00001 5 1:SEISMIC LO, 0.006 0.002 0.000 0.007 0.00000 0.00000 - 0.00005 6 1:SEISMIC LO. 0.005 -0.000 0.000 0.005 0.00000 0.00000 - 0.00003 7 1:SEISMIC LO. 0.003 -0.001 0.000 0.004 0.00000 0.00000 - 0.00003 8 1:SEISMIC LO. 0.002 -0.000 0.000 0.002 0.00000 0.00000 - 0.00001 9 1:SEISMIC LO. 0.020 0.004 0.000 0.021 0.00000 0.00000 - 0.00007 10 1:SEISMIC LO. 0.013 -0.000 0.000 0.013 0.00000 0.00000 - 0.00004 11 1:SEISMIC LO, 0.011 -0.002 0.000 0.011 0.00000 0.00000 - 0.00004 13 1:SEISMIC LO. 0.006 -0.001 0.000 0.006 0.00000 0.00000 - 0.00001 14 1:SEISMIC LO. 0.005 -0.001 0.000 0.005 0.00000 0.00000 - 0.00000 Q„ = Pnnt Time/Date 23/07/2004 08 34 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 I. G. .92- Job No Sheet No Rev ,C < 4 74-03103 -00 1 \ Software licensed to Seattle Part Job rale Washington Square Mall Ref By MZ Datg09- Jul -04 Chd Client Re Frame N -2.std I DateTme 22 -Jul -2004 16:03 Node Displacements Node L/C X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 2 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 3 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 4 1:SEISMIC LO. 0.069 0.000 0.000 0.069 0.00000 0.00000 - 0.00016 5 1:SEISMIC LO, 0.066 0.000 0.000 0.066 0.00000 0.00000 - 0.00016 6 1:SEISMIC LO. 0.064 -0.000 0.000 0.064 0.00000 0.00000 - 0.00025 A FLR = ' °47 10 Print Time/Date 23/07/200408.44 STAAD.Pro for Windows Release 2003 Print Run 1 of 1 1.6 -`i7 ` ' , ■ J ob No Sheet No Rev .r<4 74-03103 -00 1 \ Software licensed to Seattle Part Job Title Washington Square Mall Ref By MZ Datg09- Jul -04 Chd Client File Frame N -3.std I Datemme 22 -Jul -2004 16:03 Node Displacements Node L/C X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 2 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 3 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 4 1:SEISMIC LO, -- 7 0.045 0.000 0.000 0.045 0.00000 0.00000 - 0.00018 5 1:SEISMIC LO. 0.041 -0.000 0.000 0.041 0.00000 0.00000 - 0.00010 6 1:SEISMIC LO. 0.039 0.000 0.000 0.039 0.00000 0.00000 - 0.00009 7 1:SEISMIC LO. 0.038 -0.000 0.000 0.038 0.00000 0.00000 - 0.00015 8 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 - FLA = .ot15 Print Time/Date: 23/07/2004 0844 STAAD.Pro for Windows Release 2003 Print Run 1 of 1 I ,( L411 Job No Sheet No Rev ,C < 74- 03103 -00 1 \\ Software licensed to Seattle Part Job Title Washington Square Mall Ref BY MZ Date09-Jul-04 Chd Client File Frame N -4 FLR.std I Date ]me 23 -Jul -2004 09:14 Node Displacements Node L/C X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 2 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 3 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 4 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 5 1:SEISMIC LO. 0.029 0.000 0.000 0.029 0.00000 0.00000 - 0.00006 6 1:SEISMIC LO. 0.027 -0.000 0.000 0.027 0.00000 0.00000 - 0.00003 7 1:SEISMIC LO. 0.025 0.000 0.000 0.025 0.00000 0.00000 - 0.00004 8 1:SEISMIC LO. 0.025 0.000 0.000 0.025 0.00000 0.00000 - 0.00003 9 1:SEISMIC LO. 0.031 0.000 0.000 0.031 0.00000 0.00000 0.00001 10 1:SEISMIC LO. 0.031 -0.000 0.000 0.031 0.00000 0.00000 - 0.00000 11 1:SEISMIC LO. 0.031 0.000 0.000 0.031 0.00000 0.00000 - 0.00000 12 1:SEISMIC LO, 0.031 0.000 0.000 0.031 0.00000 0.00000 - 0.00001 13 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 14 1:SEISMIC LO. 0.024 -0.000 0.000 0.024 0.00000 0.00000 - 0.00005 15 1:SEISMIC LO. 0.031 -0.000 0.000 0.031 0.00000 0.00000 - 0.00001 , FLA Print Time/Date• 23/07/2004 09 12 STAAD.Pro for Windows Release 2003 Print Run 1 of 1 Job No Sheet No 1 Rev .r<1 1 74- 03103 -00 1 \ Software licensed to Seattle Part Job Title Washington Square Mall Ref By MZ Date09- JUI -04 Chd Client File Frame N -4.std I Datemnme 23 -Jul -2004 08:19 Node Displacements Node UC X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 2 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 3 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 4 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 5 1:SEISMIC LO. 0.031 0.000 0.000 0.031 0.00000 0.00000 - 0.00012 6 1:SEISMIC LO, 0.031 -0.000 0.000 0.031 0.00000 0.00000 - 0.00007 7 1:SEISMIC LO. 0.031 -0.000 0.000 0.031 0.00000 0.00000 - 0.00007 8 1:SEISMIC LO. 0.031 0.000 0.000 0.031 0.00000 0.00000 - 0.00007 9 1:SEISMIC LO. 0.071 0.000 0.000 0.071 0.00000 0.00000 - 0.00008 10 1:SEISMIC LO. 0.069 -0.000 0.000 0.069 0.00000 0.00000 - 0.00004 11 1:SEISMIC LO, 0.067 -0.000 0.000 0.067 0.00000 0.00000 - 0.00004 12 1:SEISMIC LO. 0.066 0.000 0.000 0.066 0.00000 0.00000 - 0.00004 13 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 14 1:SEISMIC LO. 0.031 -0.000 0.000 0.031 0.00000 0.00000 - 0.00011 15 1:SEISMIC LO, 0.066 -0.000 0.000 0.066 0.00000 0.00000 - 0.00007 4R" - . 0 I t I I Print Time/Date. 23/07/2004 0•32 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 \ 'MI Job No Sheet No Rev k\ ' 74- 03103 -00 1 \\ Software licensed to Seattle Part Job Title Washington Square Mall Ref By MZ Date09- JUI -04 Chd Client File Frame N -5 FLR.std I Datemme 23 -Jul -2004 09:15 Node Displacements Node L/C X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00013 2 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00010 3 1:SEISMIC LO, 0.023 0.000 0.000 0.023 0.00000 0.00000 - 0.00004 4 1:SEISMIC LO, 0.018 -0.000 0.000 0.018 0.00000 0.00000 - 0.00004 5 1:SEISMIC LO. 0.018 0.000 0.000 0.018 0.00000 0.00000 0.00005 6 1:SEISMIC LO, 0.018 -0.000 0.000 0.018 0.00000 0.00000 0.00002 7 1:SEISMIC LO, 0.018 -0.000 0.000 0.018 0.00000 0.00000 - 0.00000 Pnnt Time/Date. 23/07/2004 09:13 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 ).b. `� Job No Sheet No Rev • 74-03103 -00 1 Software licensed to Seattle Part Job Tale Washington Square Mall Ref By MZ Date09- Jul -04 Chd Client File Frame N -5, S -11, S-13.st I Date/Time 22 -Jul -2004 16:00 • Node Displacements Node UC X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00006 2 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00006 3 1:SEISMIC LO. 0.015 0.003 0.000 0.015 0.00000 0.00000 - 0.00009 4 1:SEISMIC LO. 0.015 -0.003 0.000 0.015 0.00000 0.00000 - 0.00008 5 1:SEISMIC LO, 0.039 0.007 0.000 0.040 0.00000 0.00000 - 0.00012 6 1:SEISMIC LO, 0.034 -0.006 0.000 0.035 0.00000 0.00000 - 0.00010 7 1:SEISMIC LO. 0.015 -0.001 0.000 0.015 0.00000 0.00000 - 0.00002 A = . Print Time/Dates 23/07/200408.45 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 I - c9.a A t \ NE Job No Sheet No Rev ..C<1 1 74-03103 -00 1 \ Software licensed to Seattle Part Job Title Washington Square Mall Ref By MZ Date09- Jul -04 Chd Client File Frame N -6, N -8, S -5, S -9I DateTme 22 -Jul -2004 16:04 Node Displacements Node LJC X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 2 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 3 1:SEISMIC LO. 0.090 0.000 0.000 0.090 0.00000 0.00000 - 0.00034 4 1:SEISMIC LO. 0.088 -0.000 0.000 0.088 0.00000 0.00000 - 0.00032 A FL 1Z - . O o f O I Print Time/Date: 23/07/2004 08.46 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 6.6. Job No Sheet No • Rev , El 74-03103 -00 1 \ , Part Software licensed to Seattle Job Title Washington Square Mall Ref By MZ DatE09- J111-04 Chd Client File Frame N -7 FLR.std I Bate/Time 23 -Jul -2004 09:17 Node Displacements Node L/C X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00003 2 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00004 3 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00008 4 1:SEISMIC LO. -0.006 -0.001 0.000 0.007 0.00000 0.00000 0.00003 5 1:SEISMIC LO. -0.008 0.001 0.000 0.008 0.00000 0.00000 0.00002 6 1:SEISMIC LO. -0.012 -0.000 0.000 0.012 0.00000 0.00000 0.00002 7 1:SEISMIC LO. -0.008 0.001 0.000 0.008 0.00000 0.00000 - 0.00001 8 1:SEISMIC LO. -0.008 -0.000 0.000 0.008 0.00000 0.00000 - 0.00004 9 1:SEISMIC LO. -0.009 0.000 0.000 0.009 0.00000 0.00000 - 0.00000 10 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 Pnnt Time/Date: 23/07/2004 09 15 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 \ I. Job No Sheet No Rev ,C \ /' 74- 03103 -00 1 Software licensed to Seattle Part Job Title Washington Square Mall Ref By MZ Date09- JuI -04 Chd Client File Frame N -7.std I Date/me 22 -Jul -2004 16:00 Node Displacements Node UC X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00003 2 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00001 3 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00005 4 1:SEISMIC LO. 0.006 0.001 0.000 0.006 0.00000 0.00000 - 0.00003 5 1:SEISMIC LO. -> 0.007 0.002 0.000 0.007 0.00000 0.00000 - 0.00007 6 1:SEISMIC LO. 0.008 -0.003 0.000 0.009 0.00000 0.00000 - 0.00001 7 1:SEISMIC LO. 7 0.031 0.005 0.000 0.032 0.00000 0.00000 - 0.00014 8 1:SEISMIC LO. 0.027 -0.006 0.000 0.027 0.00000 0.00000 - 0.00012 9 1:SEISMIC LO. 0.008 -0.001 0.000 0.008 0.00000 0.00000 - 0.00001 10 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 60: - • OZ`1 Pnnt Time/Date. 23/07/2004 08•47 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 \ Job No Sheet No i Rev ,l < 4 74-03103 -00 1 \\ Part Software licensed to Seattle Job Title Washington Square Mall Ref By MZ Date09- Jul -04 Chd Client File Frame N -9 FLR.std I Datelnme 23 -Jul -2004 09:18 Node Displacements Node UC X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00014 2 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00012 3 1:SEISMIC LO. 0.025 0.000 0.000 0.025 0.00000 0.00000 - 0.00005 4 1:SEISMIC LO. 0.021 -0.000 0.000 0.021 0.00000 0.00000 - 0.00005 5 1:SEISMIC LO. 0.021 0.000 0.000 0.021 0.00000 0.00000 0.00005 6 1:SEISMIC LO. 0.021 -0.000 0.000 0.021 0.00000 0.00000 0.00002 7 1:SEISMIC LO. 0.021 -0.000 0.000 0.021 0.00000 0.00000 - 0.00000 A -, OZS Pnnt Time/Date' 23/07/2004 09 17 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 6.6. S"2- Job No Sheet No Rev ,1 \ \ 74- 03103 -00 1 \ , Software licensed to Seattle Part Job Title Washington Square Mall Ref By MZ Date09- JUI -04 Chd Client File Frame N -9.std I Date/Time 22 -Jul -2004 16:01 Node Displacements Node L/C X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00008 2 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00011 3 1:SEISMIC LO. 0.021 0.005 0.000 0.022 0.00000 0.00000 - 0.00014 4 1:SEISMIC LO. 0.021 -0.004 0.000 0.021 0.00000 0.00000 - 0.00006 5 1:SEISMIC LO. 0.060 0.009 0.000 0.060 0.00000 0.00000 - 0.00020 6 1:SEISMIC LO. 0.054 -0.008 0.000 0.055 0.00000 0.00000 - 0.00020 7 1:SEISMIC LO. 0.021 -0.001 0.000 0.021 0.00000 0.00000 - 0.00003 A Print Time/Date 23/07/2004 08 48 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 Job No Sheet No Rev \I /' 74-03103-00 1 \\ Software licensed to Seattle Part Job The Washington Square Mall Ref By MZ Date09- Jul -04 Chd Client File Frame N -10, S -12 FLR.stl Dateirime 23 -Jul -2004 09:20 Node Displacements Node UC X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00007 2 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00004 3 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00003 4 1:SEISMIC LO. 0.012 -0.000 0.000 0.012 0.00000 0.00000 - 0.00002 5 1:SEISMIC LO. 0.007 0.000 0.000 0.007 0.00000 0.00000 - 0.00002 6 1:SEISMIC LO. 0.006 -0.000 0.000 0.006 0.00000 0.00000 - 0.00002 7 1:SEISMIC LO. 0.008 -0.000 0.000 0.008 0.00000 0.00000 0.00004 8 1:SEISMIC LO. 0.007 0.001 0.000 0.007 0.00000 0.00000 0.00000 9 1:SEISMIC LO, 0.007 -0.000 0.000 0.007 0.00000 0.00000 0.00000 10 1:SEISMIC LO. 0.008 0.000 0.000 0.008 0.00000 0.00000 0.00000 11 1:SEISMIC LO. 0.006 0.000 0.000 0.006 0.00000 0.00000 - 0.00000 a _ ( OIL_ PLR Pnnt Time/Date. 23/07/2004 0919 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 _ Job No Sheet No Rev , r / , 74-03103-00 1 Software licensed to Seattle Part Job Title Washington Square Mall Ref By MZ Date09- Jul -04 Chd Client File Frame N -10, S- 12.std ` DateMme 22 -Jul -2004 15:58 Node Displacements Node UC X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00003 2 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00003 3 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00003 4 1:SEISMIC LO. 0.008 0.000 0.000 0.008 0.00000 0.00000 - 0.00005 5 1:SEISMIC LO. 0.007 -0.000 0.000 0.007 0.00000 0.00000 - 0.00004 6 1:SEISMIC LO. 0.007 -0.001 0.000 0.007 0.00000 0.00000 - 0.00003 7 1:SEISMIC LO. 0.021 0.001 0.000 0.021 0.00000 0.00000 - 0.00007 8 1:SEISMIC LO. 0.014 -0.000 0.000 0.014 0.00000 0.00000 - 0.00002 9 1:SEISMIC LO. 0.013 -0.002 0.000 0.013 0.00000 0.00000 - 0.00002 10 1:SEISMIC LO. 0.008 -0.001 0.000 0.008 0.00000 0.00000 - 0.00000 11 1:SEISMIC LO. 0.007 -0.001 0.000 0.007 0.00000 0.00000 - 0.00000 AKr ' . os3 Pnnt Time/Date 23/07/2004 08.42 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 1.L...cr Job No Sheet No Rev .C<1 74-03103 -00 1 Software licensed to Seattle Part Job Title Washington Square Mall Ref By MZ Date09- JUI -04 Chd Client File Frame N -11, S- 14.std !Date/rime 23 -Jul -2004 09:21 Node Displacements Node UC X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00007 2 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00004 3 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00003 4 1:SEISMIC LO. 0.012 -0.000 0.000 0.012 0.00000 0.00000 - 0.00002 5 1:SEISMIC LO. 0.007 0.000 0.000 0.007 0.00000 0.00000 - 0.00002 6 1:SEISMIC LO. 0.006 -0.000 0.000 0.006 0.00000 0.00000 - 0.00002 7 1:SEISMIC LO, 0.008 -0.000 0.000 0.008 0.00000 0.00000 0.00004 8 1:SEISMIC LO. 0.007 0.001 0.000 0.007 0.00000 0.00000 0.00001 9 1:SEISMIC LO. 0.007 -0.000 0.000 0.007 0.00000 0.00000 0.00000 10 1:SEISMIC LO, 0.009 0.000 0.000 0.009 0.00000 0.00000 0.00000 11 1:SEISMIC LO, 0.006 0.000 0.000 0.006 0.00000 0.00000 - 0.00000 _ + BIZ FLY. • Pnnt Time/Date. 23/07/2004 09:20 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 I. COP •PO Job No Sheet No i Rev It < / 74-03103 -00 1 \ Part Software licensed to Seattle Job Title Washington Square Mall Ref By MZ Date09- Jul -04 Chd Client File Frame N -11, S- 14.std I Daternme 22 -Jul -2004 15:59 Node Displacements Node UC X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00003 2 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00003 3 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00003 4 1:SEISMIC LO. 0.008 0.002 0.000 0.008 0.00000 0.00000 - 0.00005 5 1:SEISMIC LO. 0.007 -0.000 0.000 0.007 0.00000 0.00000 - 0.00003 6 1:SEISMIC LO. 0.007 -0.001 0.000 0.007 0.00000 0.00000 - 0.00003 7 1:SEISMIC LO. 0.022 0.004 0.000 0.023 0.00000 0.00000 - 0.00008 8 1:SEISMIC LO. 0.015 -0.000 0.000 0.015 0.00000 0.00000 - 0.00004 9 1:SEISMIC LO. 0.013 -0.002 0.000 0.013 0.00000 0.00000 - 0.00003 10 1:SEISMIC LO. 0.008 -0.001 0.000 0.008 0.00000 0.00000 - 0.00001 11 1:SEISMIC LO. 0.007 -0.001 0.000 0.007 0.00000 0.00000 - 0.00000 RE - , oI Pnnt Time/Date: 23/07 /2004 0843 STAAD. Pro for Windows Release 2003 Pnnt Run 1 of 1 Job No Sheet No Rev ,C < , 74- 03103 -00 1 \ Part Software licensed to Seattle Job Title Washington Square Mall Ref By MZ Date09- Jul -04 Chd Client File Frame S -1.std I Date/ rime 06- Aug -2004 14:01 ■ , Node Displacements Node L/C X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00007 2 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00005 3 1:SEISMIC LO, 0.015 0.002 0.000 0.015 0.00000 0.00000 - 0.00007 4 1:SEISMIC LO, 0.011 -0.001 0.000 0.011 0.00000 0.00000 - 0.00005 ,6 IL_ 2 , Print Time/Date' 06/08/2004 14:18 STAAD.Pro for Windows Release 2003 Print Run 1 of 1 i. u.SS Job No Sheet No Rev k ri 74-03103-00 1 Software licensed to Seattle Part Job Title Washington Square Mall Ref By MZ Date09- Jul -04 Chd Client File Frame S -2.std l Date/Time 10- Sep -2004 10:13 ■ Node Displacements Node L/C X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00008 2 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00003 3 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00001 4 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00001 5 1:SEISMIC LO. 0.013 -0.000 0.000 0.013 0.00000 0.00000 - 0.00001 6 1:SEISMIC LO. 0.006 0.000 0.000 0.006 0.00000 0.00000 - 0.00001 7 1:SEISMIC LO, 0.003 0.000 0.000 0.003 0.00000 0.00000 - 0.00001 8 1:SEISMIC LO. 0.002 -0.000 0.000 0.002 0.00000 0.00000 - 0.00001 9 1:SEISMIC LO. 0.006 -0.000 0.000 0.006 0.00000 0.00000 0.00005 10 1:SEISMIC LO. 0.006 0.001 0.000 0.006 0.00000 0.00000 0.00001 11 1:SEISMIC LO, 0.006 -0.000 0.000 0.006 0.00000 0.00000 - 0.00001 13 1:SEISMIC LO, 0.008 0.000 0.000 0.008 0.00000 0.00000 0.00000 14 1:SEISMIC LO. 0.004 0.000 0.000 0.004 0.00000 0.00000 - 0.00000 d FLIP = • ofd 1 Pnnt Time/Date 10/09/2004 10 13 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 Job No Sheet No Rev LC /, 74-03103-00 1 \\ Part Software licensed to Seattle Job Title Washington Square Mall Ref B y MZ Date09- Jul -04 Chd Client File Frame S -2.std I DateTme 10- Sep -2004 10:12 Node Displacements Node L/C X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00002 2 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00002 3 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00001 4 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00001 5 1:SEISMIC LO. 0.006 0.002 0.000 0.007 0.00000 0.00000 - 0.00005 6 1:SEISMIC LO. 0.006 -0.000 0.000 0.006 0.00000 0.00000 - 0.00003 7 1:SEISMIC LO. 0.004 -0.001 0.000 0.004 0.00000 0.00000 - 0.00003 8 1:SEISMIC LO. 0.002 -0.000 0.000 0.002 0.00000 0.00000 - 0.00001 9 1:SEISMIC LO. 0.021 0.004 0.000 0.021 0.00000 0.00000 - 0.00007 10 1:SEISMIC LO. 0.013 -0.000 0.000 0.013 0.00000 0.00000 - 0.00004 11 1:SEISMIC LO. 0.011 -0.002 0.000 0.012 0.00000 0.00000 - 0.00004 13 1:SEISMIC LO. 0.006 -0.001 0.000 0.006 0.00000 0.00000 - 0.00001 14 1:SEISMIC LO. 0.005 -0.001 0.000 0.005 0.00000 0.00000 - 0.00000 6 R F - .015 Pnnt Time/Date 10/09/2004 10 12 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 `\ Job No Sheet No i Rev 1111 \ 74- 03103 -00 1 \ , Part Software licensed to Seattle Job Title Washington Square Mall Ref By MZ Date09- Jul -04 Chd Client File Frame S -3.std !Date/rime 22 -Jul -2004 16:09 Node Displacements Node LJC X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 2 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 3 1:SEISMIC LO. 0.120 0.000 0.000 0.120 0.00000 0.00000 - 0.00048 4 1:SEISMIC LO. 0.118 -0.000 0.000 0.118 0.00000 0.00000 - 0.00021 'a-FL(� _ ' � Z O Print Time/Date 09/08/2004 09:37 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 I.L. (41 , a Job No Sheet No Rev ,r , \ \ 74- 03103 -00 1 Software licensed to Seattle Part Job Title Washington Square Mall Ref By MZ Date,Og- Jul -04 Chd Client File Frame S -4, S -6.std 'Date/Time 22 -Jul -2004 16:10 Node Displacements Node L/C X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 2 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 3 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 4 1:SEISMIC LO. 0.059 0.000 0.000 0.059 0.00000 0.00000 - 0.00023 5 1:SEISMIC LO. 0.056 -0.000 0.000 0.056 0.00000 0.00000 - 0.00012 6 1:SEISMIC LO. 0.054 -0.000 0.000 0.054 0.00000 0.00000 - 0.00021 A _ - 'O51 Pnnt Time/Date: 06/08/2004 14:20 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 ►.b. \ Job No Sheet No j Rev ,r < 4 74-03103 -00 1 \\ Part „ Software licensed to Seattle Job - rite Washington Square Mall Ref BY MZ Date09- Jul -04 Chd Client File Frame S -7, S -8.std 'Date/Time 06 -Aug -2004 13:45 Node Displacements Node UC X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 2 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 3 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 4 1:SEISMIC LO. 0.048 0.000 0.000 0.048 0.00000 0.00000 - 0.00012 5 1:SEISMIC LO. 0.046 0.000 0.000 0.046 0.00000 0.00000 - 0.00006 6 1:SEISMIC LO. 0.045 -0.000 0.000 0.045 0.00000 0.00000 - 0.00011 7 1:SEISMIC LO. 0.058 0.000 0.000 0.058 0.00000 0.00000 - 0.00000 8 1:SEISMIC LO. 0.058 0.000 0.000 0.058 0.00000 0.00000 - 0.00001 9 1:SEISMIC LO. 0.058 -0.000 0.000 0.058 0.00000 0.00000 - 0.00001 ye Pnnt Time/Date' 06/08/2004 14.21 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 f . Co.(.23 _ Job No Sheet No Rev .r<1 4 74- 03103 -00 1 \ Software licensed to Seattle Part Job Title Washington Square Mall Ref B y MZ Date09- Jul -04 Chd Client File Frame S -7, S -8.std 'Date/Time 06- Aug -2004 14:23 Node Displacements Node L/C X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 2 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 3 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 4 1:SEISMIC LO. 0.058 0.000 0.000 0.058 0.00000 0.00000 - 0.00024 5 1:SEISMIC LO. 0.058 -0.000 0.000 0.058 0.00000 0.00000 - 0.00014 6 1:SEISMIC LO. 0.058 -0.000 0.000 0.058 0.00000 0.00000 - 0.00023 7 1:SEISMIC LO, 0.133 0.001 0.000 0.133 0.00000 0.00000 - 0.00017 8 1:SEISMIC LO. 0.130 -0.000 0.000 0.130 0.00000 0.00000 - 0.00008 9 1:SEISMIC LO. 0.130 -0.001 0.000 0.130 0.00000 0.00000 - 0.00016 4 g - . 075 lip Print Time/Date: 05/08/2004 14:21 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 1. (.., . Lo` - ■ Job No Sheet No Rev ,[ < 1 74- 03103 -00 1 Part Software licensed to Seattle Job Title Washington Square Mall Ref By MZ Date09- Jul -04 Chd Client File Frame S- 10.std I Date/Time 06- Aug -2004 13:47 Node Displacements Node L/C X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00005 2 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00004 3 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00003 4 1:SEISMIC LO. 0.010 0.001 0.000 0.010 0.00000 0.00000 - 0.00005 5 1:SEISMIC LO. 0.006 0.000 0.000 0.006 0.00000 0.00000 - 0.00002 6 1:SEISMIC LO. 0.005 -0.001 0.000 0.005 0.00000 0.00000 - 0.00002 7 1:SEISMIC LO. 0.006 0.000 0.000 0.007 0.00000 0.00000 0.00001 8 1:SEISMIC LO. 0.007 -0.001 0.000 0.007 0.00000 0.00000 - 0.00000 9 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 F ; ,o/0 Pnnt Time/Date' 06/08/2004 14:22 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 N.b•e6` k[ 1 Job No Rev 74- 03103 -00 Part Software licensed to Seattle Job Title Washington Square Mall Ref By MZ Date09-J1.11 -04 Chd Client File Frame S- 10.std 'Date/Time 06- Aug -2004 14:24 Node Displacements Node L/C X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00003 2 1:SEISMIC LO. 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00002 3 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 - 0.00005 4 1:SEISMIC LO. 0.006 0.001 0.000 0.007 0.00000 0.00000 - 0.00003 5 1:SEISMIC LO. 0.008 0.003 0.000 0.009 0.00000 0.00000 - 0.00007 6 1:SEISMIC LO. 0.011 -0.004 0.000 0.011 0.00000 0.00000 - 0.00006 7 1:SEISMIC LO, 0.029 0.005 0.000 0.029 0.00000 0.00000 - 0.00011 8 1:SEISMIC LO. 0.024 -0.006 0.000 0.025 0.00000 0.00000 - 0.00007 9 1:SEISMIC LO, 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 A _ ,07-1 Pnnt Time/Date 06/08/2004 14'23 STAAD. Pro for Windows Release 2003 Print Run 1 of 1 1 Calculations DLR Group ,,. Date .- Subject Computed Checked Project Name Project Number 1.6.4 Page (of pages) � a Sze ''fly � � v=„ , �� „ A Ot' to J S 1 L� �j�; _:, % j7 __._!� .g� _. S�0' Q n c � jCo' a ' °a \ � ,fu,.. q / A A. 0 / ,,_ C / / \ Z f 1 - • \ _ fig, S )35, 5 131.7 K 70, 3'( 17 _ 9, 7 k )20,0 i 2) i5 ) 77, 3k At tiX P 7-- 7,7 k `l 52 ,k .�y !b5, ( te, i - , Job No Sheet No • Rev ,s T 74- 03103 -00 1 \ Part n Software licensed to Seattle Job Title Washington Square Mall Ref By MZ Date09- Jul -04 Chd Client File Framel bracing.std I Date/Time 16- Sep -2004 17:37 • AM, MIL Aft "IL �i 7 �I a i 14 alkn 7 • 1 0 V V3 0 18 0 / 1__)( f Load 2 Pnnt Time/Date 16/09/2004 17.37 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 Thursday, September 16, 2004, 05:37 PM PAGE NO. 1 ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * STAAD.Pro * Version 2003 Bld 1002.US * Proprietary Program of * Research Engineers, Intl. * Date= SEP 16, 2004 * Time= 17:36:55 * * * USER ID: Seattle 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 3 60 0 0; 4 90 0 0; 5 0 18.33 0; 6 30 18.33 0; 7 60 18.33 0 12. 8 90 18.33 0; 9 0 36.67 0; 10 30 36.67 0; 11 60 36.67 0; 12 15 18.33 0 13. 13 45 18.33 0; 14 90 36.67 0; 15 75 18.33 0 14. MEMBER INCIDENCES 10 15. 1 5 12; 2 12 6; 3 6 13; 4 7 13; 5 7 15; 6 15 8; 7 9 10; 8 10 11; 9 11 14 16. 10 1 5; 11 2 6; 12 3 7; 13 4 8; 14 5 9; 15 6 10; 16 7 11; 17 8 14; 18 1 12 17. 19 12 2; 20 2 13; 21 13 3; 22 3 15; 23 15 4; 24 9 12; 25 12 10; 26 10 13 18. 27 13 11; 28 11 15; 29 15 14 19. DEFINE MATERIAL START 20. ISOTROPIC STEEL 21. E 4.176E +006 22. POISSON 0.3 23. DENSITY 0.489024 24. ALPHA 6.5E -006 25. DAMP 0.03 26. ISOTROPIC STEELBRACING 27. E 4.176E +005 28. POISSON 0.3 29. DENSITY 0.489024 30. DAMP 0.03 31. ALPHA 6.5 32. END DEFINE MATERIAL 33. MEMBER PROPERTY AMERICAN 34. 1 TO 9 TABLE ST W18X40 35. 10 TO 17 TABLE ST W12X53 36. 18 TO 23 TABLE ST TUB60608 37. 24 TO 29 TABLE ST TUB60606 38. CONSTANTS 39. MATERIAL STEEL MEMB 1 TO 17 40. MATERIAL STEELBRACING MEMB 18 TO 29 41. SUPPORTS L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Framelbm &col.anl Page 1 of 12 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 2 I.b• 42. 1 TO 4 PINNED 43. MEMBER RELEASE 44. 1 3 TO 5 7 TO 9 18 TO 29 START MZ 45. 2 6 TO 9 18 TO 29 END MZ 46. LOAD 1 DEAD 47. JOINT LOAD 48. 9 FY -20.1 49. 10 11 14 FY -17.3 50. 5 FY -65.5 51. 6 TO 8 FY -56.3 52. LOAD 2 SEISMIC 53. MEMBER LOAD 54. 1 TO 6 UNI X 1.78 55. 7 TO 9 UNI X 2.3 56. LOAD 3 LIVE 57. JOINT LOAD 58. 5 FY -52.5 59. 6 TO 8 FY -45 60. LOAD 4 SNOW 61. JOINT LOAD 62. 9 FY -21.8 63. 10 11 14 FY -18.8 64. LOAD COMB 5 1.346D +1.3E +.5L 65. 1 1.346 2 1.3 3 0.5 4 0.2 66. LOAD COMB 6 .754D +1.3E 67. 1 0.754 2 1.3 68. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 15/ 29/ 4 ORIGINAL /FINAL BAND- WIDTH= 12/ 4/ 13 DOF TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 37 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.1/489105.4 MB, EXMEM = 23.0 MB 69. LOAD LIST 5 6 70. PRINT STORY DRIFT L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Framelbm &col.anl Page 2 of 12 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 3 STORY HEIGHT LOAD DRIFT(INCH) ECCENTRICITY RATIO (FEET) X Z (FEET) BASE= 0.00 1 18.33 5 1.5959 0.0000 0.0000 L / 138 6 1.5960 0.0000 0.0000 L / 138 2 36.67 5 2.9761 0.0000 0.0000 L / 148 6 2.9774 0.0000 0.0000 L / 148 71. PRINT SUPPORT REACTION LIST 1 TO 4 t L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Framelbm &col.anl Page 3 of 12 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 4 p SUPPORT REACTIONS -UNIT RIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 5 -67.45 7.96 0.00 0.00 0.00 0.00 6 -68.46 -73.23 0.00 0.00 0.00 0.00 2 5 - 135.58 124.67 0.00 0.00 0.00 0.00 6 - 135.48 54.70 0.00 0.00 0.00 0.00 3 5 - 134.64 126.46 0.00 0.00 0.00 0.00 6 - 134.66 56.64 0.00 0.00 0.00 0.00 4 5 -70.27 262.70 0.00 0.00 0.00 0.00 6 -69.34 192.91 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 72. PRINT MEMBER FORCES LIST 1 TO 29 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Framelbm &col.anl Page 4 of 12 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 5 I. 6.12 .„ MEMBER END FORCES STRUCTURE TYPE o PLANE ALL UNITS ARE -- HIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 -0.86 -0.24 0.00 0.00 0.00 0.00 12 -33.85 0.24 0.00 0.00 0.00 -3.59 6 5 -0.85 -0.09 0.00 0.00 0.00 0.00 12 -33.86 0.09 0.00 0.00 0.00 -1.42 2 5 12 -13.65 0.24 0.00 0.00 0.00 3.59 6 -21.06 -0.24 0.00 0.00 0.00 0.00 6 12 -13.78 0.09 0.00 0.00 0.00 1.42 6 -20.93 -0.09 0.00 0.00 0.00 0.00 3 5 6 20.28 -0.23 0.00 0.00 0.00 0.00 13 -54.99 0.23 0.00 0.00 0.00 -3.51 6 6 20.15 -0.10 0.00 0.00 0.00 0.00 13 -54.86 0.10 0.00 0.00 0.00 -1.52 4 5 7 -22.45 -0.23 0.00 0.00 0.00 0.00 13 -12.26 0.23 0.00 0.00 0.00 -3.51 6 7 -22.50 -0.10 0.00 0.00 0.00 0.00 13 -12.21 0.10 0.00 0.00 0.00 -1.52 5 5 7 -23.12 -0.25 0.00 0.00 0.00 0.00 15 -11.59 0.25 0.00 0.00 0.00 -3.76 6 7 -23.17 -0.12 0.00 0.00 0.00 0.00 15 -11.54 0.12 0.00 0.00 0.00 -1.77 6 5 15 -33.97 0.25 0.00 0.00 0.00 3.76 8 -0.74 -0.25 0.00 0.00 0.00 0.00 6 15 -33.97 0.12 0.00 0.00 0.00 1.77 8 -0.74 -0.12 0.00 0.00 0.00 0.00 7 5 9 -45.15 0.00 0.00 0.00 0.00 0.00 10 -44.55 0.00 0.00 0.00 0.00 0.00 6 9 -44.18 0.00 0.00 0.00 0.00 0.00 10 -45.52 0.00 0.00 0.00 0.00 0.00 8 5 10 -46.00 0.00 0.00 0.00 0.00 0.00 11 -43.70 0.00 0.00 0.00 0.00 0.00 6 10 -45.08 0.00 0.00 0.00 0.00 0.00 11 -44.62 0.00 0.00 0.00 0.00 0.00 9 5 11 -47.37 0.00 0.00 0.00 0.00 0.00 14 -42.33 0.00 0.00 0.00 0.00 0.00 6 11 -46.51 0.00 0.00 0.00 0.00 0.00 14 -43.19 0.00 0.00 0.00 0.00 0.00 .1 l L: \Projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Framelbm &col.anl Page 5 of 12 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 6 1 .1�,_?3 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 10 5 1 89.86 0.43 0.00 0.00 0.00 0.00 5 -89.86 -0.43 0.00 0.00 0.00 7.89 6 1 9.91 0.43 0.00 0.00 0.00 0.00 5 -9.91 -0.43 0.00 0.00 0.00 7.79 11 5 2 119.95 0.39 0.00 0.00 0.00 0.00 6 - 119.95 -0.39 0.00 0.00 0.00 7.21 6 2 52.36 0.39 0.00 0.00 0.00 0.00 6 -52.36 -0.39 0.00 0.00 0.00 7.15 12 5 3 121.87 0.33 0.00 0.00 0.00 0.00 7 - 121.87 -0.33 0.00 0.00 0.00 6.10 6 3 54.34 0.33 0.00 0.00 0.00 0.00 7 -54.34 -0.33 0.00 0.00 0.00 6.08 13 5 4 177.28 0.37 0.00 0.00 0.00 0.00 8 - 177.28 -0.37 0.00 0.00 0.00 6.76 6 4 108.64 0.37 0.00 0.00 0.00 0.00 8 - 108.64 -0.37 0.00 0.00 0.00 6.77 OD 14 5 5 -24.32 -0.43 0.00 0.00 0.00 -7.89 9 24.32 0.43 0.00 0.00 0.00 0.00 6 5 -39.38 -0.42 0.00 0.00 0.00 -7.79 9 39.38 0.42 0.00 0.00 0.00 0.00 15 5 6 22.14 -0.39 0.00 0.00 0.00 -7.21 10 -22.14 0.39 0.00 0.00 0.00 0.00 6 6 10.11 -0.39 0.00 0.00 0.00 -7.15 10 -10.11 0.39 0.00 0.00 0.00 0.00 16 5 7 24.07 -0.33 0.00 0.00 0.00 -6.10 11 -24.07 0.33 0.00 0.00 0.00 0.00 6 7 12.11 -0.33 0.00 0.00 0.00 -6.08 11 -12.11 0.33 0.00 0.00 0.00 0.00 17 5 8 79.25 -0.37 0.00 0.00 0.00 -6.76 14 -79.25 0.37 0.00 0.00 0.00 0.00 6 8 66.30 -0.37 0.00 0.00 0.00 -6.77 14 -66.30 0.37 0.00 0.00 0.00 0.00 18 5 1 - 105.82 0.00 0.00 0.00 0.00 0.00 12 105.82 0.00 0.00 0.00 0.00 0.00 6 1 - 107.43 0.00 0.00 0.00 0.00 0.00 12 107.43 0.00 0.00 0.00 0.00 0.00 19 5 12 109.78 0.00 0.00 0.00 0.00 0.00 2 - 109.78 0.00 0.00 0.00 0.00 0.00 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Framelbm &col.anl Page 6 of 12 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 7 1 .6 . .-) • MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 12 108.16 0.00 0.00 0.00 0.00 0.00 2 - 108.16 0.00 0.00 0.00 0.00 0.00 20 5 2 - 103.67 0.00 0.00 0.00 0.00 0.00 13 103.67 0.00 0.00 0.00 0.00 0.00 6 2 - 105.15 0.00 0.00 0.00 0.00 0.00 13 105.15 0.00 0.00 0.00 0.00 0.00 21 5 13 109.01 0.00 0.00 0.00 0.00 0.00 3 - 109.01 0.00 0.00 0.00 0.00 0.00 6 13 107.54 0.00 0.00 0.00 0.00 0.00 3 - 107.54 0.00 0.00 0.00 0.00 0.00 22 5 3 - 103.07 0.00 0.00 0.00 0.00 0.00 15 103.07 0.00 0.00 0.00 0.00 0.00 6 3 - 104.56 0.00 0.00 0.00 0.00 0.00 15 104.56 0.00 0.00 0.00 0.00 0.00 23 5 15 110.38 0.00 0.00 0.00 0.00 0.00 4 - 110.38 0.00 0.00 0.00 0.00 0.00 6 15 108.90 0.00 0.00 0.00 0.00 0.00 4 - 108.90 0.00 0.00 0.00 0.00 0.00 24 5 9 72.00 0.00 0.00 0.00 0.00 0.00 12 -72.00 0.00 0.00 0.00 0.00 0.00 6 9 70.46 0.00 0.00 0.00 0.00 0.00 12 -70.46 0.00 0.00 0.00 0.00 0.00 25 5 12 -68.65 0.00 0.00 0.00 0.00 0.00 10 68.65 0.00 0.00 0.00 0.00 0.00 6 12 -69.97 0.00 0.00 0.00 0.00 0.00 10 69.97 0.00 0.00 0.00 0.00 0.00 26 5 10 74.99 0.00 0.00 0.00 0.00 0.00 13 -74.99 0.00 0.00 0.00 0.00 0.00 6 10 73.76 0.00 0.00 0.00 0.00 0.00 13 -73.76 0.00 0.00 0.00 0.00 0.00 27 5 13 -70.26 0.00 0.00 0.00 0.00 0.00 11 70.26 0.00 0.00 0.00 0.00 0.00 6 13 -71.63 0.00 0.00 0.00 0.00 0.00 11 71.63 0.00 0.00 0.00 0.00 0.00 28 5 11 74.11 0.00 0.00 0.00 0.00 0.00 15 -74.11 0.00 0.00 0.00 0.00 0.00 6 11 72.84 0.00 0.00 0.00 0.00 0.00 15 -72.84 0.00 0.00 0.00 0.00 0.00 ill L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Framelbm &col.anl Page 7 of 12 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 8 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 29 5 15 -67.44 0.00 0.00 0.00 0.00 0.00 14 67.44 0.00 0.00 0.00 0.00 0.00 6 15 -68.81 0.00 0.00 0.00 0.00 0.00 14 68.81 0.00 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 73. PARAMETER 74. CODE LRFD 75. LY 1 MEMB 1 TO 9 76. LZ 1 MEMB 1 TO 9 77. UNB 1 MEMB 1 TO 9 78. UNT 1 MEMB 1 TO 9 79. BEAM 1 MEMB 1 TO 29 80. FYLD 7200 MEMB 1 TO 29 81. FYLD 6624 MEND 18 TO 29 82. TRACK 1 MEMB 1 TO 29 • 83. CHECK CODE MEMB 1 TO 17 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Framelbm &col.anl Page 8 of 12 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 9 STAAD.Pro CODE CHECKING - (LRF3) * * * * * * * * * * * * * * * * * * * * * ** ALL UNITS ARE - RIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION = == = = == _ 1 ST W18 X40 PASS LRFD- H1 -1B -C 0.074 5 33.85 C 0.00 3.59 15.00 I DESIGN STRENGTHS FOR MEMBER 1 UNITS - KIP IN I I PNC= 273.39 PNT= 531.00 MNZ= 3528.00 MNY= 428.68 VN= 152.24 I 2 ST W18 X40 PASS LRFD- H1 -1B -C 0.039 5 21.06 C 0.00 0.00 15.00 I DESIGN STRENGTHS FOR MEMBER 2 UNITS - KIP IN I PNC= 273.39 PNT= 531.00 MNZ= 3528.00 MNY= 428.68 VN= 152.24 I 3 ST W18 X40 PASS LRFD- H1 -1A -C 0.212 5 54.99 C 0.00 3.51 15.00 I DESIGN STRENGTHS FOR MEMBER 3 UNITS - KIP IN I PNC= 273.39 PNT= 531.00 MNZ= 3528.00 MNY= 428.68 VN= 152.24 I 4 ST W18 X40 PASS LRFD- H1 -1B -C 0.0,34 5 12.26 C 0.00 3.51 15.00 I DESIGN STRENGTHS FOR MEMBER 4 UNITS - KIP IN I I PNC= 273.39 PNT= 531.00 MNZ= 3528.00 MNY= 428.68 VN= 152.24 I 5 ST W18 X40 PASS LRFD- H1 -1B -C 0.034 5 11.59 C 0.00 3.76 15.00 I DESIGN STRENGTHS FOR MEMBER 5 UNITS - KIP IN I I PNC= 273.39 PNT= 531.00 MNZ= 3528.00 MNY= 428.68 VN= 152.24 I 6 ST W18 X40 PASS LRFD- H1 -1B -T 0.045 5 33.97 T 0.00 3.76 0.00 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Framelbm &col.anl Page 9 of 12 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 10 ALL UNITS ARE - RIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION = = =e = === =__ + + DESIGN STRENGTHS FOR MEMBER 6 UNITS - KIP IN I I PNC= 273.39 PNT= 531.00 MNZ= 3528.00 MNY= 428.68 VN= 152.24 7 ST W18 X40 PASS LRFD- H1 -1A -C 0.267 6 45.52 C 0.00 0.00 30.00 I DESIGN STRENGTHS FOR MEMBER 7 UNITS - KIP IN I I PNC= 170.30 PNT= 531.00 MNZ= 3528.00 MNY= 428.68 VN= 152.24 I 8 ST W18 X40 PASS LRFD- H1 -1A -C 0.262 6 44.62 C 0.00 0.00 30.00 I DESIGN STRENGTHS FOR MEMBER 8 UNITS - KIP IN I I PNC= 170.30 PNT= 531.00 MNZ= 3528.00 MNY= 428.68 VN= 152.24 I 9 ST W18 X40 PASS LRFD- H1 -1A -C 0.254 6 43.19 C 0.00 0.00 30.00 f DESIGN STRENGTHS FOR MEMBER 9 UNITS - KIP IN I PNC= 170.30 PNT= 531.00 MNZ= 3528.00 MNY= 428.68 VN= 152.24 I 10 ST W12 X53 PASS LRFD- H1 -1A -C 0.270 5 89.86 C 0.00 -7.89 18.33 I DESIGN STRENGTHS FOR MEMBER 10 UNITS - KIP IN I I PNC= 372.68 PNT= 702.00 MNZ= 2953.41 MNY= 1293.95 VN= 112.34 I 11 ST W12 X53 PASS LRFD- H1 -1A -C 0.348 5 119.95 C 0.00 -7.21 18.33 I DESIGN STRENGTHS FOR MEMBER 11 UNITS - KIP IN I I PNC= 372.68 PNT= 702.00 MNZ= 2953.41 MNY= 1293.95 VN= 112.34 I L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Framelbm &col.anl Page 10 of 12 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 11 ALL UNITS ARE - RIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION = = = = === __________ = = 12 ST W12 X53 PASS LRFD- H1 -1A -C 0.349 5 121.87 C 0.00 -6.10 18.33 + + DESIGN STRENGTHS FOR MEMBER 12 UNITS - KIP IN I I PNC= 372.68 PNT= 702.00 MNZ= 2953.41 MNY= 1293.95 VN= 112.34 I + + 13 ST W12 X53 PASS LRFD- H1 -1A -C 0.500 5 177.28 C 0.00 -6.76 18.33 + + I DESIGN STRENGTHS FOR MEMBER 13 UNITS - KIP IN I I PNC= 372.68 PNT= 702.00 MNZ= 2953.41 MNY= 1293.95 VN= 112.34 I + + 14 ST W12 X53 PASS LRFD- H1 -1B -T 0.060 6 39.38 T 0.00 -7.79 0.00 + + I DESIGN STRENGTHS FOR MEMBER 14 UNITS - KIP IN I I PNC= 372.44 PNT= 702.00 MNZ= 2952.83 MNY= 1293.95 VN= 112.34 I + + 15 ST W12 X53 PASS LRFD- H1 -1B -C 0.059 5 22.14 C 0.00 -7.21 0.00 + + I DESIGN STRENGTHS FOR MEMBER 15 UNITS - KIP IN I I PNC= 372.44 PNT= 702.00 MNZ= 2952.83 MNY= 1293.95 VN= 112.34 I + + 16 ST W12 X53 PASS LRFD- H1 -1B -C 0.057 5 24.07 C 0.00 -6.10 0.00 + + I DESIGN STRENGTHS FOR MEMBER 16 UNITS - KIP IN I I PNC= 372.44 PNT= 702.00 MNZ= 2952.83 MNY= 1293.95 VN= 112.34 I + + 17 ST W12 X53 PASS LRFD- H1 -1A -C 0.237 5 79.25 C 0.00 -6.76 0.00 + + I DESIGN STRENGTHS FOR MEMBER 17 UNITS - KIP IN I I PNC= 372.44 PNT= 702.00 MNZ= 2952.83 MNY= 1293.95 VN= 112.34 I + + L: \projects \74 - 03103 - 00 - 7373\ +Design \St \Area B \MF & BF Design \Framelbm &col.anl Page 11 of 12 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 12 ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY ME LOCATION ______ = = =___== __ = = = = == * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 84. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 16,2004 TIME= 17:36:56 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714- 974 -2500 ; Fax (USA) : 714- 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Framelbm &col.anl Page 12 of 12 Thursday, September 16, 2004, 05:37 PM PAGE NO. 1 * * * STAAD.Pro * Version 2003 Bld 1002.US * Proprietary Program of * Research Engineers, Intl. * Date= SEP 16, 2004 * Time= 17:37:36 * * * USER ID: Seattle 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 3 60 0 0; 4 90 0 0; 5 0 18.33 0; 6 30 18.33 0; 7 60 18.33 0 12. 8 90 18.33 0; 9 0 36.67 0; 10 30 36.67 0; 11 60 36.67 0; 12 15 18.33 0 13. 13 45 18.33 0; 14 90 36.67 0; 15 75 18.33 0 14. MEMBER INCIDENCES 15. 1 5 12; 2 12 6; 3 6 13; 4 7 13; 5 7 15; 6 15 8; 7 9 10; 8 10 11; 9 11 14 16. 10 1 5; 11 2 6; 12 3 7; 13 4 8; 14 5 9; 15 6 10; 16 7 11; 17 8 14; 18 1 12 17. 19 12 2; 20 2 13; 21 13 3; 22 3 15; 23 15 4; 24 9 12; 25 12 10; 26 10 13 18. 27 13 11; 28 11 15; 29 15 14 19. DEFINE MATERIAL START 20. ISOTROPIC STEEL 21. E 4.176E +006 22. POISSON 0.3 23. DENSITY 0.489024 24. ALPHA 6.5E -006 25. DAMP 0.03 26. ISOTROPIC STEELCOL 27. E 4.176E +007 28. POISSON 0.3 29. DENSITY 0.489024 30. DAMP 0.03 31. ALPHA 6.5 32. END DEFINE MATERIAL 33. MEMBER PROPERTY AMERICAN 34. 1 TO 9 TABLE ST W18X40 35. 10 TO 17 TABLE ST W12X53 36. 18 TO 23 TABLE ST TUB60608 37. 24 TO 29 TABLE ST TUB60606 38. CONSTANTS 39. MATERIAL STEEL MEMB 1 TO 9 18 TO 29 40. MATERIAL STEELCOL MEMB 10 TO 17 41. SUPPORTS L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Framelbracing.anl Page 1 of 8 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 2 42. 1 TO 4 PINNED p �' 43. MEMBER RELEASE 44. 1 3 TO 5 7 TO 9 18 TO 29 START MZ 45. 2 6 TO 9 18 TO 29 END MZ 46. *LOAD 1 DEAD 47. *JOINT LOAD 48. *9 FY -20.1 49. *10 11 14 FY -17.3 50. *5 FY -65.5 51. *6 TO 8 FY -56.3 52. LOAD 2 SEISMIC 53. MEMBER LOAD 54. 1 TO 6 UNI X 1.78 55. 7 TO 9 UNI X 2.3 56. *LOAD 3 LIVE 57. *JOINT LOAD 58. *5 FY -52.5 59. *6 TO 8 FY -45 60. *LOAD 4 SNOW 61. *JOINT LOAD 62. *9 FY -21.8 63. *10 11 14 FY -18.8 64. *LOAD COMB 5 1.346D +1.3E +.5L 65. *1 1.346 2 1.3 3 0.5 4 0.2 66. *LOAD COMB 6 .754D +1.3E 67. *1 0.754 2 1.3 68. LOAD COMB 5 1.346D +1.3E +.5L 69. 2 1.3 70. LOAD COMB 6 .754D +1.3E 71. 2 1.3 72. PERFORM ANALYSIS ** WARNING ** A STIFF MATERIAL WITH 1.000E +01 TIMES THE STIFFNESS OF STEEL ENTERED. PLEASE CHECK. P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 15/ 29/ 4 ORIGINAL /FINAL BAND- WIDTH= 12/ 4/ 13 DOF TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 37 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0 /489105.3 MB, EXMEM = 22.8 MB 73. LOAD LIST 5 74. *PRINT STORY DRIFT 75. *PRINT SUPPORT REACTION LIST 1 TO 4 76. PRINT MEMBER FORCES LIST 1 TO 29 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Framelbracing.anl Page 2 of 8 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 3 1- () , MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 -1.61 0.01 0.00 0.00 0.00 0.00 12 -33.10 -0.01 0.00 0.00 0.00 0.09 2 5 12 -21.47 -0.01 0.00 0.00 0.00 -0.09 6 -13.24 0.01 0.00 0.00 0.00 0.00 3 5 6 11.95 0.00 0.00 0.00 0.00 0.00 13 -46.66 0.00 0.00 0.00 0.00 0.04 4 5 7 -22.58 0.00 0.00 0.00 0.00 0.00 13 -12.13 0.00 0.00 0.00 0.00 0.04 5 5 7 -23.07 0.00 0.00 0.00 0.00 0.00 15 -11.64 0.00 0.00 0.00 0.00 -0.05 6 5 15 -33.48 0.00 0.00 0.00 0.00 0.05 8 -1.23 0.00 0.00 0.00 0.00 0.00 7 5 9 -42.09 0.00 0.00 0.00 0.00 0.00 10 -47.61 0.00 0.00 0.00 0.00 0.00 8 5 10 -43.16 0.00 0.00 0.00 0.00 0.00 11 -46.54 0.00 0.00 0.00 0.00 0.00 9 5 11 -46.03 0.00 0.00 0.00 0.00 0.00 14 -43.67 0.00 0.00 0.00 0.00 0.00 10 5 1 -52.44 0.81 0.00 0.00 0.00 0.00 5 52.44 -0.81 0.00 0.00 0.00 14.77 11 5 2 -5.07 0.65 0.00 0.00 0.00 0.00 6 5.07 -0.65 0.00 0.00 0.00 11.85 12 5 3 2.68 0.24 0.00 0.00 0.00 0.00 7 -2.68 -0.24 0.00 0.00 0.00 4.47 13 5 4 54.14 0.62 0.00 0.00 0.00 0.00 8 -54.14 -0.62 0.00 0.00 0.00 11.28 14 5 5 -52.45 -0.81 0.00 0.00 0.00 -14.77 9 52.45 0.81 0.00 0.00 0.00 0.00 15 5 6 -5.08 -0.65 0.00 0.00 0.00 -11.85 10 5.08 0.65 0.00 0.00 0.00 0.00 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Framelbracing.anl Page 3 of 8 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 4 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR-Z TORSION MOM -Y MOM -Z 16 5 7 2.69 -0.24 0.00 0.00 0.00 -4.47 11 -2.69 0.24 0.00 0.00 0.00 0.00 17 5 8 54.15 -0.61 0.00 0.00 0.00 -11.28 14 -54.15 0.61 0.00 0.00 0.00 0.00 18 5 1 - 111.98 0.00 0.00 0.00 0.00 0.00 12 111.98 0.00 0.00 0.00 0.00 0.00 19 5 12 110.81 0.00 0.00 0.00 0.00 0.00 2 - 110.81 0.00 0.00 0.00 0.00 0.00 20 5 2 - 102.27 0.00 0.00 0.00 0.00 0.00 13 102.27 0.00 0.00 0.00 0.00 0.00 21 5 13 102.71 0.00 0.00 0.00 0.00 0.00 3 - 102.71 0.00 0.00 0.00 0.00 0.00 22 5 3 - 105.55 0.00 0.00 0.00 0.00 0.00 15 105.55 0.00 0.00 0.00 0.00 0.00 23 5 15 107.17 0.00 0.00 0.00 0.00 0.00 4 - 107.17 0.00 0.00 0.00 0.00 0.00 24 5 9 67.76 0.00 0.00 0.00 0.00 0.00 12 -67.76 0.00 0.00 0.00 0.00 0.00 25 5 12 -68.91 0.00 0.00 0.00 0.00 0.00 10 68.91 0.00 0.00 0.00 0.00 0.00 26 5 10 75.48 0.00 0.00 0.00 0.00 0.00 13 -75.48 0.00 0.00 0.00 0.00 0.00 27 5 13 -75.04 0.00 0.00 0.00 0.00 0.00 11 75.04 0.00 0.00 0.00 0.00 0.00 28 5 11 71.57 0.00 0.00 0.00 0.00 0.00 15 -71.57 0.00 0.00 0.00 0.00 0.00 29 5 15 -69.95 0.00 0.00 0.00 0.00 0.00 14 69.95 0.00 0.00 0.00 0.00 0.00 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Framelbracing.anl Page 4 of 8 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 5 ' * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** �• SI 77. PARAMETER 78. CODE LRFD 79. LY 1 MEMB 1 TO 9 80. LZ 1 MEMB 1 TO 9 81. UNB 1 MEMB 1 TO 9 82. UNT 1 MEMB 1 TO 9 83. BEAM 1 MEMB 1 TO 29 84. FYLD 7200 MEND 1 TO 29 85. FYLD 6624 MEMB 18 TO 29 86. TRACK 1 MEMB 1 TO 29 87. CHECK CODE MEMB 18 TO 29 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design\Framelbracing.anl Page 5 of 8 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 6 STAAD.Pro CODE CHECKING - (LRF3) f' Sts * * * * * * * * * * * * * * * * * * * * * ** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION = == = 18 ST TUB 60608 PASS LRFD- H1 -1A -T 0.260 5 111.98 T 0.00 0.00 23.69 I DESIGN STRENGTHS FOR MEMBER 18 UNITS - KIP IN I I PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 I 19 ST TUB 60608 PASS LRFD- H1 -1A -C 0.831 5 110.81 C 0.00 0.00 23.69 I DESIGN STRENGTHS FOR MEMBER 19 UNITS - KIP IN I PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 I 20 ST TUB 60608 PASS LRFD- H1 -1A -T 0.238 5 102.27 T 0.00 0.00 23.69 I DESIGN STRENGTHS FOR MEMBER 20 UNITS - KIP IN I I PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 I 21 ST TUB 60608 PASS LRFD- H1 -1A -C 0.770 5 102.71 C 0.00 0.00 23.69 I DESIGN STRENGTHS FOR MEMBER 21 UNITS - KIP IN I I PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 I 22 ST TUB 60608 PASS LRFD- H1 -1A -T 0.245 5 105.55 T 0.00 0.00 23.69 I DESIGN STRENGTHS FOR MEMBER 22 UNITS - KIP IN I I PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 I 23 ST TUB 60608 PASS LRFD- H1 -1A -C 0.804 5 107.17 C 0.00 0.00 23.69 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Framelbracing.anl Page 6 of 8 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 7 ALL UNITS ARE - RIP FEET (UNLESS OTHERWISE NOTED) 1.1...S6 MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION + + I DESIGN STRENGTHS FOR MEMBER 23 UNITS - KIP IN I I PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 I + + 24 ST TUB 60606 PASS LRFD- H1 -1A -C 0.617 5 67.76 C 0.00 0.00 23.69 + + I DESIGN STRENGTHS FOR MEMBER 24 UNITS - KIP IN I I PNC= 109.80 PNT= 334.51 MNZ= 694.89 MNY= 695.52 VN= 111.78 I + + 25 ST TUB 60606 PASS LRFD- H1 -1A -T 0.206 5 68.91 T 0.00 0.00 23.69 + + I DESIGN STRENGTHS FOR MEMBER 25 UNITS - KIP IN I PNC= 109.80 PNT= 334.51 MNZ= 694.89 MNY= 695.52 VN= 111.78 I + + 26 ST TUB 60606 PASS LRFD- H1 -1A -C 0.687 5 75.48 C 0.00 0.00 23.69 I DESIGN STRENGTHS FOR MEMBER 26 UNITS - KIP IN I I PNC= 109.80 PNT= 334.51 MNZ= 694.89 MNY= 695.52 VN= 111.78 I + + 27 ST TUB 60606 PASS LRFD- H1 -1A -T 0.224 5 75.04 T 0.00 0.00 23.69 + + I DESIGN STRENGTHS FOR MEMBER 27 UNITS - KIP IN I I PNC= 109.80 PNT= 334.51 MNZ= 694.89 MNY= 695.52 VN= 111.78 I + + 28 ST TUB 60606 PASS LRFD- H1 -1A -C 0.652 5 71.57 C 0.00 0.00 23.69 + I DESIGN STRENGTHS FOR MEMBER 28 UNITS - KIP IN I I PNC= 109.80 PNT= 334.51 MNZ= 694.89 MNY= 695.52 VN= 111.78 I + + L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Framelbracing.anl Page 7 of 8 Thursday, September 16, 2004, 05:37 PM STAAD PLANE -- PAGE NO. 8 ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) .(S. MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ______________ = == _______ 29 ST TUB 60606 PASS LRFD- H1 -1A -T 0.209 5 69.95 T 0.00 0.00 23.69 DESIGN STRENGTHS FOR MEMBER 29 UNITS - KIP IN PNC= 109.80 PNT= 334.51 MNZ= 694.89 MNY= 695.52 VN= 111.78 * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 88. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 16,2004 TIME 17:37:37 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714- 974 -2500 ; Fax (USA) : 714- 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Framelbracing.anl Page 8 of 8 1 16 Calculations DLR Group ..., Date Subject Computed , Checked Project Name 1 ,(4 , • (c , 7 ) Project Number Page (of pages) 1 v,_ - I 14 z- ,,, -?..' - e,,,,,c• , t ' c.-,00*'' , z „,%. ; '& ,... At-cki--t-/ . 1._ 1 ..):,- ____ ___ ___ X C") I 1 --4.- N / .- ,_,. , N Job No Sheet No Rev , � /' 74-03103-00 1 Software licensed to Seattle Part Job Title Washington Square Mall Ref By MZ Datix)9_JUI -04 Chd Client File Frame N -4.std I Date/Time 16- Sep -2004 15:09 ■ 9 5 0 6 11 7 2 8 15 14 5 16 7 18 5 1 2 7 3 4 14 9 0 11 2 13 / 1--- X Load 2 Pnnt Time/Date• 16/09/2004 15.13 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 Thursday, September 16, 2004, 04:19 PM PAGE NO. 1 ********************* * * * * * * * * * * * * * * * * * * * * * * * * ** * * * ** * * STAAD.Pro * Version 2003 Bld 1002.US * * Proprietary Program of * Research Engineers, Intl. * Date= SEP 16, 2004 * Time= 16:19:16 * * USER ID: Seattle ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 3 60 0 0; 4 90 0 0; 5 0 18.33 0; 6 30 18.33 0; 7 60 18.33 0 12. 8 90 18.33 0; 9 0 35.66 0; 10 30 35.66 0; 11 60 35.66 0; 12 90 35.66 0 13. 13 120 0 0; 14 120 18.33 0; 15 120 35.66 0 14. MEMBER INCIDENCES 15. 1 5 6; 2 6 7; 3 7 8; 4 8 14; 5 9 10; 6 10 11; 7 11 12; 8 12 15; 9 1 5; 10 2 6 16. 11 3 7; 12 4 8; 13 14 13; 14 5 9; 15 6 10; 16 7 11; 17 8 12; 18 15 14 17. DEFINE MATERIAL START 18. ISOTROPIC STEEL 19. E 4.176E +006 20. POISSON 0.3 21. DENSITY 0.489024 22. ALPHA 6.5E -006 23. DAMP 0.03 24. END DEFINE MATERIAL 25. MEMBER PROPERTY AMERICAN 26. 1 TO 8 TABLE ST W30X124 27. 9 TO 18 TABLE ST W14X233 28. CONSTANTS 29. MATERIAL STEEL MEMB 1 TO 18 30. SUPPORTS 31. 1 TO 4 13 FIXED 32. LOAD 1 DEAD 33. MEMBER LOAD 34. 5 TO 8 UNI GY -0.2 35. 1 TO 4 UNI GY -0.6 36. JOINT LOAD 37. 9 TO 12 15 FY -10.4 38. 5 TO 8 14 FY -33.8 39. LOAD 2 SEISMIC 40. MEMBER LOAD 41. 5 TO 8 UNI X 1.725 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 2.anl Page 1 of 11 Thursday, September 16, 2004, 04:19 PM STAAD PLANE -- PAGE NO. 2 42. 1 TO 4 UNI X 1.285 r �t 43. LOAD 3 LIVE 44. MEMBER LOAD 45. 1 TO 4 UNI GY -0.5 46. JOINT LOAD 47. 5 TO 8 14 FY -31.5 48. LOAD 4 SNOW 49. MEMBER LOAD 50. 5 TO 8 UNI GY -0.075 51. JOINT LOAD 52. 9 TO 12 15 FY -11.3 53. LOAD COMB 5 1.346D +1.3E +.5L +.2S 54. 1 1.346 2 1.3 3 0.5 4 0.2 55. LOAD COMB 6 .754D +1.3E 56. 1 0.754 2 1.3 57. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 15/ 18/ 5 ORIGINAL /FINAL BAND- WIDTH= 6/ 4/ 12 DOF TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 30 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/489171.3 MB, EXMEM = 26.4 MB 58. LOAD LIST 5 6 59. PRINT STORY DRIFT L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 2.anl Page 2 of 11 Thursday, September 16, 2004, 04:19 PM STAAD PLANE -- PACE NO. 3 t• (i. C_ STORY HEIGHT LOAD DRIFT(INCH) ECCENTRICITY RATIO (FEET) X Z (FEET) BASE= 0.00 1 18.33 5 1.4784 0.0000 0.0000 L / 149 6 1.4784 0.0000 0.0000 L / 149 2 35.66 5 2.5816 0.0000 0.0000 L / 166 6 2.5816 0.0000 0.0000 L / 166 60. PRINT SUPPORT REACTION LIST 1 TO 4 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 2.anl Page 3 of 11 Thursday, September 16, 2004, 04:19 PM STAAD PLANE -- PAGE NO. 4 1.1 . SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 5 -81.56 19.22 0.00 0.00 0.00 913.15 6 -82.75 -35.29 0.00 0.00 0.00 920.03 2 5 - 101.63 134.31 0.00 0.00 0.00 1031.06 6 - 101.50 67.16 0.00 0.00 0.00 1030.37 3 5 -99.48 117.51 0.00 0.00 0.00 1019.37 6 -99.48 51.31 0.00 0.00 0.00 1019.37 4 5 - 101.22 104.20 0.00 0.00 0.00 1028.79 6 - 101.34 37.06 0.00 0.00 0.00 1029.48 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 61. PRINT MEMBER FORCES LIST 1 TO 18 L:\ projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 2.anl Page 4 of 11 Thursday, September 16, 2004, 04:19 PM STAAD PLANE -- PAGE NO. 5 1.1._11 1 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 -46.82 -37.46 0.00 0.00 0.00 - 792.42 6 -3.30 69.19 0.00 0.00 0.00 - 807.41 6 5 -46.62 -45.87 0.00 0.00 0.00 - 822.92 6 -3.50 59.44 0.00 0.00 0.00 - 756.77 2 5 6 -31.92 -26.25 0.00 0.00 0.00 - 543.61 7 -18.20 57.97 0.00 0.00 0.00 - 719.69 6 6 -31.76 -35.41 0.00 0.00 0.00 - 590.73 7 -18.35 48.98 0.00 0.00 0.00 - 675.09 3 5 7 -18.97 -26.53 0.00 0.00 0.00 - 563.70 8 -31.15 58.26 0.00 0.00 0.00 - 708.08 6 7 -18.81 -35.52 0.00 0.00 0.00 - 608.30 8 -31.30 49.09 0.00 0.00 0.00 - 660.96 4 5 8 -4.29 -35.15 0.00 0.00 0.00 - 630.63 14 -45.83 66.87 0.00 0.00 0.00 - 899.64 L 6 8 -4.09 -44.89 0.00 0.00 0.00 - 681.27 14 -46.02 58.47 0.00 0.00 0.00 - 869.15 5 5 9 -34.74 -20.82 0.00 0.00 0.00 - 391.49 10 -32.53 29.34 0.00 0.00 0.00 - 360.94 6 9 -36.13 -22.75 0.00 0.00 0.00 - 399.87 10 -31.15 27.27 0.00 0.00 0.00 - 350.41 6 5 10 -33.88 -15.49 0.00 0.00 0.00 - 270.69 11 -33.40 24.01 0.00 0.00 0.00 - 321.77 6 10 -35.10 -17.47 0.00 0.00 0.00 - 280.33 11 -32.18 21.99 0.00 0.00 0.00 - 311.56 7 5 11 -28.91 -15.45 0.00 0.00 0.00 - 278.70 12 -38.36 23.98 0.00 0.00 0.00 - 312.66 6 11 -30.13 -17.47 0.00 0.00 0.00 - 288.91 12 -37.14 21.99 0.00 0.00 0.00 - 303.02 8 5 12 -27.42 -20.39 0.00 0.00 0.00 - 315.19 15 -39.85 28.92 0.00 0.00 0.00 - 424.44 6 12 -28.81 -22.46 0.00 0.00 0.00 - 325.72 15 -38.47 26.99 0.00 0.00 0.00 - 416.07 9 5 1 19.22 81.56 0.00 0.00 0.00 913.15 5 -19.22 -81.56 0.00 0.00 0.00 581.81 6 1 -35.29 82.75 0.00 0.00 0.00 920.03 5 35.29 -82.75 0.00 0.00 0.00 596.69 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 2.anl Page 5 of 11 Thursday, September 16, 2004, 04:19 PM STAAD PLANE -- PAGE NO. 6 [ 1 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 10 5 2 134.31 101.63 0.00 0.00 0.00 1031.06 6 - 134.31 - 101.63 0.00 0.00 0.00 831.76 6 2 67.16 101.50 0.00 0.00 0.00 1030.37 6 -67.16 - 101.50 0.00 0.00 0.00 830.20 11 5 3 117.51 99.48 ' 0.00 0.00 0.00 1019.37 7 - 117.51 -99.48 0.00 0.00 0.00 804.03 6 3 51.31 99.48 0.00 0.00 0.00 1019.37 7 -51.31 -99.48 0.00 0.00 0.00 804.03 12 5 4 104.20 101.22 0.00 0.00 0.00 1028.79 8 - 104.20 - 101.22 0.00 0.00 0.00 826.56 6 4 37.06 101.34 0.00 0.00 0.00 1029.48 8 -37.06 - 101.34 0.00 0.00 0.00 828.11 13 5 14 173.29 85.68 0.00 0.00 0.00 633.41 13 - 173.29 -85.68 0.00 0.00 0.00 937.09 6 14 118.78 84.49 0.00 0.00 0.00 618.53 13 - 118.78 -84.49 0.00 0.00 0.00 930.21 14 5 5 -4.56 34.74 0.00 0.00 0.00 210.61 9 4.56 -34.74 0.00 0.00 0.00 391.49 6 5 -14.91 36.13 0.00 0.00 0.00 226.23 9 14.91 -36.13 0.00 0.00 0.00 399.87 15 5 6 30.12 66.41 0.00 0.00 0.00 519.26 10 -30.12 -66.41 0.00 0.00 0.00 631.63 6 6 17.65 66.25 0.00 0.00 0.00 517.29 10 -17.65 -66.25 0.00 0.00 0.00 630.74 16 5 7 24.82 62.31 0.00 0.00 0.00 479.36 11 -24.82 -62.31 0.00 0.00 0.00 600.47 6 7 12.36 62.31 0.00 0.00 0.00 479.36 11 -12.36 -62.31 0.00 0.00 0.00 600.47 17 5 8 19.84 65.78 0.00 0.00 0.00 512.16 12 -19.84 -65.78 0.00 0.00 0.00 627.85 6 8 7.37 65.95 0.00 0.00 0.00 514.13 12 -7.37 -65.95 0.00 0.00 0.00 628.74 18 5 15 45.18 39.85 0.00 0.00 0.00 424.44 14 -45.18 -39.85 0.00 0.00 0.00 266.23 6 15 34.83 38.47 0.00 0.00 0.00 416.07 14 -34.83 -38.47 0.00 0.00 0.00 250.61 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 2.anl Page 6 of 11 Thursday, September 16, 2004, 04:19 PM STAAD PLANE -- PAGE NO. 7 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 62. PARAMETER 63. CODE LRFD 64. UNB 1 MEMB 1 TO 8 65. UNT 1 MEMB 1 TO 8 66. LY 1 MEMB 1 TO 8 67. LZ 1 MEMB 1 TO 8 68. BEAM 1 MEMB 1 TO 18 69. FYLD 7200 MEMB 1 TO 18 70. TRACK 1 MEMB 1 TO 18 71. CHECK CODE MEMB 1 TO 18 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 2.anl Page 7 of 11 Thursday, September 16, 2004, 04:19 PM STAAD PLANE -- PAGE NO. 8 � . GA - 1 of STAAD.Pro CODE CHECKING - (LRF3) ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION __ __ 1 ST W30 X124 PASS LRFD- H1 -1B -T 0.552 6 46.62 T 0.00 - 822.92 0.00 DESIGN STRENGTHS FOR MEMBER 1 UNITS - KIP IN I I PNC= 798.33 PNT= 1642.50 MNZ= 18360.00 MNY= 2323.82 VN= 476.54 I 2 ST W30 X124 PASS LRFD- H1 -1B -C 0.482 5 18.20 C 0.00 719.69 30.00 DESIGN STRENGTHS FOR MEMBER 2 UNITS - KIP IN I I PNC= 798.33 PNT= 1642.50 MNZ= 18360.00 MNY= 2323.82 VN= 476.54 I 3 ST W30 X124 PASS LRFD- H1 -1B -C 0.482 5 1 31.15 C 0.00 708.08 30.00 + + I DESIGN STRENGTHS FOR MEMBER 3 UNITS - KIP IN I I PNC= 798.33 PNT= 1642.50 MNZ= 18360.00 MNY= 2323.82 VN= 476.54 I 4 ST W30 X124 PASS LRFD- H1 -1B -C 0.617 5 45.83 C 0.00 899.64 30.00 DESIGN STRENGTHS FOR MEMBER 4 UNITS - KIP IN I I PNC= 798.33 PNT= 1642.50 MNZ= 18360.00 MNY= 2323.82 VN= 476.54 I 5 ST W30 X124 PASS LRFD- H1 -1B -T 0.272 6 36.13 T 0.00 - 399.87 0.00 I DESIGN STRENGTHS FOR MEMBER 5 UNITS - KIP IN I PNC= 798.33 PNT= 1642.50 MNZ= 18360.00 MNY= 2323.82 VN= 476.54 I 6 ST W30 X124 PASS LRFD- H1 -1B -C 0.231 5 33.40 C 0.00 321.77 30.00 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 2.an1 Page 8 of 11 Thursday, September 16, 2004, 04:19 PM STAAD PLANE -- PAGE NO. 9 ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION I DESIGN STRENGTHS FOR MEMBER 6 UNITS - KIP IN I PNC= 798.33 PNT= 1642.50 MNZ= 18360.00 MNY= 2323.82 VN= 476.54 I 7 ST W30 X124 PASS LRFD- H1 -1B -C 0.228 5 38.36 C 0.00 312.66 30.00 I DESIGN STRENGTHS FOR MEMBER 7 UNITS - KIP IN I I PNC= 798.33 PNT= 1642.50 MNZ= 18360.00 MNY= 2323.82 VN= 476.54 I 8 ST W30 X124 PASS LRFD- H1 -1B -C 0.302 5 39.85 C 0.00 424.44 30.00 DESIGN STRENGTHS FOR MEMBER 8 UNITS - KIP IN I I PNC= 798.33 PNT= 1642.50 MNZ= 18360.00 MNY= 2323.82 VN= 476.54 I 9 ST W14 X233 PASS LRFD- H1 -1B -T 0.578 6 35.29 T 0.00 920.03 0.00 DESIGN STRENGTHS FOR MEMBER 9 UNITS - KIP IN I PNC= 2358.12 PNT= 3082.50 MNZ= 19276.57 MNY= 9770.29 VN= 463.40 I 10 ST W14 X233 PASS LRFD- H1 -1B -C 0.670 5 134.31 C 0.00 1031.06 0.00 I DESIGN STRENGTHS FOR MEMBER 10 UNITS - KIP IN I I PNC= 2358.12 PNT= 3082.50 MNZ= 19276.57 MNY= 9770.29 VN= 463.40 I 11 ST W14 X233 PASS LRFD- H1 -1B -C 0.659 5 117.51 C 0.00 1019.37 0.00 I DESIGN STRENGTHS FOR MEMBER 11 UNITS - KIP IN I PNC= 2358.12 PNT= 3082.50 MNZ= 19276.57 MNY= 9770.29 VN= 463.40 I L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 2.anl Page 9 of 11 Thursday, September 16, 2004, 04:19 PM STAAD PLANE -- PAGE NO. 10 ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 12 ST W14 X233 PASS LRFD- H1 -1B -C 0.663 5 104.20 C 0.00 1028.79 0.00 I DESIGN STRENGTHS FOR MEMBER 12 UNITS - KIP IN I I PNC= 2358.12 PNT= 3082.50 MNZ= 19276.57 MNY= 9770.29 VN= 463.40 I 13 ST W14 X233 PASS LRFD- H1 -1B -C 0.620 5 173.29 C 0.00 - 937.09 18.33 I DESIGN STRENGTHS FOR MEMBER 13 UNITS - KIP IN I I PNC= 2358.12 PNT= 3082.50 MNZ= 19276.57 MNY= 9770.29 VN= 463.40 I 14 ST W14 X233 PASS LRFD- H1 -1B -T 0.250 6 14.91 T 0.00 - 399.87 17.33 I DESIGN STRENGTHS FOR MEMBER 14 UNITS - KIP IN I PNC= 2411.45 PNT= 3082.50 MNZ= 19365.60 MNY= 9770.29 VN= 463.40 I 15 ST W14 X233 PASS LRFD- H1 -1B -C 0.398 5 30.12 C 0.00 - 631.63 17.33 I DESIGN STRENGTHS FOR MEMBER 15 UNITS - KIP IN I PNC= 2411.45 PNT= 3082.50 MNZ= 19365.60 MNY= 9770.29 VN= 463.40 I 16 ST W14 X233 PASS LRFD- H1 -1B -C 0.377 5 24.82 C 0.00 - 600.47 17.33 I DESIGN STRENGTHS FOR MEMBER 16 UNITS - KIP IN I I PNC= 2411.45 PNT= 3082.50 MNZ= 19365.60 MNY= 9770.29 VN= 463.40 I 17 ST W14 X233 PASS LRFD- H1 -1B -C 0.393 5 19.84 C 0.00 - 627.85 17.33 I DESIGN STRENGTHS FOR MEMBER 17 UNITS - KIP IN I I PNC= 2411.45 PNT= 3082.50 MNZ= 19365.60 MNY= 9770.29 VN= 463.40 I L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 2.anl Page 10 of 11 Thursday, September 16, 2004, 04:19 PM STAAD PLANE -- PAGE NO. 11 )) '^ 1. ALL UNITS ARE - RIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ______ 18 ST W14 X233 PASS LRFD- HI -1B -C 0.272 5 45.18 C 0.00 424.44 0.00 DESIGN STRENGTHS FOR MEMBER 18 UNITS - KIP IN I I PNC= 2411.45 PNT= 3082.50 MNZ= 19365.60 MNY= 9770.29 VN= 463.40 I * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 72. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 16,2004 TIME 16:19:16 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714- 974 -2500 ; Fax (USA) : 714 - 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 2.anl Page 11 of 11 V.L• Lo •\ Job No Sheet No Rev ,r 1 \ 74- 03103 -00 1 Software licensed to Seattle Part Job Title Washington Square Mall Ref By MZ Date09- Jul -04 Chd Client File Frame 2a.std I Date/Time 16- Sep -2004 15:19 5 '10 6 11 7 12 ' 4 15 16 17 . 1 • 2 7 3 8 • 1 11 12 libt EN v, / X 4 ' ' Load 2 Pnnt Time/Date. 16/09/2004 15:19 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 Thursday, September 16, 2004, 03:20 PM PAGE NO. 1 * * STAAD.Pro * Version 2003 Bld 1002.US * * Proprietary Program of * Research Engineers, Intl. * Date= SEP 16, 2004 * Time= 15:19:54 * * USER ID: Seattle ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 3 60 0 0; 4 90 0 0; 5 0 18.33 0; 6 30 18.33 0; 7 60 18.33 0 12. 8 90 18.33 0; 9 0 35.66 0; 10 30 35.66 0; 11 60 35.66 0; 12 90 35.66 0 13. MEMBER INCIDENCES 14. 1 5 6; 2 6 7; 3 7 8; 5 9 10; 6 10 11; 7 11 12; 9 1 5; 10 2 6; 11 3 7; 12 4 8 15. 14 5 9; 15 6 10; 16 7 11; 17 8 12 16. DEFINE MATERIAL START 17. ISOTROPIC STEEL 18. E 4.176E +006 19. POISSON 0.3 20. DENSITY 0.489024 21. ALPHA 6.5E -006 22. DAMP 0.03 23. END DEFINE MATERIAL 24. MEMBER PROPERTY AMERICAN 25. 1 TO 3 5 TO 7 TABLE ST W30X124 26. 9 TO 12 14 TO 17 TABLE ST W14X233 27. CONSTANTS 28. MATERIAL STEEL MEMB 1 TO 3 5 TO 7 9 TO 12 14 TO 17 29. SUPPORTS 30. 1 TO 4 FIXED 31. LOAD 1 DEAD 32. MEMBER LOAD 33. 5 TO 7 UNI GY -0.2 34. 1 TO 3 UNI GY -0.6 35. JOINT LOAD 36. 9 TO 12 FY -10.4 37. 5 TO 8 FY -33.8 38. LOAD 2 SEISMIC 39. MEMBER LOAD 40. 5 TO 7 UNI X 1.378 ' � / f0 41. 1 TO 3 UNI X 1.207 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 2a.an1 Page 1 of 9 Thursday, September 16, 2004, 03:20 PM STAAD PLANE -- PAGE NO. 2 42. LOAD 3 LIVE 43. MEMBER LOAD _, 44. 1 TO 3 UNI GY -0.5 45. JOINT LOAD 46. 5 TO 8 FY -31.5 47. LOAD 4 SNOW 48. MEMBER LOAD 49. 5 TO 7 UNI GY -0.075 50. JOINT LOAD 51. 9 TO 12 FY -11.3 52. LOAD COMB 5 1.346D +1.3E +.5L +.2S 53. 1 1.346 2 1.3 3 0.5 4 0.2 54. LOAD COMB 6 .754D +1.3E 55. 1 0.754 2 1.3 56. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 12/ 14/ 4 ORIGINAL /FINAL BAND- WIDTH= 4/ 4/ 15 DOF TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 24 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/489206.7 MB, EXMEM = 18.8 MB 57. LOAD LIST 5 6 58. PRINT STORY DRIFT L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 2a.anl Page 2 of 9 Thursday, September 16, 2004, 03:20 PM STAAD PLANE -- PAGE NO. 3 I . (. 6o`'( STORY HEIGHT LOAD DRIFT(INCH) ECCENTRICITY RATIO (FEET) X Z (FEET) BASE= 0.00 1 18.33 5 1.2027 0.0000 0.0000 L / 183 6 1.2027 0.0000 0.0000 L / 183 2 35.66 5 2.0763 0.0000 0.0000 L / 206 6 2.0763 0.0000 0.0000 L / 206 59. PRINT SUPPORT REACTION LIST 1 TO 4 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 2a.anl Page 3 of 9 Thursday, September 16, 2004, 03:20 PM STAAD PLANE -- PAGE NO. 4 SUPPORT REACTIONS -UNIT RIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 5 -66.49 34.60 0.00 0.00 0.00 744.00 6 -67.67 -19.93 0.00 0.00 0.00 750.87 2 5 -82.92 132.56 0.00 0.00 0.00 840.45 6 -82.78 65.50 0.00 0.00 0.00 839.63 3 5 -82.44 105.64 0.00 0.00 0.00 837.69 6 -82.58 38.58 0.00 0.00 0.00 838.51 4 5 -70.60 157.97 0.00 0.00 0.00 767.86 6 -69.41 103.45 0.00 0.00 0.00 760.99 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 60. PRINT MEMBER FORCES LIST 1 TO 3 5 TO 7 9 TO 12 14 TO 17 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 2a.anl Page 4 of 9 Thursday, September 16, 2004, 03:20 PM STAAD PLANE -- PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 -40.08 -27.35 0.00 0.00 0.00 - 627.89 6 -6.99 59.08 0.00 0.00 0.00 - 668.57 6 5 -39.87 -35.77 0.00 0.00 0.00 - 658.52 6 -7.20 49.34 0.00 0.00 0.00 - 618.22 2 5 6 -24.00 -17.22 0.00 0.00 0.00 - 415.09 7 -23.07 48.95 0.00 0.00 0.00 - 577.45 6 6 -23.80 -26.30 0.00 0.00 0.00 - 461.58 7 -23.27 39.87 0.00 0.00 - 0.00 - 530.96 3 5 7 -8.04 -25.08 0.00 0.00 0.00 - 492.79 8 -39.03 56.81 0.00 0.00 0.00 - 735.58 6 7 -7.83 -34.82 0.00 0.00 0.00 - 543.13 8 -39.25 48.39 0.00 0.00 0.00 - 704.95 5 5 9 -26.40 -15.55 0.00 0.00 0.00 - 304.34 10 -27.34 24.07 0.00 0.00 0.00 - 290.01 6 9 -27.80 -17.48 0.00 0.00 0.00 - 312.80 10 -25.94 22.00 0.00 0.00 0.00 - 279.46 6 5 10 -24.60 -10.88 0.00 0.00 0.00 - 205.92 11 -29.15 19.40 0.00 0.00 0.00 - 248.27 6 10 -25.83 -12.88 0.00 0.00 0.00 - 215.73, 11 -27.91 17.40 0.00 0.00 0.00 - 238.46 7 5 11 -22.18 -15.14 0.00 0.00 0.00 - 244.32 12 -31.56 23.66 0.00 0.00 0.00 - 337.63 6 11 -23.58 -17.21 0.00 0.00 0.00 - 254.88 12 -30.17 21.73 0.00 0.00 0.00 - 329.18 9 5 1 34.60 66.49 0.00 0.00 0.00 744.00 5 -34.60 -66.49 0.00 0.00 0.00 474.68 6 1 -19.93 67.67 0.00 0.00 0.00 750.87 5 19.93 -67.67 0.00 0.00 0.00 489.55 10 5 2 132.56 82.92 0.00 0.00 0.00 840.45 6 - 132.56 -82.92 0.00 0.00 0.00 679.56 6 2 65.50 82.78 0.00 0.00 0.00 839.63 6 -65.50 -82.78 0.00 0.00 0.00 677.72 11 5 3 105.64 82.44 0.00 0.00 0.00 837.69 7 - 105.64 -82.44 0.00 0.00 0.00 673.37 6 3 38.58 82.58 0.00 0.00 0.00 838.51 7 -38.58 -82.58 0.00 0.00 0.00 675.21 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 2a.anl Page 5 of 9 Thursday, September 16, 2004, 03:20 PM STAAD PLANE -- PAGE NO. 6 - t2. 1 c MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 12 5 4 157.97 70.60 0.00 0.00 0.00 767.86 8 - 157.97 -70.60 0.00 0.00 0.00 526.21 6 4 103.45 69.41 0.00 0.00 0.00 760.99 8 - 103.45 -69.41 0.00 0.00 0.00 511.34 14 5 5 0.71 26.40 0.00 0.00 0.00 153.21 9 -0.71 -26.40 0.00 0.00 0.00 304.34 6 5 -9.64 27.80 0.00 0.00 0.00 168.97 9 9.64 -27.80 0.00 0.00 0.00 312.80 15 5 6 29.46 51.93 0.00 0.00 0.00 404.10 10 -29.46 -51.93 0.00 0.00 0.00 495.93 6 6 16.97 51.78 0.00 0.00 0.00 402.08 10 -16.97 -51.78 0.00 0.00 0.00 495.18 16 5 7 20.53 51.32 0.00 0.00 0.00 396.87 11 -20.53 -51.32 0.00 0.00 0.00 492.59 6 7 8.04 51.48 0.00 0.00 0.00 398.88 11 -8.04 -51.48 0.00 0.00 0.00 493.35 17 5 8 39.92 31.56 0.00 0.00 0.00 209.37 12 -39.92 -31.56 0.00 0.00 0.00 337.63 6 8 29.57 30.17 0.00 0.00 0.00 193.61 12 -29.57 -30.17 0.00 0.00 0.00 329.18 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 61. PARAMETER 62. CODE LRFD 63. UNB 1 MEMB 1 TO 3 5 TO 7 64. UNT 1 MEMB 1 TO 3 5 TO 7 65. LY 1 MEMB 1 TO 3 5 TO 7 66. LZ 1 MEMB 1 TO 3 5 TO 7 67. BEAM 1 MEMB 1 TO 3 5 TO 7 9 TO 12 14 TO 17 68. FYLD 7200 MEMB 1 TO 3 5 TO 7 9 TO 12 14 TO 17 69. TRACK 1 MEMB 1 TO 3 5 TO 7 9 TO 12 14 TO 17 70. CHECK CODE MEMB 1 TO 3 5 TO 7 9 TO 12 14 TO 17 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 2a.anl Page 6 of 9 Thursday, September 16, 2004, 03:20 PM STAAD PLANE -- PAGE NO. 7 1,b. toS STAAD.Pro CODE CHECKING - (LRF3) * * * * * * * * * * * * * * * * * * * * * ** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ___ = _ ______________ 1 ST W30 X124 PASS LRFD- H1 -1B -T 0.443 6 39.87 T 0.00 - 658.52 0.00 + + DESIGN STRENGTHS FOR MEMBER 1 UNITS - KIP IN I I PNC= 798.33 PNT= 1642.50 MNZ= 18360.00 MNY= 2323.82 VN= 476.54 I + + 2 ST W30 X124 PASS LRFD- H1 -1B -C 0.392 5 23.07 C 0.00 577.45 30.00 + + I DESIGN STRENGTHS FOR MEMBER 2 UNITS - KIP IN I I PNC= 798.33 PNT= 1642.50 MNZ= 18360.00 MNY= 2323.82 VN= 476.54 I + + 3 ST W30 X124 PASS LRFD- HI -1B -C 0.505 5 39.03 C 0.00 735.58 30.00 + + I DESIGN STRENGTHS FOR MEMBER 3 UNITS - KIP IN I I PNC= 798.33 PNT= 1642.50 MNZ= 18360.00 MNY= 2323.82 VN= 476.54 I + + 5 ST W30 X124 PASS LRFD- H1 -1B -T 0.213 6 27.80 T 0.00 - 312.80 0.00 + + I DESIGN STRENGTHS FOR MEMBER 5 UNITS - KIP IN I I PNC= 798.33 PNT= 1642.50 MNZ= 18360.00 MNY= 2323.82 VN= 476.54 I + + 6 ST W30 X124 PASS LRFD- H1 -1B -C 0.181 5 29.15 C 0.00 248.27 30.00 + + I DESIGN STRENGTHS FOR MEMBER 6 UNITS - KIP IN I I PNC= 798.33 PNT= 1642.50 MNZ= 18360.00 MNY= 2323.82 VN= 476.54 I + + 7 ST W30 X124 PASS LRFD- H1 -1B -C 0.240 5 31.56 C 0.00 337.63 30.00 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 2a.anl Page 7 of 9 • Thursday, September 16, 2004, 03:20 PM STAAD PLANE -- PAGE NO. 8 t. L.. lo�l ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION DESIGN STRENGTHS FOR MEMBER 7 UNITS - KIP IN PNC= 798.33 PNT= 1642.50 MNZ= 18360.00 MNY= 2323.82 VN= 476.54 9 ST W14 X233 PASS LRFD- H1 -1B -T 0.471 6 19.93 T 0.00 750.87 0.00 DESIGN STRENGTHS FOR MEMBER 9 UNITS - KIP IN PNC= 2358.12 PNT= 3082.50 MNZ= 19276.57 MNY= 9770.29 VN= 463.40 10 ST W14 X233 PASS LRFD- H1 -1B -C 0.551 5 132.56 C 0.00 840.45 0.00 DESIGN STRENGTHS FOR MEMBER 10 UNITS - KIP IN PNC= 2358.12 PNT= 3082.50 MNZ= 19276.57 MNY= 9770.29 VN= 463.40 11 ST W14 X233 PASS LRFD- H1 -1B -C 0.544 5 105.64 C 0.00 837.69 0.00 DESIGN STRENGTHS FOR MEMBER 11 UNITS - KIP IN PNC= 2358.12 PNT= 3082.50 MNZ= 19276.57 MNY= 9770.29 VN= 463.40 12 ST W14 X233 PASS LRFD- H1 -1B -C 0.512 5 157.97 C 0.00 767.86 0.00 DESIGN STRENGTHS FOR MEMBER 12 UNITS - KIP IN PNC= 2358.12 PNT= 3082.50 MNZ= 19276.57 MNY= 9770.29 VN= 463.40 14 ST W14 X233 PASS LRFD- H1 -1B -T 0.195 6 9.64 T 0.00 - 312.80 17.33 + + DESIGN STRENGTHS FOR MEMBER 14 UNITS - KIP IN PNC= 2411.45 PNT= 3082.50 MNZ= 19365.60 MNY= 9770.29 VN= 463.40 L: \projects \74 - 03103 -00- 73731 +Design \St \Area B \MF & BF Design \Frame 2a.anl Page 8 of 9 Thursday, September 16, 2004, 03:20 PM STAAD PLANE -- PAGE NO. 9 ALL UNITS ARE - RIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 15 ST W14 X233 PASS LRFD- H1 -1B -C 0.313 5 29.46 C 0.00 - 495.93 17.33 DESIGN STRENGTHS FOR MEMBER 15 UNITS - KIP IN PNC= 2411.45 PNT= 3082.50 MNZ= 19365.60 MNY= 9770.29 VN= 463.40 16 ST W14 X233 PASS LRFD- H1 -1B -C 0.309 5 20.53 C 0.00 - 492.59 17.33 DESIGN STRENGTHS FOR MEMBER 16 UNITS - KIP IN I PNC= 2411.45 PNT= 3082.50 MNZ= 19365.60 MNY= 9770.29 VN= 463.40 17 ST W14 X233 PASS LRFD- H1 -1B -C 0.217 5 39.92 C 0.00 - 337.63 17.33 I DESIGN STRENGTHS FOR MEMBER 17 UNITS - KIP IN PNC= 2411.45 PNT= 3082.50 MNZ= 19365.60 MNY= 9770.29 VN= 463.40 * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 71. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 16,2004 TIME 15:19:54 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714- 974 -2500 ; Fax (USA) : 714 - 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 2a.anl Page 9 of 9 1 Calculations 16 DLR Group - -, Date Subject Computed Checked Project Name Project Number Page (of pages) . r ---, 1 > „ ---t----- — Z I _ i 1 i 1 ,L. 0 _DA. 1 ,-,v` \ I ...›.-• \',--\--- - - N ,,, Ni -1 i--Q , IJA S 3,,. C li (..b,,,,) 1 x w-0- ,--- , ‘ x . a .-.. , 2 0 ' 1 % • to ,tt2- _ Job No Sheet No Rev ,� / ' 74- 03103 -00 1 \ Part Software licensed to Seattle Job Title Washington Square Mall Ref B y MZ DateD9- Jul -04 Chd Client Fil Frame 3.std I Date/Time 16- Sep -2004 15:35 5 1 6 2 7 3 8 9 1 0 11 12 Load 4 Pnnt Time/Date: 16/09/2004 15:38 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 Thursday, September 16, 2004, 03:55 PM PAGE NO. 1 .10 1 ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * STAAD.Pro * Version 2003 Bld 1002.US * Proprietary Program of * Research Engineers, Intl. * Date= SEP 16, 2004 * Time= 15:55:40 * * USER ID: Seattle * ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 3 60 0 0; 4 90 0 0; 5 0 18.33 0; 6 30 18.33 0; 7 60 18.33 0 12. 8 90 18.33 0 13. MEMBER INCIDENCES 14. 1 5 6; 2 6 7; 3 7 8; 9 1 5; 10 2 6; 11 3 7; 12 4 8 15. DEFINE MATERIAL START 16. ISOTROPIC STEEL 17. E 4.176E +006 18. POISSON 0.3 19. DENSITY 0.489024 20. ALPHA 6.5E -006 21. DAMP 0.03 22. END DEFINE MATERIAL 23. MEMBER PROPERTY AMERICAN 24. 1 TO 3 TABLE ST W24X94 25. 9 TO 12 TABLE ST W14X233 26. CONSTANTS 27. MATERIAL STEEL MEMB 1 TO 3 9 TO 12 28. SUPPORTS 29. 1 TO 4 FIXED 30. LOAD 1 DEAD 31. MEMBER LOAD 32. 1 TO 3 UNI GY -0.58 33. JOINT LOAD 34. 5 TO 8 FY -33.8 35. 5 TO 8 FY -24.2 36. LOAD 2 SEISMIC 37. MEMBER LOAD 38. 1 TO 3 UNI X 1.889 39. LOAD 3 LIVE 40. MEMBER LOAD 41. 1 TO 3 UNI GY -0.5 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 3.anl Page 1 of 8 Thursday, September 16, 2004, 03:55 PM STAAD PLANE -- PAGE NO. 2 .l,.1i 42. JOINT LOAD 43. 5 TO 8 FY -31.5 44. LOAD 4 SNOW 45. JOINT LOAD 46. 5 TO 8 FY -26.3 47. LOAD COMB 5 1.346D +1.3E +.5L +.2S 48. 1 1.346 2 1.3 3 0.5 4 0.2 49. LOAD COMB 6 .754D +1.3E 50. 1 0.754 2 1.3 51. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER+ELEMENTS /SUPPORTS = 8/ 7/ 4 ORIGINAL /FINAL BAND- WIDTH= 4/ 4/ 6 DOF TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 12 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/489182.2 MB, EXMEM = 19.4 MB 52. LOAD LIST 5 6 53. PRINT STORY DRIFT L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 3.anl Page 2 of 8 Thursday, September 16, 2004, 03:55 PM STAAD PLANE -- PAGE NO. 3 \,J, ,115 STORY HEIGHT LOAD DRIFT(INCH) ECCENTRICITY RATIO (FEET) X Z (FEET) BASE= 0.00 1 18.33 5 0.9424 0.0000 0.0000 L / 233 6 0.9424 0.0000 0.0000 L / 233 54. PRINT SUPPORT REACTION LIST 1 TO 4 L \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 3.anl Page 3 of 8 Thursday, September 16, 2004, 03:55 PM STAAD PLANE -- PAGE NO. 4 (.b .tll9 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 5 -44.29 93.46 0.00 0.00 0.00 538.65 6 -46.54 29.92 0.00 0.00 0.00 551.24 2 5 -62.92 135.99 0.00 0.00 0.00 647.09 6 -62.56 62.13 0.00 0.00 0.00 644.88 3 5 -61.67 126.47 0.00 0.00 0.00 639.44 6 -62.03 52.61 0.00 0.00 0.00 641.64 4 5 -52.13 133.16 0.00 0.00 0.00 582.38 6 -49.87 69.62 0.00 0.00 0.00 569.79 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 55. PRINT MEMBER FORCES LIST 1 TO 3 9 TO 12 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 3.anl Page 4 of 8 Thursday, September 16, 2004, 03:55 PM STAAD PLANE -- PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 -44.29 -5.62 0.00 0.00 0.00 - 273.10 6 -29.39 36.54 0.00 0.00 0.00 - 359.34 6 5 -46.54 -13.81 0.00 0.00 0.00 - 301.92 6 -27.13 26.93 0.00 0.00 0.00 - 309.24 2 5 6 -33.54 0.37 0.00 0.00 0.00 - 146.95 7 -40.13 30.55 0.00 0.00 0.00 - 305.72 6 6 -35.44 -8.53 0.00 0.00 0.00 - 192.65 7 -38.24 21.65 0.00 0.00 0.00 - 260.02 3 5 7 -21.54 -3.16 0.00 0.00 0.00 - 185.30 8 -52.13 34.08 0.00 0.00 0.00 - 373.21 6 7 -23.80 -12.77 0.00 0.00 0.00 - 235.40 8 -49.87 25.89 0.00 0.00 0.00 - 344.39 9 5 1 93.46 44.29 0.00 0.00 0.00 538.65+' 5 -93.46 -44.29 0.00 0.00 0.00 273.10 6 1 29.92 46.54 0.00 0.00 0.00 551.24 5 -29.92 -46.54 0.00 0.00 0.00 301.92 10 5 2 135.99 62.92 0.00 0.00 0.00 647.09 6 - 135.99 -62.92 0.00 0.00 0.00 506.28 6 2 62.13 62.56 0.00 0.00 0.00 644.88 6 -62.13 -62.56 0.00 0.00 0.00 501.89 11 5 3 126.47 61.67 0.00 0.00 0.00 639.44 7 - 126.47 -61.67 0.00 0.00 0.00 491.02 6 3 52.61 62.03 0.00 0.00 0.00 641.64 7 -52.61 -62.03 0.00 0.00 0.00 495.42 12 5 4 133.16 52.13 0.00 0.00 0.00 582.38 8 - 133.16 -52.13 0.00 0.00 0.00 373.21 6 4 69.62 49.87 0.00 0.00 0.00 569.79 8 -69.62 -49.87 0.00 0.00 0.00 344.39 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 56. PARAMETER 57. CODE LRFD 58. UNB 1 MEMB 1 TO 3 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 3.anl Page 5 of 8 Thursday, September 16, 2004, 03:55 PM STAAD PLANE -- PAGE NO. 6 59 . UNT 1 MEMB 1 TO 3 1' L.1(S 60. LY 1 MEMB 1 TO 3 61. LZ 1 MEMB 1 TO 3 62. BEAM 1 MEMB 1 TO 3 9 TO 12 63. FYLD 7200 MEMB 1 TO 3 9 TO 12 64. TRACK 1 MEMB 1 TO 3 9 TO 12 65. CHECK CODE MEMB 1 TO 3 9 TO 12 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 3.anl Page 6 of 8 Thursday, September 16, 2004, 03:55 PM STAAD PLANE -- PAGE NO_ 7 STAAD.Pro CODE CHECKING - (LRF3) * * * * * * * * * * * * * * * * * * * * * ** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST W24 X94 PASS LRFD- H1 -1B -C 0.401 5 29.39 C 0.00 359.34 30.00 DESIGN STRENGTHS FOR MEMBER 1 UNITS - KIP IN I PNC= 620.19 PNT= 1246.50 MNZ= 11430.00 MNY= 1623.28 VN= 338.03 I 2 ST W24 X94 PASS LRFD- H1 -1B -C 0.353 5 40.13 C 0.00 305.72 30.00 I DESIGN STRENGTHS FOR MEMBER 2 UNITS - KIP IN I I PNC= 620.19 PNT= 1246.50 MNZ= 11430.00 MNY= 1623.28 VN= 338.03 I 3 ST W24 X94 PASS LRFD- HI -1B -C 0.434 5 52.13 C 0.00 373.21 30.00 I DESIGN STRENGTHS FOR MEMBER 3 UNITS - KIP IN I I PNC= 620.19 PNT= 1246.50 MNZ= 11430.00 MNY= 1623.28 VN= 338.03 I 9 ST W14 X233 PASS LRFD- H1 -1B -C 0.355 5 93.46 C 0.00 538.65 0.00 I DESIGN STRENGTHS FOR MEMBER 9 UNITS - KIP IN I I PNC= 2358.12 PNT= 3082.50 MNZ= 19276.57 MNY= 9770.29 VN= 463.40 I 10 ST W14 X233 PASS LRFD- H1 -1B -C 0.432 5 135.99 C 0.00 647.09 0.00 I DESIGN STRENGTHS FOR MEMBER 10 UNITS - KIP IN I I PNC= 2358.12 PNT= 3082.50 MNZ= 19276.57 MNY= 9770.29 VN= 463.40 I 11 ST W14 X233 PASS LRFD- H1 -1B -C 0.425 5 126.47 C 0.00 639.44 0.00 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 3.anl Page 7 of 8 Thursday, September 16, 2004, 03:55 PM STAAD PLANE -- PAGE NO. 8 1. 10.1)..7 ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION DESIGN STRENGTHS FOR MEMBER 11 UNITS - KIP IN I I PNC= 2358.12 PNT= 3082.50 MNZ= 19276.57 MNY= 9770.29 VN= 463.40 I 12 ST W14 X233 PASS LRFD- H1 -1B -C 0.391 5 133.16 C 0.00 582.38 0.00 I DESIGN STRENGTHS FOR MEMBER 12 UNITS - KIP IN I I PNC= 2358.12 PNT= 3082.50 MNZ= 19276.57 MNY= 9770.29 VN= 463.40 I * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 66. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 16,2004 TIME 15:55:40 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714- 974 -2500 ; Fax (USA) : 714 - 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 3.anl Page 8 of 8 Job No Sheet No Rev 11 1 , 74- 03103 -00 1 Part Software licensed to Seattle Job Title Washington Square Mall Ref By MZ Date09- Jul -04 Chd Client File Frame 3a.std I Dat&/Time 16- Sep -2004 15:56 1 . 0 Load Pnnt Time/Date: 16/09/2004 15:59 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 Thursday, September 16, 2004, 03:56 PM PAGE NO. 1 ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * STAAD.Pro * Version 2003 Bld 1002.US * Proprietary Program of * Research Engineers, Intl. * Date= SEP 16, 2004 * Time= 15:56:38 * * USER ID: Seattle * ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 5 0 18.33 0; 6 30 18.33 0 12. MEMBER INCIDENCES 13. 1 5 6; 9 1 5; 10 2 6 14. DEFINE MATERIAL START 15. ISOTROPIC STEEL 16. E 4.176E +006 17. POISSON 0.3 18. DENSITY 0.489024 19. ALPHA 6.5E -006 20. DAMP 0.03 21. END DEFINE MATERIAL 22. MEMBER PROPERTY AMERICAN 23. 1 TABLE ST W24X94 24. 9 10 TABLE ST W14X233 25. CONSTANTS 26. MATERIAL STEEL MEMB 1 9 10 27. SUPPORTS 28. 1 2 FIXED 29. LOAD 1 DEAD 30. JOINT LOAD 31. 5 FY -24.2 32. 6 FY -20.7 33. MEMBER LOAD 34. 1 CON Y -22.5 20 35. 1 CON GY -22.5 10 36. JOINT LOAD 37. 5 6 FY -22.5 38. LOAD 2 SEISMIC 39. MEMBER LOAD 40. 1 UNI X 2.234 41. LOAD 3 LIVE L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 3a.anl Page 1 of 7 Thursday, September 16, 2004, 03:56 PM STAAD PLANE -- PAGE NO. 2 42. MEMBER LOAD . 123 43. 1 CON Y -21 20 44. 1 CON GY -21 10 45. JOINT LOAD 46. 5 6 FY -21 47. LOAD 4 SNOW 48. JOINT LOAD 49. 5 FY -26.3 50. 6 FY -22.5 51. LOAD COMB 5 1.346D +1.3E +.5L +.2S 52. 1 1.346 2 1.3 3 0.5 4 .2 53. LOAD COMB 6 .754D+1.3E 54. 1 0.754 2 1.3 55. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 4/ 3/ 2 ORIGINAL /FINAL BAND- WIDTH= 2/ 2/ 6 DOF TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 6 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0 /489182.3 MB, EXMEM = 17.5 MB 56. LOAD LIST 5 6 57. PRINT STORY DRIFT L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 3a.anl Page 2 of 7 Thursday, September 16, 2004, 03:56 PM STAAD PLANE -- PAGE NO. 3 1..6. 12-q STORY HEIGHT LOAD DRIFT(INCH) ECCENTRICITY RATIO (FEET) X Z (FEET) EASE= 0.00 1 18.33 5 0.8153 0.0000 0.0000 L / 270 6 0.8154 0.0000 0.0000 L / 270 58. PRINT SUPPORT REACTION LIST 1 2 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 3a.anl Page 3 of 7 Thursday, September 16, 2004, 03:56 PM STAAD PLANE -- PAGE NO. 4 I,to• 12( SUPPORT REACTIONS -UNIT RIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 5 -27.02 99.25 0.00 0.00 0.00 402.03 6 -36.68 32.03 0.00 0.00 0.00 457.10 2 5 -60.11 134.08 0.00 0.00 0.00 590.54 6 -50.44 69.68 0.00 0.00 0.00 535.52 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 59. PRINT MEMBER FORCES LIST 1 9 10 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 3a.anl Page 4 of 7 Thursday, September 16, 2004, 03:56 PM STAAD PLANE -- PAGE NO. 5 ),b.12b MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 -27.02 20.64 0.00 0.00 0.00 -93.22 6 -60.11 60.93 0.00 0.00 0.00 - 511.23 6 5 -36.68 -3.18 0.00 0.00 0.00 - 215.26 6 -50.44 37.11 0.00 0.00 0.00 - 389.14 9 5 1 99.25 27.02 0.00 0.00 0.00 402.03 5 -99.25 -27.02 0.00 0.00 0.00 93.22 6 1 32.03 36.68 0.00 0.00 0.00 457.10 5 -32.03 -36.68 0.00 0.00 0.00 215.26 10 5 2 134.08 60.11 0.00 0.00 0.00 590.54 6 - 134.08 -60.11 0.00 0.00 0.00 511.23 6 2 69.68 50.44 0.00 0.00 0.00 535.52 6 -69.68 -50.44 0.00 0.00 0.00 389.14 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 60. PARAMETER '61. CODE LRFD 62. UNB 1 MEMB 1 63. UNT 1 MEMB 1 64. LY 1 MEMB 1 65. LZ 1 MEMB 1 66. BEAM 1 MEMB 1 9 10 67. FYLD 7200 MEMB 1 9 10 68. TRACK 1 MEMB 1 9 10 69. CHECK CODE MEMB 1 9 10 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 3a.anl Page 5 of 7 Thursday, September 16, 2004, 03:56 PM STAAD PLANE -- PAGE NO. 6 STAAD.Pro CODE CHECKING - (LRF3) ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT / CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION =_ _ = = = = =___= s 1 ST W24 X94 PASS LRFD- H1 -1B -C 0.585 5 60.11 C 0.00 511.23 30.00 I DESIGN STRENGTHS FOR MEMBER 1 UNITS - KIP IN I I PNC= 620.19 PNT= 1246.50 MNZ= 11430.00 MNY= 1623.28 VN= 338.03 I 9 ST W14 X233 PASS LRFD- H1 -1B -C 0.291 6 32.03 C 0.00 457.10 0.00 I DESIGN STRENGTHS FOR MEMBER 9 UNITS - KIP IN I I PNC= 2358.12 PNT= 3082.50 MNZ= 19276.57 MNY= 9770.29 VN= 463.40 I 10 ST W14 X233 PASS LRFD- H1 -1B -C 0.396 5 134.08 C 0.00 590.54 0.00 DESIGN STRENGTHS FOR MEMBER 10 UNITS - KIP IN I I PNC= 2358.12 PNT= 3082.50 MNZ= 19276.57 MNY= 9770.29 VN= 463.40 I * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 70. FINISH L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 3a.anl Page 6 of 7 Thursday, September 16, 2004, 03:56 PM STAAD PLANE -- PAGE NO. 7 t6! NA * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 16,2004 TIME 15:56:38 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714- 974 -2500 ; Fax (USA) : 714- 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 3a.anl Page 7 of 7 1 Calculations DLRGroup Date I . 6. lit .y Subject Computed Checked Project Name Project Number Page (of pages) 1n/ hp, = .2 , 2.3{c.. f 1 ,., z.I� i 1...A., --- 2. K � r � Y� r i .,`J n - V ‘ 10/ 2 1< Liii r aT ,' wt 1, -9( N Fi. avt •'�'� ; , N oi3O , ; 4 4 0 4A7- - wIEixz,k; C ( / d 0 1� {.� r QL 2 w ,S)Ps' X41,`,. { \j =, �4LJ� LL le ;.,. 6. 6 1( 9 3, ) K N_ -_17. _ _ .. , , n v �, D I_ 1 1 .. — S5.S il 5, 0 L , ?o 1.6. 13° Job No Sheet No Rev hi � / , 74- 03103 -00 1 \ Part - Software licensed to Seattle Job Title Washington Square Mall Ref By MZ Date09- Jul-04 Chd Client F118 Frame 'A' bm &col.std I Date/Time 17-Sep-2004 07:44 0 5 0 1 O 0 0 18 • 1 Load 4 Print Time/Date 17/09/2004 07 45 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 9•(9. Friday, September 17, 2004, 02:35 PM PAGE NO. 1 ********************* ** * * * * ** * * * * * * * * * * * * * * * * * * * * * ** * * STAAD.Pro * Version 2003 Bid 1002.US * Proprietary Program of * Research Engineers, Intl. * Date= SEP 17, 2004 * Time= 14:35: 3 * * * USER ID:'Seattie ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 5 0 18.33 0; 6 30 18.33 0; 9 0 36.33 0; 10 30 36.33 0 12. 12 15 18.33 0 13. MEMBER INCIDENCES 14. 1 5 12; 2 12 6; 7 9 10; 10 1 5; 11 2 6; 14 5 9; 15 6 10; 18 1 12; 19 12 2 15. 24 9 12; 25 12 10 16. DEFINE MATERIAL START 17. ISOTROPIC STEEL 18. E 4.176E +006 19. POISSON 0.3 20. DENSITY 0.489024 21. ALPHA 6.5E -006 22. DAMP 0.03 23. ISOTROPIC STEELBRACING 24. E 417600 25. POISSON 0.3 26. DENSITY 0.489024 27. DAMP 0.03 28. ALPHA 6.5 29. END DEFINE MATERIAL 30. MEMBER PROPERTY AMERICAN 31. 10 11 14 15 TABLE ST W14X68 32. 18 19 TABLE ST TUB60608 33. 24 25 TABLE ST TUB60606 34. 7 TABLE ST W16X26 35. 1 2 TABLE ST W16X40 36. CONSTANTS 37. MATERIAL STEEL MEMB 1 2 7 10 11 14 15 38. MATERIAL STEELBRACING MEMB 18 19 24 25 39. SUPPORTS 40. 1 2 PINNED 41. MEMBER RELEASE L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'A' bm &col.anl Page 1 of 8 f ,c0.'3 - Friday, September 17, 2004, 02:35 PM STAAD PLANE -- PAGE NO. 2 42. 1 7 18 19 24 25 START MZ 43. 2 7 18 19 24 25 END MZ 44. LOAD 1 DEAD 45. JOINT LOAD 46. 9 FY -2 47. 10 FY -2.3 48. MEMBER LOAD 49. 7 UNI GY -0.23 50. LOAD 2 SEISMIC 51. MEMBER LOAD 52. 7 UNI X 2.07 53. *LOAD 3 LIVE 54. LOAD 4 SNOW 55. JOINT LOAD 56. 9 FY -2.1 57. 10 FY -2.5 58. MEMBER LOAD 59. 7 UNI GY -0.25 60. LOAD COMB 5 1.346D +1.3E +.5L 61. 1 1.346 2 1.3 4 0.2 62. LOAD COMB 6 .754D+1.3E 63. 1 0.754 2 1.3 64. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 7/ 11/ 2 ORIGINAL /FINAL BAND- WIDTH= 6/ 6/ 17 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 17 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0 /488835.0 MB, EXMEM = 31.1 MB 65. LOAD LIST 5 6 66. PRINT STORY DRIFT L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'A' bm &col.anl Page 2 of 8 .tom Friday, September 17, 2004, 02 :35 PM STAAD PLANE -- PAGE NO. 3 STORY HEIGHT LOAD DRIFT(INCH) ECCENTRICITY RATIO (FEET) X Z (FEET) BASE= 0.00 1 18.33 5 0.9666 0.0000 0.0000 L / 227 6 0.9666 0.0000 0.0000 L / 227 2 36.33 5 2.1686 0.0000 0.0000 L / 201 6 2.1685 0.0000 0.0000 L / 201 67. PRINT SUPPORT REACTION LIST 1 2 L:\projectsl74- 03103 -00 -73731 +Design \St \Area B\MF & BF Design \Frame 'A' bm &col.anl Page 3 of 8 1 , 6 .1 •'t Friday, September 17, 2004, 02:35 PM STAAD PLANE -- PAGE NO. 4 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 5 -40.22 -89.26 0.00 0.00 0.00 0.00 6 -40.29 -93.65 0.00 0.00 0.00 0.00 2 5 -40.51 106.75 0.00 0.00 0.00 0.00 6 -40.44 102.10 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 68. PRINT MEMBER FORCES LIST 1 2 7 10 11 14 15 18 19 24 25 L: \projects \74 - 03103 -00- 7373\4Design \St\Area B \MF & BF Design \Frame 'A' bm &col.anl Page 4 of 8 1.19 ,1 5( Friday, September 17, 2004, 02:35 PM STAAD PLANE -- PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 1.51 0.00 0.00 0.00 0.00 0.00 12 -1.51 0.00 0.00 0.00 0.00 -0.05 6 5 1.51 0.00 0.00 0.00 0.00 0.00 12 -1.51 0.00 0.00 0.00 0.00 -0.02 2 5 12 -1.52 0.00 0.00 0.00 0.00 0.05 6 1.52 0.00 0.00 0.00 0.00 0.00 6 12 -1.52 0.00 0.00 0.00 0.00 0.02 6 1.52 0.00 0.00 0.00 0.00 0.00 7 5 9 -40.51 5.39 0.00 0.00 0.00 0.00 10 -40.22 5.39 0.00 0.00 0.00 0.00 6 9 -40.43 2.60 0.00 0.00 0.00 0.00 10 -40.29 2.60 0.00 0.00 0.00 0.00 10 5 1 -39.19 -0.75 0.00 0.00 0.00 0.00 5 39.19 0.75 0.00 0.00 0.00 -13.76 6 1 -43.50 -0.75 0.00 0.00 0.00 0.00 5 43.50 0.75 0.00 0.00 0.00 -13.75 11 5 2 56.33 -0.75 0.00 0.00 0.00 0.00 6 -56.33 0.75 0.00 0.00 0.00 -13.77 6 2 51.77 -0.75 0.00 0.00 0.00 0.00 6 -51.77 0.75 0.00 0.00 0.00 -13.76 14 5 5 -39.19 0.76 0.00 0.00 0.00 13.76 9 39.19 -0.76 0.00 0.00 0.00 0.00 6 5 -43.50 0.76 0.00 0.00 0.00 13.75 9 43.50 -0.76 0.00 0.00 0.00 0.00 15 5 6 56.34 0.76 0.00 0.00 0.00 13.77 10 -56.34 -0.76 0.00 0.00 0.00 0.00 6 6 51.77 0.76 0.00 0.00 0.00 13.76 10 -51.77 -0.76 0.00 0.00 0.00 0.00 18 5 1 -64.69 0.00 0.00 0.00 0.00 0.00 12 64.69 0.00 0.00 0.00 0.00 0.00 6 1 -64.81 0.00 0.00 0.00 0.00 0.00 12 64.81 0.00 0.00 0.00 0.00 0.00 19 5 12 65.15 0.00 0.00 0.00 0.00 0.00 2 -65.15 0.00 0.00 0.00 0.00 0.00 6 12 65.03 0.00 0.00 0.00 0.00 0.00 2 -65.03 0.00 0.00 0.00 0.00 0.00 L: \pro3ects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'A' bm &col.anl Page 5 of 8 Friday, September 17, 2004, 02:35 PM STAAD PLANE -- PAGE NO. 6 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 24 5 9 62.08 0.00 0.00 0.00 0.00 0.00 12 -62.08 0.00 0.00 0.00 0.00 0.00 6 9 61.97 0.00 0.00 0.00 0.00 0.00 12 -61.97 0.00 0.00 0.00 0.00 0.00 25 5 12 -61.63 0.00 0.00 0.00 0.00 0.00 10 61.63 0.00 0.00 0.00 0.00 0.00 6 12 -61.75 0.00 0.00 0.00 0.00 0.00 10 61.75 0.00 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 69. PARAMETER 70. CODE LRFD 71. LY 1 MEMB 7 72. LZ 1 MEMB 7 73. UNB 1 MEMB 7 74. UNT 1 MEMB 7 75. BEAM 1 MEMB 1 2 7 10 11 14 15 18 19 24 25 76. FYLD 7200 MEMB 1 2 7 10 11 14 15 18 19 24 25 77. FYLD 6624 MEMB 18 19 24 25 78. TRACK 1 MEMB 1 2 7 10 11 14 15 18 19 24 25 79. CHECK CODE MEMB 1 2 7 10 11 14 15 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'A' bm &col.anl Page 6 of 8 I.to.111 Friday, September 17, 2004, 02:35 PM STAAD PLANE -- PAGE NO. 7 STAAD.Pro CODE CHECKING - (LRF3) * * * * * * * * * * * * * * * * * * * * * ** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======== = ========= = 1 ST W16 X40 PASS LRFD- H1 -1B -C 0.004 5 1.51 C 0.00 0.05 15.00 + + DESIGN STRENGTHS FOR MEMBER 1 UNITS - KIP IN PNC= 187.34 PNT= 531.00 MNZ= 2234.99 MNY= 557.76 VN= 131.84 I + + 2 ST W16 X40 PASS LRFD- H1 -1B -T 0.002 5 1.52 T 0.00 0.05 0.00 + + DESIGN STRENGTHS FOR MEMBER 2 UNITS - KIP IN I I PNC= 187.34 PNT= 531.00 MNZ= 2234.99 MNY= 557.76 VN= 131.84 I + + 7 ST W16 X26 PASS LRFD- H1 -1A -C 0.527 6 40.29 C 0.00 0.00 30.00 + + I DESIGN STRENGTHS FOR MEMBER 7 UNITS - KIP IN I PNC= 76.46 PNT= 345.60 MNZ= 1989.00 MNY= 235.64 VN= 104.56 I + + 10 ST W14 X68 PASS LRFD- H1 -1B -T 0.062 6 43.50 T 0.00 13.75 18.33 + + I DESIGN STRENGTHS FOR MEMBER 10 UNITS - KIP IN I I PNC= 473.67 PNT= 900.00 MNZ= 4374.46 MNY= 1627.80 VN= 157.32 I + + 11 ST W14 X68 PASS LRFD- H1 -1B -C 0.097 5 56.33 C 0.00 13.77 18.33 + + DESIGN STRENGTHS FOR MEMBER 11 UNITS - KIP IN PNC= 473.67 PNT= 900.00 MNZ= 4374.46 MNY= 1627.80 VN= 157.32 + + 14 ST W14 X68 PASS LRFD- H1 -1B -T 0.062 6 43.50 T 0.00 13.75 0.00 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'A' bm &col.anl Page 7 of 8 1 1 iD. J Friday, September 17, 2004, 02:35 PM STAAD PLANE -- PAGE NO. 8 ALL UNITS ARE - RIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY ME LOCATION I DESIGN STRENGTHS FOR MEMBER 14 UNITS - KIP IN I PNC= 483.66 PNT= 900.00 MNZ= 4401.86 MNY= 1627.80 VN= 157.32 I 15 ST W14 X68 PASS LRFD- H1 -1B -C 0.096 5 56.34 C 0.00 13.77 0.00 I DESIGN STRENGTHS FOR MEMBER 15 UNITS - KIP IN I PNC= 483.66 PNT= 900.00 MNZ= 4401.86 MNY= 1627.80 VN= 157.32 I * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 80. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 17,2004 TIME= 14:35: 3 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714- 974 -2500 ; Fax (USA) : 714- 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'A' bm &col.anl Page 8 of 8 Friday, September 17, 2004, 08:06 AM PAGE NO. 1 ********************* ** * * * * * * * * * * ** * * * ** * * * * * * * * ** ** * * STAAD.Pro * Version 2003 Bld 1002.US * Proprietary Program of * Research Engineers, Intl. * Date= SEP 17, 2004 * Time= 8: 4:55 * * * USER ID: Seattle ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 5 0 18.33 0; 6 30 18.33 0; 9 0 36.33 0; 10 30 36.33 0 12. 12 15 18.33 0 13. MEMBER INCIDENCES 14. 1 5 12; 2 12 6; 7 9 10; 10 1 5; 11 2 6; 14 5 9; 15 6 10; 18 1 12; 19 12 2 15. 24 9 12; 25 12 10 16. DEFINE MATERIAL START 17. ISOTROPIC STEEL 18. E 4.176E +006 19. POISSON 0.3 20. DENSITY 0.489024 21. ALPHA 6.5E -006 22. DAMP 0.03 23. ISOTROPIC STEELCOL 24. E 4.176E +007 25. POISSON 0.3 26. DENSITY 0.489024 27. DAMP 0.03 28. ALPHA 6.5 29. END DEFINE MATERIAL 30. MEMBER PROPERTY AMERICAN 31. 10 11 14 15 TABLE ST W12X53 32. 18 19 TABLE ST TUB60608 33. 24 25 TABLE ST TUB60606 34. 7 TABLE ST W16X26 35. 1 2 TABLE ST W16X40 36. CONSTANTS 37. MATERIAL STEEL MEMB 1 2 7 18 19 24 25 38. MATERIAL STEELCOL MEMB 10 11 14 15 39. SUPPORTS 40. 1 2 PINNED 41. MEMBER RELEASE L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'A' bracing.anl Page 1 of 6 Friday, September 17, 2004, 08:06 AM STAAD PLANE -- PAGE NO. 2 42. 1 7 18 19 24 25 START MZ 43. 2 7 18 19 24 25 END MZ 44. *LOAD 1 DEAD 45. *JOINT LOAD 46. *9 FY -2 47. *10 FY -2.3 48. *MEMBER LOAD 49. *7 UNI GY -0.23 50. LOAD 2 SEISMIC 51. MEMBER LOAD 52. 7 UNI X 2.07 53. *LOAD 3 LIVE 54. *LOAD 4 SNOW 55. *JOINT LOAD 56. *9 FY -2.1 57. *10 FY -2.5 58. *MEMBER LOAD 59. *7 UNI GY -0.25 60. LOAD COMB 5 1.346D +1.3E +.5L 61. 2 1.3 62. LOAD COMB 6 .754D +1.3E 63. 2 1.3 64. PERFORM ANALYSIS ** WARNING ** A STIFF MATERIAL WITH 1.000E +01 TIMES THE STIFFNESS OF STEEL ENTERED. PLEASE CHECK. P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 7/ 11/ 2 ORIGINAL /FINAL BAND- WIDTH= 6/ 6/ 17 DOF TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 17 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0 /489127.3 MB, EXMEM = 37.8 MB 65. LOAD LIST 5 66. *PRINT STORY DRIFT 67. *PRINT SUPPORT REACTION LIST 1 TO 4 68. PRINT MEMBER FORCES LIST 1 2 7 10 11 14 15 18 19 24 25 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'A' bracing.anl Page 2 of 6 1 .1 4. .141 Friday, September 17, 2004, 08:06 AM STAAD PLANE -- PAGE NO. 3 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 0.96 0.00 0.00 0.00 0.00 0.00 12 -0.96 0.00 0.00 0.00 0.00 0.00 2 5 12 -0.96 0.00 0.00 0.00 0.00 0.00 6 0.96 0.00 0.00 0.00 0.00 0.00 7 5 9 -40.36 0.00 0.00 0.00 0.00 0.00 10 -40.36 0.00 0.00 0.00 0.00 0.00 10 5 1 -47.86 -0.48 0.00 0.00 0.00 0.00 5 47.86 0.48 0.00 0.00 0.00 -8.71 11 5 2 47.86 -0.48 0.00 0.00 0.00 0.00 6 -47.86 0.48 0.00 0.00 0.00 -8.71 14 5 5 -47.86 0.48 0.00 0.00 0.00 8.71 9 47.86 -0.48 0.00 0.00 0.00 0.00 15 5 6 47.86 0.48 0.00 0.00 0.00 8.71 10 -47.86 -0.48 0.00 0.00 0.00 0.00 18 5 1 -64.49 0.00 0.00 0.00 0.00 0.00 12 64.49 0.00 0.00 0.00 0.00 0.00 19 5 12 64.49 0.00 0.00 0.00 0.00 0.00 2 -64.49 0.00 0.00 0.00 0.00 0.00 24 5 9 62.30 0.00 0.00 0.00 0.00 0.00 12 -62.30 0.00 0.00 0.00 0.00 0.00 25 5 12 -62.30 0.00 0.00 0.00 0.00 0.00 10 62.30 0.00 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 69. PARAMETER 70. CODE LRFD 71. LY 1 MEMB 1 2 7 72. LZ 1 MEMB 1 2 7 73. UNB 1 MEMB 1 2 7 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'A' bracing.anl Page 3 of 6 (. 6 ,V4 Friday, September 17, 2004, 08:06 AM STAAD PLANE -- PAGE NO. 4 74. UNT 1 MEMB 1 2 7 75. BEAM 1 MEMB 1 2 7 10 11 14 15 18 19 24 25 76. FYLD 7200 MEMB 1 2 7 10 11 14 15 18 19 24 25 77. FYLD 6624 MEMB 18 19 24 25 78. TRACK 1 MEMB 1 2 7 10 11 14 15 18 19 24 25 79. CHECK CODE MEMB 18 19 24 25 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B\MF & BF Design \Frame 'A' bracing.anl Page 4 of 6 i t (1 . t'4 3 Friday, September 17, 2004, 08:06 AM STAAD PLANE -- PAGE NO. 5 STAAD.Pro CODE CHECKING - (LRF3) * * * * * * * * * * * * * * * * * * * * * ** ALL UNITS ARE - RIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 18 ST TUB 60608 PASS LRFD- H1 -1B -T 0.075 5 64.49 T 0.00 0.00 23.69 I DESIGN STRENGTHS FOR MEMBER 18 UNITS - KIP IN I I PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 I 19 ST TUB 60608 PASS LRFD- H1 -1A -C 0.483 5 64.49 C 0.00 0.00 23.69 DESIGN STRENGTHS FOR MEMBER 19 UNITS - KIP IN I I PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 I 24 ST TUB 60606 PASS LRFD- H1 -1A -C 0.555 5 62.30 C 0.00 0.00 23.43 I DESIGN STRENGTHS FOR MEMBER 24 UNITS - KIP IN I I PNC= 112.27 PNT= 334.51 MNZ= 694.97 MNY= 695.52 VN= 111.78 I 25 ST TUB 60606 PASS LRFD- H1 -1B -T 0.093 5 62.30 T 0.00 0.00 23.43 I DESIGN STRENGTHS FOR MEMBER 25 UNITS - KIP IN I I PNC= 112.27 PNT= 334.51 MNZ= 694.97 MNY= 695.52 VN= 111.78 I * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 80. FINISH L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'A' bracing.anl Page 5 of 6 1, La Ali Friday, September 17, 2004, 08:06 AM STAAD PLANE -- PAGE NO. 6 * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 17,2004 TIME= 8: 4:56 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714- 974 -2500 ; Fax (USA) : 714 - 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'A' bracing.anl Page 6 of 6 • Job No Sheet No Rev < 74- 03103 -00 1 \ Part Software licensed to Seattle Job Trtle Washington Square Mall Ref B y MZ Date09- Jul-04 Chd Client File Frame 'B' bm &col.std I Date/Time 17-Sep-2004 08:35 0 0 5 0 0 1 0 0 0 18 1 Load 1 0 0 7. Print Time/Date: 17 /09/2004 08.55 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 Friday, September 17, 2004, 08:34 AM PAGE NO. 1 ********************* ** * * * * * * * ** * * * * * * * * * *** * * **** ** * * * STAAD.Pro * Version 2003 Bid 1002.US * Proprietary Program of * Research Engineers, Intl. * Date= SEP 17, 2004 * Time= 8:33:56 * * * USER ID: Seattle ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 20 0 0; 5 0 18.33 0; 6 20 18.33 0; 9 0 36.33 0; 10 20 36.33 0 12. 12 10 18.33 0 13. MEMBER INCIDENCES 14. 1 5 12; 2 12 6; 7 9 10; 10 1 5; 11 2 6; 14 5 9; 15 6 10; 18 1 12; 19 12 2 15. 24 9 12; 25 12 10 16. DEFINE MATERIAL START 17. ISOTROPIC STEEL 18. E 4.176E +006 19. POISSON 0.3 20. DENSITY 0.489024 21. ALPHA 6.5E -006 22. DAMP 0.03 23. ISOTROPIC STEELBRACING 24. E 417600 25. POISSON 0.3 26. DENSITY 0.489024 27. DAMP 0.03 28. ALPHA 6.5 29. END DEFINE MATERIAL 30. MEMBER PROPERTY AMERICAN 31. 10 11 14 15 TABLE ST W10X49 32. 18 19 TABLE ST TUB60608 33. 24 25 TABLE ST TUB60606 34. 7 TABLE ST W16X26 35. 1 2 TABLE ST W16X40 36. CONSTANTS 37. MATERIAL STEEL MEMB 1 2 7 10 11 14 15 38. MATERIAL STEELBRACING MEMB 18 19 24 25 39. SUPPORTS 40. 1 2 PINNED 41. MEMBER RELEASE L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'B' bm &col.anl Page 1 of 8 1.6°,147 Friday, September 17, 2004, 08:34 AM STAAD PLANE -- PAGE NO. 2 42. 1 7 18 19 24 25 START MZ 43. 2 7 18 19 24 25 END MZ 44. LOAD 1 DEAD 45. JOINT LOAD 46. 9 10 FY -2.5 47. MEMBER LOAD 48. 7 UNI GY -0.545 49. JOINT LOAD 50. 5 6 FY -3 51. MEMBER LOAD 52. 1 2 UNI GY -1.3 53. LOAD 2 SEISMIC 54. MEMBER LOAD 55. 7 UNI X 2.9 56. 1 2 UNI X 3.91 57. LOAD 3 LIVE 58. MEMBER LOAD 59. 1 2 UNI GY -1.5 60. JOINT LOAD 61. 5 6 FY -3 62. LOAD 4 SNOW 63. MEMBER LOAD 64. 7 UNI GY -0.375 65. JOINT LOAD 66. 9 10 FY -2.5 67. LOAD COMB 5 1.346D +1.3E +.5L +.2S 68. 1 1.346 2 1.3 3 .5 4 0.2 69. LOAD COMB 6 .754D +1.3E 70. 1 0.754 2 1.3 71. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER+ELEMENTS /SUPPORTS = 7/ 11/ 2 ORIGINAL /FINAL BAND- WIDTH= 6/ 6/ 17 DOF TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 17 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/489127.2 MB, EXMEM = 36.5 MB 72. LOAD LIST 5 6 73. PRINT STORY DRIFT L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'B' bm &col.anl Page 2 of 8 1.6 4410 Friday, September 17, 2004, 08:34 AM STAND PLANE -- PAGE NO. 3 STORY HEIGHT LOAD DRIFT(INCH) ECCENTRICITY RATIO (FEET) X Z (FEET) BASE= 0.00 1 18.33 5 3.1616 0.0000 0.0000 L / 69 6 3.1616 0.0000 0.0000 L / 69 2 36.33 5 5.0376 0.0000 0.0000 L / 86 6 5.0376 0.0000 0.0000 L / 86 74. PRINT SUPPORT REACTION LIST 1 2 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'B' bm &col.anl Page 3 of 8 1.6 ,I41 Friday, September 17, 2004, 08:34 AM STAAD PLANE -- PAGE NO. 4 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 5 -83.77 - 187.65 0.00 0.00 0.00 0.00 6 -86.63 - 212.08 0.00 0.00 0.00 0.00 2 5 -93.29 272.62 0.00 0.00 0.00 0.00 6 -90.43 248.19 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 75. PRINT MEMBER FORCES LIST 1 2 7 10 11 14 15 18 19 24 25 L: \projects\74- 03103 -00- 7373 \ +Design\St\Area B \MF & BF Design \Frame 'B' bm &col.anl Page 4 of 8 i.1" - ' Friday, September 17, 2004, 08:34 AM STAAD PLANE -- PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SBEAR-Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 -2.80 11.43 0.00 0.00 0.00 0.00 12 -48.03 13.57 0.00 0.00 0.00 -10.73 6 5 -2.81 4.48 0.00 0.00 0.00 0.00 12 -48.02 5.32 0.00 0.00 0.00 -4.23 2 5 12 -48.02 13.57 0.00 0.00 0.00 10.73 6 -2.81 11.43 0.00 0.00 0.00 0.00 6 12 -48.02 5.32 0.00 0.00 0.00 4.23 6 -2.81 4.48 0.00 0.00 0.00 0.00 7 5 9 -35.01 8.09 0.00 0.00 0.00 0.00 10 -40.39 8.09 0.00 0.00 0.00 0.00 6 9 -36.68 4.11 0.00 0.00 0.00 0.00 10 -38.72 4.11 0.00 0.00 0.00 0.00 10 5 1 -36.65 1.39 0.00 0.00 0.00 0.00 5 36.65 -1.39 0.00 0.00 0.00 25.47 6 1 -55.83 1.39 0.00 0.00 0.00 0.00 5 55.83 -1.39 0.00 0.00 0.00 25.49 11 5 2 104.17 1.39 0.00 0.00 0.00 0.00 6 - 104.17 -1.39 0.00 0.00 0.00 25.53 6 2 84.99 1.39 0.00 0.00 0.00 0.00 6 -84.99 -1.39 0.00 0.00 0.00 25.51 14 5 5 -53.62 -1.42 0.00 0.00 0.00 -25.47 9 53.62 1.42 0.00 0.00 0.00 0.00 6 5 -62.57 -1.42 0.00 0.00 0.00 -25.49 9 62.57 1.42 0.00 0.00 0.00 0.00 15 5 6 87.20 -1.42 0.00 0.00 0.00 -25.53 10 -87.20 1.42 0.00 0.00 0.00 0.00 6 6 78.25 -1.42 0.00 0.00 0.00 -25.51 10 -78.25 1.42 0.00 0.00 0.00 0.00 18 5 1 - 172.01 0.00 0.00 0.00 0.00 0.00 12 172.01 0.00 0.00 0.00 0.00 0.00 6 1 - 177.99 0.00 0.00 0.00 0.00 0.00 12 177.99 0.00 0.00 0.00 0.00 0.00 19 5 12 191.89 0.00 0.00 0.00 0.00 0.00 2 - 191.89 0.00 0.00 0.00 0.00 0.00 6 12 185.91 0.00 0.00 0.00 0.00 0.00 2 - 185.91 0.00 0.00 0.00 0.00 0.00 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'B' bm &col.anl Page 5 of 8 1.12. Friday, September 17, 2004, 08:34 AM STAAD PLANE -- PAGE NO. 6 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 24 5 9 75.01 0.00 0.00 0.00 0.00 0.00 12 -75.01 0.00 0.00 0.00 0.00 0.00 6 9 78.44 0.00 0.00 0.00 0.00 0.00 12 -78.44 0.00 0.00 0.00 0.00 0.00 25 5 12 -86.09 0.00 0.00 0.00 0.00 0.00 10 86.09 0.00 0.00 0.00 0.00 0.00 6 12 -82.66 0.00 0.00 0.00 0.00 0.00 10 82.66 0.00 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 76. PARAMETER 77. CODE LRFD 78. LY 1 MEMB 1 2 7 79. LZ 1 MEMB 1 2 7 80. UNB 1 MEMB 1 2 7 81. UNT 1 MEMB 1 2 7 82. BEAM 1 MEMB 1 2 7 10 11 14 15 18 19 24 25 83. FYLD 7200 MEMB 1 2 7 10 11 14 15 18 19 24 25 84. FYLD 6624 MEMB 18 19 24 25 85. TRACK 1 MEMB 1 2 7 10 11 14 15 18 19 24 25 86. CHECK CODE MEMB 1 2 7 10 11 14 15 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'B' bm &col.anl Page 6 of 8 .B Friday, September 17, 2004, 08:34 AM STAAD PLANE -- PAGE NO. 7 STAAD.Pro CODE CHECKING - (LRF3) ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST W16 X40 PASS LRFD- HI -1B -C 0.124 5 22.61 C 0.00 -25.88 5.00 DESIGN STRENGTHS FOR MEMBER 1 UNITS - KIP IN PNC= 385.10 PNT= 531.00 MNZ= 3280.50 MNY= 557.76 VN= 131.84 2 ST W16 X40 PASS LRFD- H1 -1B -T 0.116 5 22.60 T 0.00 -25.88 5.00 DESIGN STRENGTHS FOR MEMBER 2 UNITS - KIP IN PNC= 385.10 PNT= 531.00 MNZ= 3280.50 MNY= 557.76 VN= 131.84 7 ST W16 X26 PASS LRFD- H1 -1A -C 0.390 5 34.11 C 0.00 -12.35 18.33 DESIGN STRENGTHS FOR MEMBER 7 UNITS - KIP IN PNC= 105.21 PNT= 345.60 MNZ= 1989.00 MNY= 235.64 VN= 104.56 10 ST W10 X49 PASS LRFD- H1 -1B -T 0.173 6 55.83 T 0.00 -25.49 18.2.3 DESIGN STRENGTHS FOR MEMBER 10 UNITS - KIP IN PNC= 354.72 PNT= 648.00 MNZ= 2354.03 MNY= 1260.90 VN= 91.62 11 ST W10 X49 PASS LRFD- H1 -1A -C 0.409 5 104.17 C 0.00 -25.53 18.33 DESIGN STRENGTHS FOR MEMBER 11 UNITS - KIP IN PNC= 354.72 PNT= 648.00 MNZ= 2354.03 MNY= 1260.90 VN= 91.62 14 ST W10 X49 PASS LRFD- H1 -1B -T 0.178 6 62.57 T 0.00 -25.49 0.00 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'B' bm &col.anl Page 7 of 8 I.b.1r Friday, September 17, 2004, 08:34 AM STAAD PLANE -- PAGE NO. 8 ALL UNITS ARE - RIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO / LOADING/ FX MY MZ LOCATION DESIGN STRENGTHS FOR MEMBER 14 UNITS - KIP IN I I PNC= 361.69 PNT= 648.00 MNZ= 2366.90 MNY= 1260.90 VN= 91.62 I 15 ST W10 X49 PASS LRFD- HI -1A -C 0.356 5 87.20 C 0.00 -25.53 0.00 I DESIGN STRENGTHS FOR MEMBER 15 UNITS - KIP IN I PNC= 361.69 PNT= 648.00 MNZ= 2366.90 MNY= 1260.90 VN= 91.62 I * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 87. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 17,2004 TIME 8:33:57 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714 - 974 -2500 ; Fax (USA) : 714- 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'B' bm &col.anl Page 8 of 8 c.4• Friday, September 17, 2004, 08:44 AM PAGE NO. 1 ********************* * * * * * * * ** * * * * * * * * * * ** * * ** * * * * ** * STAAD.Pro * Version 2003 Bld 1002.US * Proprietary Program of * Research Engineers, Intl. * Date= SEP 17, 2004 * * Time= 8:42:38 * * * USER ID: Seattle ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 20 0 0; 5 0 18.33 0; 6 20 18.33 0; 9 0 36.33 0; 10 20 36.33 0 12. 12 10 18.33 0 13. MEMBER INCIDENCES 14. 1 5 12; 2 12 6; 7 9 10; 10 1 5; 11 2 6; 14 5 9; 15 6 10; 18 1 12; 19 12 2 15. 24 9 12; 25 12 10 16. DEFINE MATERIAL START 17. ISOTROPIC STEEL 18. E 4.176E +006 19. POISSON 0.3 20. DENSITY 0.489024 21. ALPHA 6.5E -006 22. DAMP 0.03 23. ISOTROPIC STEELCOL 24. E 4.176E +007 25. POISSON 0.3 26. DENSITY 0.489024 27. DAMP 0.03 28. ALPHA 6.5 29. END DEFINE MATERIAL 30. MEMBER PROPERTY AMERICAN 31. 10 11 14 15 TABLE ST W10X49 32. 18 19 TABLE ST TUB60608 33. 24 25 TABLE ST TUB60606 34. 7 TABLE ST W16X26 35. 1 2 TABLE ST W16X40 36. CONSTANTS 37. MATERIAL STEEL MEMB 1 2 7 18 19 24 25 38. MATERIAL STEELCOL MEMB 10 11 14 15 39. SUPPORTS 40. 1 2 PINNED 41. MEMBER RELEASE L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'B' bracing.anl Page 1 of 6 Friday, September 17, 2004, 08:44 AM STAAD PLANE -- PAGE NO. 2 42. 1 7 18 19 24 25 START MZ 43. 2 7 18 19 24 25 END MZ 44. *LOAD 1 DEAD 45. *JOINT LOAD 46. *9 10 FY -2.5 47. *MEMBER LOAD 48. *7 UNI GY -0.545 49. *JOINT LOAD 50. *5 6 FY -3 51. *MEMBER LOAD 52. *1 2 UNI GY -1.3 53. LOAD 2 SEISMIC 54. MEMBER LOAD 55. 7 UNI X 2.9 56. 1 2 UNI X 3.91 57. *LOAD 3 LIVE 58. *MEMBER LOAD 59. *1 2 UNI GY -1.5 60. *JOINT LOAD 61. *5 6 FY -3 62. *LOAD 4 SNOW 63. *MEMBER LOAD 64. *7 UNI GY -0.375 65. *JOINT LOAD 66. *9 10 FY -2.5 67. LOAD COMB 5 1.346D +1.3E +.5L +.2S 68. 2 1.3 69. LOAD COMB 6 .754D +1.3E 70. 2 1.3 71. PERFORM ANALYSIS * WARNING ** A STIFF MATERIAL WITH 1.000E +01 TIMES THE STIFFNESS OF STEEL ENTERED. PLEASE CHECK. P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 7/ 11/ 2 ORIGINAL /FINAL BAND- WIDTH= 6/ 6/ 17 DOF TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 17 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/489117.3 MB, EXMEM = 35.8 MB 72. LOAD LIST 5 73. *PRINT STORY DRIFT 74. *PRINT SUPPORT REACTION LIST 1 2 75. PRINT MEMBER FORCES LIST 1 2 7 10 11 14 15 18 19 24 25 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'B' bracing.anl Page 2 of 6 Friday, September 17, 2004, 08:44 AM STAAD PLANE -- PAGE NO. 3 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 -3.10 0.00 0.00 0.00 0.00 0.00 12 -47.73 0.00 0.00 0.00 0.00 0.00 2 5 12 -47.73 0.00 0.00 0.00 0.00 0.00 6 -3.10 0.00 0.00 0.00 0.00 0.00 7 5 9 -37.70 0.00 0.00 0.00 0.00 0.00 10 -37.70 0.00 0.00 0.00 0.00 0.00 10 5 1 -70.67 1.53 0.00 0.00 0.00 0.00 5 70.67 -1.53 0.00 0.00 0.00 28.13 11 5 2 70.67 1.53 0.00 0.00 0.00 0.00 6 -70.67 -1.53 0.00 0.00 0.00 28.13 14 5 5 -70.67 -1.56 0.00 0.00 0.00 -28.13 9 70.67 1.56 0.00 0.00 0.00 0.00 15 5 6 70.67 -1.56 0.00 0.00 0.00 -28.13 10 -70.67 1.56 0.00 0.00 0.00 0.00 18 5 1 - 181.65 0.00 0.00 0.00 0.00 0.00 12 181.65 0.00 0.00 0.00 0.00 0.00 19 5 12 181.65 0.00 0.00 0.00 0.00 0.00 2 - 181.65 0.00 0.00 0.00 0.00 0.00 24 5 9 80.85 0.00 0.00 0.00 0.00 0.00 12 -80.85 0.00 0.00 0.00 0.00 0.00 25 5 12 -80.85 0.00 0.00 0.00 0.00 0.00 10 80.85 0.00 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 76. PARAMETER 77. CODE LRFD 78. LY 1 MEMB 1 2 7 79. LZ 1 MEMB 1 2 7 80. UNB 1 MEMB 1 2 7 L:\ projects \74 - 03103 -00- 7373\4Design \St \Area B \MF & BF Design \Frame 'B' bracing.anl Page 3 of 6 1,19.10 Friday, September 17, 2004, 08:44 AM STAAD PLANE -- PAGE NO. 4 81. UNT 1 MEMB 1 2 7 82. BEAM 1 MEMB 1 2 7 10 11 14 15 18 19 24 25 83. FYLD 7200 MEMB 1 2 7 10 11 14 15 18 19 24 25 84. FYLD 6624 MEMB 18 19 24 25 85. TRACK 1 MEMB 1 2 7 10 11 14 15 18 19 24 25 86. CHECK CODE MEMB 18 19 24 25 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'B' bracing.anl Page 4 of 6 9 .`s3 Friday, September 17, 2004, 08:44 AM STAAD PLANE -- PAGE NO. 5 STAAD.Pro CODE CHECKING - (LRF3) * * * * * * * * * * * * * * * * * * * * * ** ALL UNITS ARE - RIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION _ = = == =========== = = = = = === 18 ST TUB 60608 PASS LRFD- H1 -1A -T 0.422 5 181.65 T 0.00 0.00 20.88 DESIGN STRENGTHS FOR MEMBER 18 UNITS - KIP IN I I PNC= 170.41 PNT= 430.56 MNZ= 865.26 MNY= 865.26 VN= 149.04 I * 19 ST TUB 60608 FAIL LRFD- H1 -1A -C 7 5 181.65 C 0.00 20.88 I DESIGN STRENGTHS FOR MEMBER 19 UNITS - KIP IN I I PNC= 170.41 PNT= 430.56 MNZ= 865.26 MNY= 865.26 VN= 149.04 I 24 ST TUB 60606 PASS LRFD- H1 -1A -C 0.568 5 80.85 C 0.00 0.00 20.59 I DESIGN STRENGTHS FOR MEMBER 24 UNITS - KIP IN I I PNC= 142.28 PNT= 334.51 MNZ= 695.52 NNY= 695.52 VN= 111.78 I 25 ST TUB 60606 PASS LRFD- H1 -1A -T 0.242 5 80.85 T 0.00 0.00 20.59 I DESIGN STRENGTHS FOR MEMBER 25 UNITS - KIP IN I I PNC= 142.28 PNT= 334.51 MNZ= 695.52 MNY= 695.52 VN= 111.78 I * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 87. FINISH L: \projects\74- 03103 -00- 737.3\4Design \St \Area B \MF & BF Design \Frame 'B' bracing.anl Page 5 of 6 i ` ei Friday, September 17, 2004, 08:44 AM STAAD PLANE -- PAGE NO. 6 * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 17,2004 TIME= 8:42:39 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714- 974 -2500 ; Fax (USA) : 714 - 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'B' bracing.anl Page 6 of 6 1 Calculations DLR Group °, Date Subject Computed ' ` t' 6° Checked Project Name k Project Number R .. 1` Page (of pages) \\„; ji__,,,, _ . .. A ,-, %,,),,,..,_. 4-A. - r e tc., ..2 7�,p ,`1 td -c' _,J - - ...„. - , y- J,fl\._ Q - W —___1,.. ni , y49 3 vl LA x4r - 1 -- - j ' --`-j T 4 V 50, 4' ` oq k 7S, z'k NI 60( 17/116(A/ ::- 1O7,7 275,(< 2/2 /k = 1, 34• ►Z?,7 ic P iOCK,6 k p iv1 r Co f S4 k C k Li 7Cck .323,E 26' 7,3 - k } _ Job No Sheet No Rev , � < 74- 03103 -00 1 \ Software licensed to Seattle Part Job Title Washington Square Mall Ref B y MZ Date09- Jul -04 Chd Client File Frame 'C' bm &col.std I Date/Time 17 -Sep -2004 10:06 • o 5 O G 0 18 • 2 O 0 Load 1 1J Pnnt Time/Date: 17/09/2004 10 08 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 . 6- 1b2 Friday, September 17, 2004, 10:13 AM PAGE NO. 1 * * STAAD.Pro * Version 2003 Bld 1002.US * Proprietary Program of * Research Engineers, Intl. * Date= SEP 17, 2004 * Time= 10:12:57 * * * USER ID: Seattle ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 3 60 0 0; 5 0 18.33 0; 6 30 18.33 0; 7 60 18.33 0 12. 9 0 36.67 0; 10 30 36.67 0; 12 15 18.33 0 13. MEMBER INCIDENCES 14. 1 5 12; 2 12 6; 3 6 7; 7 9 10; 10 1 5; 11 2 6; 12 3 7; 14 5 9; 15 6 10 15. 18 1 12; 19 12 2; 20 2 7; 21 6 3; 24 9 12; 25 12 10 J16. DEFINE MATERIAL START 17. ISOTROPIC STEEL 18. E 4.176E+006 19. POISSON 0.3 20. DENSITY 0.489024 21. ALPHA 6.5E -006 22. DAMP 0.03 23. ISOTROPIC STEELBRACING 24. E 417600 25. POISSON 0.3 26. DENSITY 0.489024 27. DAMP 0.03 28. ALPHA 6.5 29. END DEFINE MATERIAL 30. MEMBER PROPERTY AMERICAN 31. 1 TO 3 TABLE ST W21X62 32. 7 TABLE ST W18X40 33. 10 TO 12 14 15 TABLE ST W10X49 34. 18 TO 21 TABLE ST TUB60608 35. 24 25 TABLE ST TUB60606 36. CONSTANTS 37. MATERIAL STEEL MEMB 1 TO 3 7 10 TO 12 14 15 38. MATERIAL STEELBRACING MEMB 18 TO 21 24 25 39. SUPPORTS 40. 1 TO 3 PINNED 41. MEMBER RELEASE L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'C' bm &col.anl Page 1 of 8 1-6 . Friday, September 17, 2004, 10:13 AM STAAD PLANE -- PAGE NO. 2 42. 1 3 7 18 TO 21 24 25 START MZ ,43. 2 3 7 18 TO 21 24 25 END MZ 44. LOAD 1 DEAD 45. JOINT LOAD 46. 9 10 FY -10.4 47. 5 TO 7 FY -54.6 48. MEMBER LOAD 49. 7 UNI GY -0.7 50. 1 TO 3 UNI GY -2.3 51. LOAD 2 SEISMIC 52. MEMBER LOAD 53. 1 TO 3 UNI X 1.76 54. 7 UNI X 3.07 55. LOAD 3 LIVE 56. JOINT LOAD 57. 5 TO 7 FY -59.4 58. MEMBER LOAD 59. 1 TO 3 UNI GY -3 60. LOAD 4 SNOW 61. JOINT LOAD 62. 9 10 FY -11.3 63. MEMBER LOAD 64. 7 UNI GY -0.75 65. LOAD COMB 5 1.346D +1.3E +.5L 66. 1 1.346 2 1.3 3 0.5 4 0.2 67. LOAD COMB 6 .754D +1.3E 68. 1 0.754 2 1.3 69. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER+ELEMENTS /SUPPORTS = 9/ 15/ 3 ORIGINAL /FINAL BAND- WIDTH= 8/ 4/ 13 DOF TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 21 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/489066.3 MB, EXMEM = 36.5 MB 70. LOAD LIST 5 6 71. PRINT STORY DRIFT L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'C' bm &col.anl Page 2 of 8 I.ID .tgo` -c Friday, September 17, 2004, 10:13 AM STAAD PLANE -- PAGE NO. 3 STORY HEIGHT LOAD DRIFT(INCH) ECCENTRICITY RATIO (FEET) X Z (FEET) BASE= 0.00 1 18.33 5 1.3618 0.0000 0.0000 L / 161 6 1.3655 0.0000 0.0000 L / 161 2 36.67 5 3.2701 0.0000 0.0000 L / 134 6 3.2613 0.0000 0.0000 L / 135 72. PRINT SUPPORT REACTION LIST 1 TO 3 L: \Projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'C' bm &col.anl Page 3 of 8 1.40. Friday, September 17, 2004, 10:13 AM STAAD PLANE -- PAGE NO. 4 SUPPORT REACTIONS -UNIT RIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 5 -37.83 60.79 0.00 0.00 0.00 0.00 6 -50.62 -61.27 0.00 0.00 0.00 0.00 2 5 - 143.96 331.44 0.00 0.00 0.00 0.00 6 - 133.43 167.15 0.00 0.00 0.00 0.00 3 5 -75.23 258.38 0.00 0.00 0.00 0.00 6 -72.96 153.20 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 73. PRINT MEMBER FORCES LIST 1 2 7 10 TO 12 14 15 18 TO 21 24 25 L:\projects \74 - 03103 -00 -73731 +Design \St \Area B \MF & BF Design \Frame 'C' bm &col.anl Page 4 of 8 [.1r.AbG Friday, September 17, 2004, 10:13 AM STAAD PLANE -- PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 1.12 31.63 0.00 0.00 0.00 0.00 12 -35.44 37.30 0.00 0.00 0.00 -42.54 6 5 1.08 11.99 0.00 0.00 0.00 0.00 12 -35.40 14.03 0.00 0.00 0.00 -15.28 2 5 12 36.99 37.30 0.00 0.00 0.00 42.54 6 -71.31 31.63 0.00 0.00 0.00 0.00 6 12 36.64 14.03 0.00 0.00 0.00 15.28 6 -70.96 11.99 0.00 0.00 0.00 0.00 7 5 9 -49.44 16.38 0.00 0.00 0.00 0.00 10 -70.29 16.38 0.00 0.00 0.00 0.00 6 9 -55.88 7.92 0.00 0.00 0.00 0.00 10 -63.85 7.92 0.00 0.00 0.00 0.00 10 5 1 107.70 -0.56 0.00 0.00 0.00 0.00 5 - 107.70 0.56 0.00 0.00 0.00 -10.31 6 1 1.25 -0.54 0.00 0.00 0.00 0.00 5 -1.25 0.54 0.00 0.00 0.00 -9.91 11 5 2 275.64 -0.60 0.00 0.00 0.00 0.00 6 - 275.64 0.60 0.00 0.00 0.00 -11.08 6 2 127.69 -0.59 0.00 0.00 0.00 0.00 6 - 127.69 0.59 0.00 0.00 0.00 -10.81 12 5 3 212.41 0.00 0.00 0.00 0.00 0.00 7 - 212.41 0.00 0.00 0.00 0.00 0.00 6 3 108.62 0.00 0.00 0.00 0.00 0.00 7 - 108.62 0.00 0.00 0.00 0.00 0.00 14 5 5 -27.12 0.56 0.00 0.00 0.00 10.31 9 27.12 -0.56 0.00 0.00 0.00 0.00 6 5 -51.91 0.54 0.00 0.00 0.00 9.91 9 51.91 -0.54 0.00 0.00 0.00 0.00 15 5 6 117.84 0.60 0.00 0.00 0.00 11.08 10 - 117.84 -0.60 0.00 0.00 0.00 0.00 6 6 93.10 0.59 0.00 0.00 0.00 10.81 10 -93.10 -0.59 0.00 0.00 0.00 0.00 18 5 1 -60.62 0.00 0.00 0.00 0.00 0.00 12 60.62 0.00 0.00 0.00 0.00 0.00 6 1 -80.79 0.00 0.00 0.00 0.00 0.00 12 80.79 0.00 0.00 0.00 0.00 0.00 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'C' bm &col.anl Page 5 of 8 br (00.1IP C Friday, September 17, 2004, 10:13 AM STAAD PLANE -- PAGE NO. 6 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 19 5 12 124.16 0.00 0.00 0.00 0.00 0.00 2 - 124.16 0.00 0.00 0.00 0.00 0.00 6 12 104.53 0.00 0.00 0.00 0.00 0.00 2 - 104.53 0.00 0.00 0.00 0.00 0.00 20 5 2 -77.27 0.00 0.00 0.00 0.00 0.00 7 77.27 0.00 0.00 0.00 0.00 0.00 6 2 -79.48 0.00 0.00 0.00 0.00 0.00 7 79.48 0.00 0.00 0.00 0.00 0.00 21 5 6 88.16 0.00 0.00 0.00 0.00 0.00 3 -88.16 0.00 0.00 0.00 0.00 0.00 6 6 85.50 0.00 0.00 0.00 0.00 0.00 3 -85.50 0.00 0.00 0.00 0.00 0.00 24 5 9 77.21 0.00 0.00 0.00 0.00 0.00 12 -77.21 0.00 0.00 0.00 0.00 0.00 6 9 87.41 0.00 0.00 0.00 0.00 0.00 12 -87.41 0.00 0.00 0.00 0.00 0.00 25 5 12 - 110.07 0.00 0.00 0.00 0.00 0.00 10 110.07 0.00 0.00 0.00 0.00 0.00 6 12 -99.92 0.00 0.00 0.00 0.00 0.00 10 99.92 0.00 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 74. PARAMETER 75. CODE LRFD 76. LY 1 MEMB 1 2 7 77. LZ 1 MEMB 1 2 7 78. UNB 1 MEMB 1 2 7 79. UNT 1 MEMB 1 2 7 80. BEAM 1 MEMB 1 2 7 10 TO 12 14 15 18 TO 21 24 25 81. FYLD 7200 MEMB 1 2 7 10 TO 12 14 15 18 TO 21 24 25 82. FYLD 6624 MEMB 18 TO 21 24 25 83. TRACK 1 MEMB 1 2 7 10 TO 12 14 15 18 TO 21 24 25 84. CHECK CODE MEMB 1 2 7 10 TO 12 14 15 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'C' bm &col.anl Page 6 of 8 Friday, September 17, 2004, 10:13 AM STAAD PLANE -- PAGE NO. 7 STAAD.Pro CODE CHECKING - (LRF3) * * * * * * * * * * * * * * * * * * * * * ** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION =_ =» = 1 ST W21 X62 PASS LRFD- H1 -1B -C 0.217 5 18.28 C 0.00 - 107.99 7.50 DESIGN STRENGTHS FOR MEMBER 1 UNITS - KIP IN PNC= 522.87 PNT= 823.50 MNZ= 6480.00 MNY= 942.05 VN= 226.69 2 ST W21 X62 PASS LRFD- H1 -1B -C 0.254 5 57.01 C 0.00 - 107.94 8.75 DESIGN STRENGTHS FOR MEMBER 2 UNITS - KIP IN PNC= 522.87 PNT= 823.50 MNZ= 6480.00 MNY= 942.05 VN= 226.69 7 ST W18 X40 PASS LRFD- H1 -1A -C 0.515 5 40.35 C 0.00 -92.15 22.50 DESIGN STRENGTHS FOR MEMBER 7 UNITS - KIP IN PNC= 170.30 PNT= 531.00 MNZ= 3528.00 MNY= 428.68 VN= 152.24 10 ST W10 X49 PASS LRFD- H1 -1A -C 0.350 5 107.70 C 0.00 10.31 18.33 DESIGN STRENGTHS FOR MEMBER 10 UNITS - KIP IN PNC= 354.72 PNT= 648.00 MNZ= 2354.03 MNY= 1260.90 VN= 91.62 11 ST W10 X49 PASS LRFD- H1 -1A -C 0.827 5 275.64 C 0.00 11.08 18.33 DESIGN STRENGTHS FOR MEMBER 11 UNITS - KIP IN PNC= 354.72 PNT= 648.00 MNZ= 2354.03 MNY= 1260.90 VN= 91.62 12 ST W10 X49 PASS LRFD- H1 -1A -C 0.599 5 212.41 C 0.00 0.00 18.33 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'C' bm &col.anl Page 7 of 8 Friday, September 17, 2004, 10:13 AM STAAD PLANE -- PAGE NO. 8 ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION + + DESIGN STRENGTHS FOR MEMBER 12 UNITS - KIP IN PNC= 354.72 PNT= 648.00 MNZ= 2354.03 MNY= 1260.90 VN= 91.62 14 ST W10 X49 PASS LRFD- H1 -1B -T 0.091 6 51.91 T 0.00 9.91 0.00 DESIGN STRENGTHS FOR MEMBER 14 UNITS - KIP IN PNC= 354.51 PNT= 648.00 MNZ= 2353.64 MNY= 1260.90 VN= 91.62 15 ST W10 X49 PASS LRFD- H1 -1A -C 0.383 5 117.84 C 0.00 11.08 0.00 DESIGN STRENGTHS FOR MEMBER 15 UNITS - KIP IN I PNC= 354.51 PNT= 648.00 MNZ= 2353.64 MNY= 1260.90 VN= 91.62 * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 85. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 17,2004 TIME= 10:12:57 * * ** * ************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714- 974 -2500 ; Fax (USA) : 714 - 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'C' bm &col.anl Page 8 of 8 I.(o.I) Friday, September 17, 2004, 10:55 AM PAGE NO. 1 ********************* ** * * * * * * * * * * * * * * * * * * ** * * * * * ** ** * * STAAD.Pro * Version 2003 Bld 1002.US * Proprietary Program of * Research Engineers, Intl. * Date = SEP 17, 2004 * Time= 10:55: 8 * * USER ID: Seattle ********************* * * * * * * * * * * * * * * ** * * * * * * * ** **** ** 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 3 60 0 0; 5 0 18.33 0; 6 30 18.33 0; 7 60 18.33 0 12. 9 0 36.67 0; 10 30 36.67 0; 12 15 18.33 0 13. MEMBER INCIDENCES 14. 1 5 12; 2 12 6; 3 6 7; 7 9 10; 10 1 5; 11 2 6; 12 3 7; 14 5 9; 15 6 10 15. 18 1 12; 19 12 2; 20 2 7; 21 6 3; 24 9 12; 25 12 10 16. DEFINE MATERIAL START 17. ISOTROPIC STEEL 18. E 4.176E +006 19. POISSON 0.3 20. DENSITY 0.489024 21. ALPHA 6.5E -006 22. DAMP 0.03 23. ISOTROPIC STEELCOL 24. E 4.176E +007 25. POISSON 0.3 26. DENSITY 0.489024 27. DAMP 0.03 28. ALPHA 6.5 29. END DEFINE MATERIAL 30. MEMBER PROPERTY AMERICAN 31. 1 TO 3 TABLE ST W21X62 32. 7 TABLE ST W18X40 33. 10 TO 12 14 15 TABLE ST W10X49 34. 18 TO 21 TABLE ST TUB60608 35. 24 25 TABLE ST TUB60606 36. CONSTANTS 37. MATERIAL STEEL MEMB 1 TO 3 7 18 TO 21 24 25 38. MATERIAL STEELCOL MEMB 10 TO 12 14 15 39. SUPPORTS 40. 1 TO 3 PINNED 41. MEMBER RELEASE L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'C' bracing.anl Page 1 of 6 t. -► Friday, September 17, 2004, 10:55 AM STAAD PLANE -- PAGE NO. 2 42. 1 3 7 18 TO 21 24 25 START MZ 43. 2 3 7 18 TO 21 24 25 END MZ 44. *LOAD 1 DEAD 45. *JOINT LOAD 46. *9 10 FY -10.4 47. *5 TO 7 FY -54.6 48. *MEMBER LOAD 49. *7 UNI GY -0.7 50. *1 TO 3 UNI GY -2.3 51. LOAD 2 SEISMIC 52. MEMBER LOAD 53. 1 TO 3 UNI X 1.76 54. 7 UNI X 3.07 55. *LOAD 3 LIVE 56. *JOINT LOAD 57. *5 TO 7 FY -59.4 58. *MEMBER LOAD 59. *1 TO 3 UNI GY -3 60. *LOAD 4 SNOW 61. *JOINT LOAD 62. *9 10 FY -11.3 63. *MEMBER LOAD 64. *7 UNI GY -0.75 65. LOAD COMB 5 1.346D +1.3E +.5L 66. 2 1.3 67. LOAD COMB 6 .754D +1.3E 68. 2 1.3 69. PERFORM ANALYSIS ** WARNING ** A STIFF MATERIAL WITH 1.000E +01 TIMES THE STIFFNESS OF STEEL ENTERED. PLEASE CHECK. P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER+ELEMENTS /SUPPORTS = 9/ 15/ 3 ORIGINAL /FINAL BAND- WIDTH= 8/ 4/ 13 DOF TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 21 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/489059.1 MB, EXMEM = 35.5 MB 70. LOAD LIST 5 71. *PRINT STORY DRIFT 72. *PRINT SUPPORT REACTION LIST 1 TO 3 73. PRINT MEMBER FORCES LIST 1 2 7 10 TO 12 14 15 18 TO 21 24 25 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'C' bracing.anl Page 2 of 6 I . ( , rrle Friday, September 17, 2004, 10:55 AM STAAD PLANE -- PAGE NO. 3 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 0.58 0.01 0.00 0.00 0.00 0.00 12 -34.90 -0.01 0.00 0.00 0.00 0.20 2 5 12 26.43 -0.01 0.00 0.00 0.00 -0.20 6 -60.75 0.01 0.00 0.00 0.00 0.00 7 5 9 -59.43 0.00 0.00 0.00 0.00 0.00 10 -60.30 0.00 0.00 0.00 0.00 0.00 10 5 1 -72.30 -0.29 0.00 0.00 0.00 0.00 5 72.30 0.29 0.00 0.00 0.00 -5.29 11 5 2 29.71 -0.74 0.00 0.00 0.00 0.00 6 -29.71 0.74 0.00 0.00 0.00 -13.57 12 5 3 36.84 0.00 0.00 0.00 0.00 0.00 7 -36.84 0.00 0.00 0.00 0.00 0.00 14 5 5 -72.32 0.29 0.00 0.00 0.00 5.29 9 72.32 -0.29 0.00 0.00 0.00 0.00 15 5 6 72.82 0.74 0.00 0.00 0.00 13.57 10 -72.82 -0.74 0.00 0.00 0.00 0.00 18 5 1 - 100.75 0.00 0.00 0.00 0.00 0.00 12 100.75 0.00 0.00 0.00 0.00 0.00 19 5 12 100.06 0.00 0.00 0.00 0.00 0.00 2 - 100.06 0.00 0.00 0.00 0.00 0.00 20 5 2 -70.65 0.00 0.00 0.00 0.00 0.00 7 70.65 0.00 0.00 0.00 0.00 0.00 21 5 6 82.71 0.00 0.00 0.00 0.00 0.00 3 -82.71 0.00 0.00 0.00 0.00 0.00 24 5 9 93.42 0.00 0.00 0.00 0.00 0.00 12 -93.42 0.00 0.00 0.00 0.00 0.00 25 5 12 -94.07 0.00 0.00 0.00 0.00 0.00 10 94.07 0.00 0.00 0.00 0.00 0.00 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'C' bracing.anl Page 3 of 6 Friday, September 17, 2004, 10:55 AM STAAD PLANE -- PAGE NO. 4 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 74. PARAMETER 75. CODE LRFD 76. LY 1 MEMB 1 2 7 77. LZ 1 MEMB 1 2 7 78. UNB 1 MEMB 1 2 7 79. UNT 1 MEMB 1 2 7 80. LY 17.5 MEMB 20 21 81. LZ 17.5 MEMB 20 21 82. UNT 17.5 MEMB 20 21 83. UNB 17.5 MEMB 20 21 84. BEAM 1 MEMB 1 2 7 10 TO 12 14 15 18 TO 21 24 25 85. FYLD 7200 MEMB 1 2 7 10 TO 12 14 15 18 TO 21 24 25 86. FYLD 6624 MEMB 18 TO 21 24 25 87. TRACK 1 MEMB 1 2 7 10 TO 12 14 15 18 TO 21 24 25 88. CHECK CODE MEMB 18 TO 21 24 25 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'C' bracing.anl Page 4 of 6 (.6.114 Friday, September 17, 2004, 10:55 AM STAAD PLANE -- PAGE NO. 5 STAAD.Pro CODE CHECKING - (LRF3) ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION _ - - - - == = == 18 ST TUB 60608 PASS LRFD- H1 -1A -T 0.234 5 100.75 T 0.00 0.00 23.69 DESIGN STRENGTHS FOR MEMBER 18 UNITS - KIP IN PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 19 ST TUB 60608 PASS LRFD- H1 -1A -C 0.750 5 100.06 C 0.00 0.00 23.69 DESIGN STRENGTHS FOR MEMBER 19 UNITS - KIP IN PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 20 ST TUB 60608 PASS LRFD- H1 -1B -T 0.082 5 70.65 T 0.00 0.00 35.16 DESIGN STRENGTHS FOR MEMBER 20 UNITS - KIP IN PNC= 220.74 PNT= 430.56 MNZ= 865.26 MNY= 865.26 VN= 149.04 21 ST TUB 60608 PASS LRFD- H1 -1A -C 0.375 5 82.71 C 0.00 0.00 35.16 DESIGN STRENGTHS FOR MEMBER 21 UNITS - KIP IN PNC= 220.74 PNT= 430.56 MNZ= 865.26 MNY= 865.26 VN= 149.04 24 ST TUB 60606 PASS LRFD- H1 -1A -C 0.851 5 93.42 C 0.00 0.00 23.69 DESIGN STRENGTHS FOR MEMBER 24 UNITS - KIP IN PNC= 109.80 PNT= 334.51 MNZ= 694.89 MNY= 695.52 VN= 111.78 25 ST TUB 60606 PASS LRFD- H1 -1A -T 0.281 5 94.07 T 0.00 0.00 23.69 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'C' bracing.anl Page 5 of 6 I, V 71r Friday, September 17, 2004, 10:55 AM STAAD PLANE -- PAGE NO. 6 ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION DESIGN STRENGTHS FOR MEMBER 25 UNITS - KIP IN PNC= 109.80 PNT= 334.51 MNZ= 694.89 MNY= 695.52 VN= 111.78 * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 89. PARAMETER 90. CODE LRFD 91. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 17,2004 TIME 10:55: 8 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714 - 974 -2500 ; Fax (USA) : 714 - 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'C' bracing.anl Page 6 of 6 .1% 1 Calculations DLR Group , Date . . Subject Computed e Checked Project Name u_ C' 1:?•'. Project Number --- c - 9 9 : ..\ f Page (of pages) 'N-7 - 7 . --- --„,„ - ---,-----, ,-- C :0.:,, 1 r (! 4 (41 , V _ , t 1:-.° /- , 50 11-- s—NAe?g.„_ I ! .• Z. - 5 11 , 1 / 01_ C cv. ,, S',„> ( CO / 0/ (0 f -•- ( ‘---- '-- k. ' /5 -C._ / HI. ' V ----. , z 4 6/// 47,1k or-) yvvvy . 0 1' .1 \ - 0 i 23q,5 )010 K : it40( „?..- r , --: - 72 k )52.1k 56,1k mi I! 9 K. ., ..„......____ _ ............________........._..,__.„. _.... _____ _ „_ .._ _ _.. ..,..... 1 ,k, • n) mil Job No Sheet No Rev ,l. 1 74- 03103 -00 1 \\ Software licensed to Seattle Part Job Title Washington Square Mall Ref B Y MZ Date09- Jul -04 Chd Client File Frame 'D' bm &col.std I Date/Time 17 -Sep -2004 11:13 10 - O II 5 O O 1 ---- X 0 18 • 1 Load 1 Pnnt Time/Date 17/09/2004 14 01 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 Friday, September 17, 2004, 11 :12 AM PAGE NO. ********************* * * * * * * *** ** * ** * * * * * * * * * * * * * * * ** * * * STAAD.Pro * Version 2003 Bld 1002.US * Proprietary Program of * Research Engineers, Intl. * Date = SEP 17, 2004 * Time= 11:12:22 * * * USER ID: Seattle ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 5 0 18.33 0; 6 30 18.33 0; 9 0 36.33 0; 10 30 36.33 0 12. 12 15 18.33 0 13. MEMBER INCIDENCES 14. 1 5 12; 2 12 6; 7 9 10; 10 1 5; 11 2 6; 14 5 9; 15 6 10; 18 1 12; 19 12 2 15. 24 9 12; 25 12 10 16. DEFINE MATERIAL START 17. ISOTROPIC STEEL 18. E 4.176E +006 19. POISSON 0.3 20. DENSITY 0.489024 21. ALPHA 6.5E -006 22. DAMP 0.03 23. ISOTROPIC STEELBRACING 24. E 417600 25. POISSON 0.3 26. DENSITY 0.489024 27. DAMP 0.03 28. ALPHA 6.5 29. END DEFINE MATERIAL 30. MEMBER PROPERTY AMERICAN 31. 10 11 14 15 TABLE ST W10X49 32. 18 19 TABLE ST TUB60608 33. 24 25 TABLE ST TUB60606 34. 7 TABLE ST W24X55 35. 1 2 TABLE ST W18X40 36. CONSTANTS 37. MATERIAL STEEL MEMB 1 2 7 10 11 14 15 38. MATERIAL STEELBRACING MEMB 18 19 24 25 39. SUPPORTS 40. 1 2 PINNED 41. MEMBER RELEASE L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'D' bm &col.anl Page 1 of 8 Friday, September 17, 2004, 11:12 AM STAAD PLANE -- PAGE NO. 2 42. 1 7 18 19 24 25 START MZ 43. 2 7 18 19 24 25 END MZ . 44. LOAD 1 DEAD 45. MEMBER LOAD 46. 7 UNI GY -0.5 47. 1 2 UNI GY -1.1 48. JOINT LOAD 49. 9 FY -4 50. 10 FY -12 51. 6 FY -16.9 52. LOAD 2 SEISMIC 53. MEMBER LOAD 54. 7 UNI X 2.87 55. 1 2 UNI X 2.96 56. LOAD 3 LIVE 57. MEMBER LOAD 58. 1 2 UNI GY -1.5 59. JOINT LOAD 60. 6 FY -22.5 61. LOAD 4 SNOW 62. MEMBER LOAD 63. 7 UNI GY -0.4 64. JOINT LOAD 65. 10 FY -13.1 66. LOAD COMB 5 1.346D +1.3E +.5L 67. 1 1.346 2 1.3 4 0.2 68. LOAD COMB 6 .754D +1.3E 69. 1 0.754 2 1.3 70. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 7/ 11/ 2 ORIGINAL /FINAL BAND- WIDTH= 6/ 6/ 17 DOF TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 17 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/489012.2 MB, EXMEM = 35.6 MB 71. LOAD LIST 5 6 72. PRINT STORY DRIFT A L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'D' bm &col.anl Page 2 of 8 (. Friday, September 17, 2004, 11:12 AM STAAD PLANE -- PAGE NO. 3 STORY HEIGHT LOAD DRIFT(INCH) ECCENTRICITY RATIO (FEET) X Z (FEET) BASE= 0.00 1 18.33 5 2.6578 0.0000 0.0000 L / 83 6 2.6576 0.0000 0.0000 L / 83 2 36.33 5 4.4171 0.0000 0.0000 L / 98 6 4.4094 0.0000 0.0000 L / 99 73. PRINT SUPPORT REACTION LIST 1 2 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'D' bm &col.anl Page 3 of 8 {,4.r1'I Friday, September 17, 2004, 11:12 AM STAAD PLANE -- PAGE NO. 4 SUPPORT REACTIONS -UNIT RIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 5 - 106.82 - 167.19 0.00 0.00 0.00 0.00 6 - 109.87 - 184.97 0.00 0.00 0.00 0.00 2 5 - 120.55 281.10 0.00 0.00 0.00 0.00 6 - 117.50 245.97 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 74. PRINT MEMBER FORCES LIST 1 2 7 10 11 14 15 18 19 24 25 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'D' bm &col.anl Page 4 of 8 Friday, September 17, 2004, 11:12 AM STAAD PLANE -- PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 -1.95 9.35 0.00 0.00 0.00 0.00 12 -55.77 12.86 0.00 0.00 0.00 -26.37 6 5 -1.97 5.24 0.00 0.00 0.00 0.00 12 -55.75 7.20 0.00 0.00 0.00 -14.76 2 5 12 -55.76 12.86 0.00 0.00 0.00 26.37 6 -1.96 9.35 0.00 0.00 0.00 0.00 6 12 -55.74 7.20 0.00 0.00 0.00 14.76 6 -1.98 5.24 0.00 0.00 0.00 0.00 7 5 9 -52.24 11.29 0.00 0.00 0.00 0.00 10 -59.69 11.29 0.00 0.00 0.00 0.00 6 9 -53.85 5.66 0.00 0.00 0.00 0.00 10 -58.08 5.65 0.00 0.00 0.00 0.00 10 5 1 -37.85 0.97 0.00 0.00 0.00 0.00 5 37.85 -0.97 0.00 0.00 0.00 17.75 6 1 -51.90 0.98 0.00 0.00 0.00 0.00 5 51.90 -0.98 0.00 0.00 0.00 17.91 11 5 2 134.97 0.97 0.00 0.00 0.00 0.00 6 - 134.97 -0.97 0.00 0.00 0.00 17.81 6 2 103.58 0.98 0.00 0.00 0.00 0.00 6 - 103.58 -0.98 0.00 0.00 0.00 17.94 14 5 5 -47.19 -0.99 0.00 0.00 0.00 -17.75 9 47.19 0.99 0.00 0.00 0.00 0.00 6 5 -57.14 -1.00 0.00 0.00 0.00 -17.91 9 57.14 1.00 0.00 0.00 0.00 0.00 15 5 6 102.88 -0.99 0.00 0.00 0.00 -17.81 10 - 102.88 0.99 0.00 0.00 0.00 0.00 6 6 85.60 -1.00 0.00 0.00 0.00 -17.94 10 -85.60 1.00 0.00 0.00 0.00 0.00 18 5 1 - 167.13 0.00 0.00 0.00 0.00 0.00 12 167.13 0.00 0.00 0.00 0.00 0.00 6 1 - 171.94 0.00 0.00 0.00 0.00 0.00 12 171.94 0.00 0.00 0.00 0.00 0.00 19 5 12 188.82 0.00 0.00 0.00 0.00 0.00 2 - 188.82 0.00 0.00 0.00 0.00 0.00 6 12 183.99 0.00 0.00 0.00 0.00 0.00 2 - 183.99 0.00 0.00 0.00 0.00 0.00 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'D' bm &col.anl Page 5 of 8 1 1 k . 1 /5) Friday, September 17, 2004, 11:12 AM STAAD PLANE -- PAGE NO. 6 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 24 5 9 83.14 0.00 0.00 0.00 0.00 0.00 12 -83.14 0.00 0.00 0.00 0.00 0.00 6 9 85.67 0.00 0.00 0.00 0.00 0.00 12 -85.67 0.00 0.00 0.00 0.00 0.00 25 5 12 -94.78 0.00 0.00 0.00 0.00 0.00 10 94.78 0.00 0.00 0.00 0.00 0.00 6 12 -92.29 0.00 0.00 0.00 0.00 0.00 10 92.29 0.00 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 75. PARAMETER 76. CODE LRFD 77. LY 1 MEMB 1 2 7 78. LZ 1 MEMB 1 2 7 79. UNB 1 MEMB 1 2 7 80. UNT 1 MEMB 1 2 7 81. BEAM 1 MEMB 1 2 7 10 11 14 15 18 19 24 25 82. FYLD 7200 MEMB 1 2 7 10 11 14 15 18 19 24 25 83. FYLD 6624 MEMB 18 19 24 25 84. TRACK 1 MEMB 1 2 7 10 11 14 15 18 19 24 25 85. CHECK CODE MEMB 1 2 7 10 11 14 15 L:\projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'D' bm &col.anl Page 6 of 8 /. .IV/ Friday, September 17, 2004, 11:12 AM STAAD PLANE -- PAGE NO. 7 STAAD.Pro CODE CHECKING - (LRF3) * * * * * * * * * * * * * * * * * * * * * ** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION = == ____ 1 ST W18 X40 PASS LRFD- H1 -1A -C 0.284 5 55.77 C 0.00 26.37 15.00 DESIGN STRENGTHS FOR MEMBER 1 UNITS - KIP IN I I PNC= 273.39 PNT= 531.00 MNZ= 3528.00 MNY= 428.68 VN= 152.24 I 2 ST W18 X40 PASS LRFD- H1 -1B -T 0.142 5 55.76 T 0.00 26.37 0.00 I DESIGN STRENGTHS FOR MEMBER 2 UNITS - KIP IN I PNC= 273.39 PNT= 531.00 MNZ= 3528.00 MNY= 428.68 VN= 152.24 I 7 ST W24 X55 PASS LRFD- H1 -1A -C 0.314 5 59.69 C 0.00 0.00 30.00 DESIGN STRENGTHS FOR MEMBER 7 UNITS - KIP IN I PNC= 190.10 PNT= 729.00 MNZ= 6030.00 MNY= 560.81 VN= 251.37 I 10 ST W10 X49 PASS LRFD- H1 -1B -T 0.131 6 51.90 T 0.00 -17.91 18.33 I DESIGN STRENGTHS FOR MEMBER 10 UNITS - KIP IN I I PNC= 354.72 PNT= 648.00 MNZ= 2354.03 MNY= 1260.90 VN= 91.62 I 11 ST W10 X49 PASS LRFD- H1 -1A -C 0.461 5 134.97 C 0.00 -17.81 18.33 I DESIGN STRENGTHS FOR MEMBER 11 UNITS - KIP IN I I PNC= 354.72 PNT= 648.00 MNZ= 2354.03 MNY= 1260.90 VN= 91.62 I 14 ST W10 X49 PASS LRFD- H1 -1B -T 0.135 6 57.14 T 0.00 -17.91 0.00 L: \projects \74 - 03103 -00- 73731 +Design \St \Area B \MF & BF Design \Frame 'D' bm &col.anl Page 7 of 8 IA,. (14i Friday, September 17, 2004, 11:12 AM STAAD PLANE -- PAGE NO. 8 I ALL UNITS ARE - RIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION DESIGN STRENGTHS FOR MEMBER 14 UNITS - KIP IN PNC= 361.69 PNT= 648.00 MNZ= 2366.90 MNY= 1260.90 VN= 91.62 15 ST W10 X49 PASS LRFD- H1 -1A-C 0.365 5 102.88 C 0.00 -17.81 0.00 DESIGN STRENGTHS FOR MEMBER 15 UNITS - KIP IN PNC= 361.69 PNT= 648.00 MNZ= 2366.90 MNY= 1260.90 VN= 91.62 * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 86. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 17,2004 TIME 11:12:23 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714- 974 -2500 ; Fax (USA) : 714 - 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00- 73731 +Design\St \Area B \MF & BF Design \Frame 'D' bm &col.anl Page 8 of 8 1,(o.I Friday, September 17, 2004, 11:29 AM PAGE NO. 1 * * STAAD.Pro * Version 2003 Bld 1002.US * Proprietary Program of * Research Engineers, Intl. * * Date= SEP 17, 2004 * Time= 11:16:44 * * USER ID: Seattle * ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 5 0 18.33 0; 6 30 18.33 0; 9 0 36.33 0; 10 30 36.33 0 12. 12 15 18.33 0 13. MEMBER INCIDENCES 14. 1 5 12; 2 12 6; 7 9 10; 10 1 5; 11 2 6; 14 5 9; 15 6 10; 18 1 12; 19 12 2 15. 24 9 12; 25 12 10 16. DEFINE MATERIAL START 17. ISOTROPIC STEEL 18. E 4.176E +006 19. POISSON 0.3 20. DENSITY 0.489024 21. ALPHA 6.5E -006 22. DAMP 0.03 23. ISOTROPIC STEELCOL 24. E 4.176E +007 25. POISSON 0.3 26. DENSITY 0.489024 27. DAMP 0.03 28. ALPHA 6.5 29. END DEFINE MATERIAL 30. MEMBER PROPERTY AMERICAN 31. 10 11 14 15 TABLE ST W10X49 32. 18 19 TABLE ST TUB60608 33. 24 25 TABLE ST TUB60606 34. 7 TABLE ST W24X55 35. 1 2 TABLE ST W18X40 36. CONSTANTS 37. MATERIAL STEEL MEMB 1 2 7 19 24 25 38. MATERIAL STEELCOL MEMB 10.11 14 15 • 39. SUPPORTS 40. 1 2 PINNED 41. MEMBER RELEASE L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'D' bracing.anl Page 1 of 6 %• x .602 Friday, September 17, 2004, 11:29 AM STAAD PLANE -- PAGE NO. 2 42. 1 7 18 19 24 25 START MZ 43. 2 7 18 19 24 25 END MZ 44. *LOAD 1 DEAD 45. *MEMBER LOAD 46. *7 UNI GY -0.5 47. *1 2 UNI GY -1.1 48. *JOINT LOAD 49. *9 FY -4 50. *10 FY -12 51. *6 FY -16.9 52. LOAD 2 SEISMIC 53. MEMBER LOAD 54. 7 UNI X 2.87 55. 1 2 UNI X 2.96 56. *LOAD 3 LIVE 57. *MEMBER LOAD 58. *1 2 UNI GY -1.5 59. *JOINT LOAD 60. *6 FY -22.5 61. *LOAD 4 SNOW 62. *MEMBER LOAD 63. *7 UNI GY -0.4 64. *JOINT LOAD 65. *10 FY -13.1 66. LOAD COMB 5 1.346D +1.3E +.5L 67. 2 1.3 68. LOAD COMB 6 .754D +1.3E 69. 2 1.3 70. PERFORM ANALYSIS ** WARNING ** A STIFF MATERIAL WITH 1.000E +01 TIMES THE STIFFNESS OF STEEL ENTERED. PLEASE CHECK. P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 7/ 11/ 2 ORIGINAL /FINAL BAND- WIDTH= 6/ 6/ 17 DOF TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 17 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/488989.7 MB, EXMEM = 35.0 MB 71. LOAD LIST 5 72. *PRINT STORY DRIFT 73. *PRINT SUPPORT REACTION LIST 1 2 74. PRINT MEMBER FORCES LIST 1 2 7 10 11 14 15 18 19 24 25 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'D' bracing.anl Page 2 of 6 IOL Friday, September 17, 2004, 11:29 AM STAAD PLANE -- PAGE NO. 3 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 -2.52 0.00 0.00 0.00 0.00 0.00 12 -55.20 0.00 0.00 0.00 0.00 0.00 2 5 12 -55.20 0.00 0.00 0.00 0.00 0.00 6 -2.52 0.00 0.00 0.00 0.00 0.00 7 5 9 -55.96 0.00 0.00 0.00 0.00 0.00 10 -55.96 0.00 0.00 0.00 0.00 0.00 10 5 1 -68.68 1.25 0.00 0.00 0.00 0.00 5 68.68 -1.25 0.00 0.00 0.00 22.88 11 5 2 68.68 1.25 0.00 0.00 0.00 0.00 6 -68.68 -1.25 0.00 0.00 0.00 22.88 14 5 5 -68.68 -1.27 0.00 0.00 0.00 -22.88 9 68.68 1.27 0.00 0.00 0.00 0.00 15 5 6 68.68 -1.27 0.00 0.00 0.00 -22.88 10 -68.68 1.27 0.00 0.00 0.00 0.00 18 5 1 - 177.54 0.00 0.00 0.00 0.00 0.00 12 177.54 0.00 0.00 0.00 0.00 0.00 19 5 12 177.54 0.00 0.00 0.00 0.00 0.00 2 - 177.54 0.00 0.00 0.00 0.00 0.00 24 5 9 89.41 0.00 0.00 0.00 0.00 0.00 12 -89.41 0.00 0.00 0.00 0.00 0.00 25 5 12 -89.41 0.00 0.00 0.00 0.00 0.00 10 89.41 0.00 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 75. PARAMETER 76. CODE LRFD 77. LY 1 MEMB 1 2 7 78. LZ 1 MEMB 1 2 7 79. UNB 1 MEMB 1 2 7 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'D' bracing.anl Page 3 of 6 Friday, September 17, 2004, 11:29 AM STAAD PLANE -- PAGE NO. 4 80. UNT 1 MEMB 1 2 7 81. BEAM 1 MEMB 1 2 7 10 11 14 15 18 19 24 25 82. FYLD 7200 MEMB 1 2 7 10 11 14 15 18 19 24 25 83. FYLD 6624 MEMB 18 19 24 25 84. TRACK 1 MEMB 1 2 7 10 11 14 15 18 19 24 25 85. CHECK CODE MEMB 18 19 24 25 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'D' bracing.anl Page 4 of 6 Pi o Friday, September 17, 2004, 11:29 AM STAAD PLANE -- PAGE NO. 5 STAAD.Pro CODE CHECKING - (LRF3) * * * * * * * * * * * * * * * * * * * * * ** ALL UNITS ARE - RIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION s 18 ST TUB 60608 PASS LRFD- H1 -1A -T 0.412 5 177.54 T 0.00 0.00 23.69 I DESIGN STRENGTHS FOR MEMBER 18 UNITS - KIP IN I I PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 I * 19 ST TUB 60608 FAIL LRFD- H1 -1A -C 1.331 5 177.54 C 0.00 0.00 23.69 DESIGN STRENGTHS FOR MEMBER 19 UNITS - KIP IN I PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 I 24 ST TUB 60606 PASS LRFD- H1 -1A -C 0.796 5 89.41 C 0.00 0.00 23.43 I DESIGN STRENGTHS FOR MEMBER 24 UNITS - KIP IN I PNC= 112.27 PNT= 334.51 MNZ= 694.97 MNY= 695.52 VN= 111.78 I 25 ST TUB 60606 PASS LRFD- H1 -1A -T 0.267 5 89.41 T 0.00 0.00 23.43 I DESIGN STRENGTHS FOR MEMBER 25 UNITS - KIP IN I I PNC= 112.27 PNT= 334.51 MNZ= 694.97 MNY= 695.52 VN= 111.78 I * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 86. FINISH L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'D' bracing.anl Page 5 of 6 B. 4' .1 Friday, September 17, 2004, 11:29 AM STAAD PLANE -- PAGE NO. 6 * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 17,2004 TIME= 11:16:44 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714- 974 -2500 ; Fax (USA) : 714 - 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'D' bracing.anl Page 6 of 6 1.10.111- • _ Job No Sheet No Rev , k \ / ' 74- 03103 -00 1 \\ Part Software licensed to Seattle Job Title Washington Square Mall Ref By MZ Date09- Jul -04 Chd Client Ale Frame 'E' bm &col.std I Dete/Time 17 -Sep -2004 11:33 10 „,ggig . 5 G O y, 0 "- ■ 0 19 2 O Q O p Load 1 Pnnt Time/Date' 17/09/2004 1•36 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 1 '6,1 4 13 Friday, September 17, 2004, 02:13 PM PAGE NO. 1 * * * STAAD.Pro * Version 2003 Bld 1002.US * Proprietary Program of * Research Engineers, Intl. * Date= SEP 17, 2004 * Time= 14:13:53 * * * USER ID: Seattle 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 3 60 0 0; 5 0 18.33 0; 6 30 18.33 0; 7 60 18.33 0 12. 9 0 36.67 0; 10 30 36.67 0; 13 15 0 0 13. MEMBER INCIDENCES 14. 1 5 6; 3 6 7; 7 9 10; 10 1 5; 11 2 6; 12 3 7; 14 5 9; 15 6 10; 18 5 13 15. 19 6 13; 20 2 7; 21 6 3; 24 9 6; 25 5 10 16. DEFINE MATERIAL START 17. ISOTROPIC STEEL 18. E 4.176E+006 19. POISSON 0.3 20. DENSITY 0.489024 21. ALPHA 6.5E -006 22. DAMP 0.03 23. ISOTROPIC STEELBRACING 24. E 417600 25. POISSON 0.3 26. DENSITY 0.489024 27. DAMP 0.03 28. ALPHA 6.5 29. END DEFINE MATERIAL 30. MEMBER PROPERTY AMERICAN 31. 1 3 TABLE ST W21X62 32. 7 TABLE ST W18X40 33. 10 TO 12 14 15 TABLE ST W10X49 34. 18 TO 21 TABLE ST TUB60608 35. 24 25 TABLE ST TUB60606 36. CONSTANTS 37. MATERIAL STEEL MEMB 1 3 7 10 TO 12 14 15 38. MATERIAL STEELBRACING MEMB 18 TO 21 24 25 39. SUPPORTS 40. 1 TO 3 13 PINNED 41. MEMBER RELEASE L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'E' bm &col.anl Page 1 of 8 Friday, September 17, 2004, 02:13 PM STAAD PLANE -- PAGE NO. 2 42. 1 3 7 18 TO 21 24 25 START MZ 43. 1 3 7 18 TO 21 24 25 END MZ 44. LOAD 1 DEAD 45. JOINT LOAD 46. 9 10 FY -10.4 47. MEMBER LOAD 48. 7 UNI GY -0.7 49. 1 3 UNI GY -2.3 50. JOINT LOAD 51. 5 FY -22.5 52. 7 FY -30 53. LOAD 2 SEISMIC 54. MEMBER LOAD 55. 1 3 UNI X 1.47 56. 7 UNI X 2.87 57. LOAD 3 LIVE 58. MEMBER LOAD 59. 1 3 UNI GY -2.1 60. JOINT LOAD 61. 5 FY -22.5 62. 7 FY -26 63. LOAD 4 SNOW 64. MEMBER LOAD 65. 7 UNI GY -0.75 66. JOINT LOAD 67. 9 FY -7.5 68. 10 FY -11.3 69. LOAD COMB 5 1.346D +1.3E +.5L 70. 1 1.346 2 1.3 3 0.5 4 0.2 71. LOAD COMB 6 .754D +1.3E 72. 1 0.754 2 1.3 73. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 9/ 14/ 4 ORIGINAL /FINAL BAND - WIDTH= 5/ 5/ 16 DOF TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 19 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/488848.8 MB, EXMEM = 32.0 MB ZERO STIFFNESS IN DIRECTION 6 AT JOINT 13 EQN.NO. 19 LOADS APPLIED OR DISTRIBUTED HERE FROM ELEMENTS WILL BE IGNORED. THIS MAY BE DUE TO ALL MEMBERS AT THIS JOINT BEING RELEASED OR EFFECTIVELY RELEASED IN THIS DIRECTION. 74. LOAD LIST 5 6 75. PRINT STORY DRIFT L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'E' bm &col.anl Page 2 of 8 Friday, September 17, 2004, 02:13 PM STAAD PLANE -- PAGE NO. 3 STORY HEIGHT LOAD DRIFT(INCH) ECCENTRICITY RATIO (FEET) X Z (FEET) BASE= 0.00 1 18.33 5 1.2277 0.0000 0.0000 L / 179 6 1.2278 0.0000 0.0000 L / 179 2 36.67 5 2.7040 0.0000 0.0000 L / 163 6 2.7011 0.0000 0.0000 L / 163 76. PRINT SUPPORT REACTION LIST 1 TO 3 13 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'E' bm &col.anl Page 3 of 8 1.1, .1 Friday, September 17, 2004, 02:13 PM STAAD PLANE -- PAGE NO. 4 SUPPORT REACTIONS -UNIT RIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 5 0.23 2.45 0.00 0.00 0.00 0.00 6 0.22 -72.00 0.00 0.00 0.00 0.00 2 5 -59.98 202.66 0.00 0.00 0.00 0.00 6 -61.05 116.52 0.00 0.00 0.00 0.00 3 5 -67.93 193.88 0.00 0.00 0.00 0.00 6 -66.49 126.72 0.00 0.00 0.00 0.00 13 5 -98.91 9.19 0.00 0.00 0.00 0.00 6 -99.27 3.91 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 77. PRINT MEMBER FORCES LIST 1 7 10 TO 12 14 15 18 TO 21 24 25 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'E' bm &col.anl Page 4 of 8 IA, .ii Friday, September 17, 2004, 02:13 PM STAAD PLANE -- PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 2.13 62.19 0.00 0.00 0.00 0.00 6 -59.46 62.19 0.00 0.00 0.00 0.00 6 5 4.29 26.01 0.00 0.00 0.00 0.00 6 -61.62 26.01 0.00 0.00 0.00 0.00 7 5 9 -56.76 16.38 0.00 0.00 0.00 0.00 10 -55.17 16.38 0.00 0.00 0.00 0.00 6 9 -56.58 7.92 0.00 0.00 0.00 0.00 10 -55.35 7.92 0.00 0.00 0.00 0.00 10 5 1 2.45 -0.23 0.00 0.00 0.00 0.00 5 -2.45 0.23 0.00 0.00 0.00 -4.13 6 1 -72.00 -0.22 0.00 0.00 0.00 0.00 5 72.00 0.22 0.00 0.00 0.00 -4.02 11 5 2 239.48 -0.27 0.00 0.00 0.00 0.00 6 - 239.48 0.27 0.00 0.00 0.00 -4.99 6 2 153.99 -0.27 0.00 0.00 0.00 0.00 6 - 153.99 0.27 0.00 0.00 0.00 -4.93 12 5 3 152.38 0.00 0.00 0.00 0.00 0.00 7 - 152.38 0.00 0.00 0.00 0.00 0.00 6 3 86.10 0.00 0.00 0.00 0.00 0.00 7 -86.10 0.00 0.00 0.00 0.00 0.00 14 5 5 -2.68 0.23 0.00 0.00 0.00 4.13 9 2.68 -0.23 0.00 0.00 0.00 0.00 6 5 -18.70 0.22 0.00 0.00 0.00 4.02 9 18.70 -0.22 0.00 0.00 0.00 0.00 15 5 6 66.20 0.27 0.00 0.00 0.00 4.99 10 -66.20 -0.27 0.00 0.00 0.00 0.00 6 6 49.43 0.27 0.00 0.00 0.00 4.93 10 -49.43 -0.27 0.00 0.00 0.00 0.00 18 5 5 84.02 0.00 0.00 0.00 0.00 0.00 13 -84.02 0.00 0.00 0.00 0.00 0.00 6 5 80.90 0.00 0.00 0.00 0.00 0.00 13 -80.90 0.00 0.00 0.00 0.00 0.00 19 5 6 -72.16 0.00 0.00 0.00 0.00 0.00 13 72.16 0.00 0.00 0.00 0.00 0.00 6 6 -75.85 0.00 0.00 0.00 0.00 0.00 13 75.85 0.00 0.00 0.00 0.00 0.00 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'E' bm &col.anl Page 5 of 8 Friday, September 17, 2004, 02:13 PM STAAD PLANE -- PAGE NO. 6 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 20 5 2 -70.60 0.00 0.00 0.00 0.00 0.00 7 70.60 0.00 0.00 0.00 0.00 0.00 6 2 -71.86 0.00 0.00 0.00 0.00 0.00 7 71.86 0.00 0.00 0.00 0.00 0.00 21 5 6 79.60 0.00 0.00 0.00 0.00 0.00 3 -79.60 0.00 0.00 0.00 0.00 0.00 6 6 77.92 0.00 0.00 0.00 0.00 0.00 3 -77.92 0.00 0.00 0.00 0.00 0.00 24 5 9 66.26 0.00 0.00 0.00 0.00 0.00 6 -66.26 0.00 0.00 0.00 0.00 0.00 6 9 66.06 0.00 0.00 0.00 0.00 0.00 6 -66.06 0.00 0.00 0.00 0.00 0.00 25 5 5 -64.34 0.00 0.00 0.00 0.00 0.00 10 64.34 0.00 0.00 0.00 0.00 0.00 6 5 -64.56 0.00 0.00 0.00 0.00 0.00 10 64.56 0.00 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 78. PARAMETER 79. CODE LRFD 80. LY 1 MEMB 1 7 81. LZ 1 MEMB 1 7 82. UNB 1 MEMB 1 7 83. UNT 1 MEMB 1 7 84. BEAM 1 MEMB 1 7 10 TO 12 14 15 18 TO 21 24 25 85. FYLD 7200 MEMB 1 7 10 TO 12 14 15 18 TO 21 24 25 86. FYLD 6624 MEMB 18 TO 21 24 25 87. TRACK 1 MEMB 1 7 10 TO 12 14 15 18 TO 21 24 25 88. CHECK CODE MEMB 1 7 10 TO 12 14 15 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'E' bm &col.anl Page 6 of 8 `_� , Igk Friday, September 17, 2004, 02:13 PM STAAD PLANE -- PAGE NO. 7 STAAD.Pro CODE CHECKING - (LRF3) * * * * * * * * * * * * * * * * * * * * * ** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT / CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ___ __ _____ _____ 1 ST W21 X62 PASS LRFD- H1 -1B -C 0.911 5 30.80 C 0.00 - 466.40 15.00 + + I DESIGN STRENGTHS FOR MEMBER 1 UNITS - KIP IN I I PNC= 327.66 PNT= 823.50 MNZ= 6480.00 MNY= 942.05 VN= 226.69 I + + 7 ST W18 X40 PASS LRFD- H1 -1B -C 0.431 5 8.53 C 0.00 - 119.46 17.50 + + I DESIGN STRENGTHS FOR MEMBER 7 UNITS - KIP IN I I PNC= 170.30 PNT= 531.00 MNZ= 3528.00 MNY= 428.68 VN= 152.24 I + + 10 ST W10 X49 PASS LRFD- H1 -1B -T 0.076 6 72.00 T 0.00 4.02 18.33 + + I DESIGN STRENGTHS FOR MEMBER 10 UNITS - KIP IN I I PNC= 354.72 PNT= 648.00 MNZ= 2354.03 MNY= 1260.90 VN= 91.62 I + + 11 ST W10 X49 PASS LRFD- H1 -1A -C 0.698 5 239.48 C 0.00 4.99 18.33 + + DESIGN STRENGTHS FOR MEMBER 11 UNITS - KIP IN I I PNC= 354.72 PNT= 648.00 MNZ= 2354.03 MNY= 1260.90 VN= 91.62 I + + 12 ST W10 X49 PASS LRFD- H1 -1A -C 0.430 5 152.38 C 0.00 0.00 18.33 + + I DESIGN STRENGTHS FOR MEMBER 12 UNITS - KIP IN I I PNC= 354.72 PNT= 648.00 MNZ= 2354.03 MNY= 1260.90 VN= 91.62 I + + 14 ST W10 X49 PASS LRFD- H1 -1B -T 0.035 6 18.70 T 0.00 4.02 0.00 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'E' bm &col.anl Page 7 of 8 1, Friday, September 17, 2004, 02:13 PM STAAD PLANE -- PAGE NO. 8 y ALL UNITS ARE - RIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION = = =_ = = _____ I DESIGN STRENGTHS FOR MEMBER 14 UNITS - KIP IN I PNC= 354.51 PNT= 648.00 MNZ= 2353.64 MNY= 1260.90 VN= 91.62 1 15 ST W10 X49 PASS LRFD- HI -1B -C 0.119 5 66.20 C 0.00 4.99 0.00 I DESIGN STRENGTHS FOR MEMBER 15 UNITS - KIP IN I I PNC= 354.51 PNT= 648.00 MNZ= 2353.64 MNY= 1260.90 VN= 91.62 I * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 89. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 17,2004 TIME= 14:13:54 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714- 974 -2500 ; Fax (USA) : 714 - 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'E' bm &col.anl Page 8 of 8 1,69,1 Friday, September 17, 2004, 12:01 PM PAGE NO. 1 ********************* * * ** * * * * * * * * * * * * * ** * * * * * * * * * * ** * * * STAAD.Pro * Version 2003 Bld 1002.US * Proprietary Program of * Research Engineers, Intl. * Date= SEP 17, 2004 * Time= 12: 1:22 * * USER ID: Seattle 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 3 60 0 0; 5 0 18.33 0; 6 30 18.33 0; 7 60 18.33 0 12. 9 0 36.67 0; 10 30 36.67 0; 13 15 0 0 13. MEMBER INCIDENCES 14. 1 5 6; 3 6 7; 7 9 10; 10 1 5; 11 2 6; 12 3 7; 14 5 9; 15 6 10; 18 5 13 15. 19 6 13; 20 2 7; 21 6 3; 24 9 6; 25 5 10 16. DEFINE MATERIAL START 17. ISOTROPIC STEEL 18. E 4.176E +006 19. POISSON 0.3 20. DENSITY 0.489024 21. ALPHA 6.5E -006 22. DAMP 0.03 23. ISOTROPIC STEELCOL 24. E 4.176E +006 25. POISSON 0.3 26. DENSITY 0.489024 27. DAMP 0.03 28. ALPHA 6.5 29. END DEFINE MATERIAL 30. MEMBER PROPERTY AMERICAN 31. 1 3 TABLE ST W21X62 32. 7 TABLE ST W18X40 33. 10 TO 12 14 15 TABLE ST W10X49 34. 18 TO 21 TABLE ST TUB60608 35. 24 25 TABLE ST TUB60606 36. CONSTANTS 37. MATERIAL STEEL MEMB 1 3 7 18 TO 21 24 25 38. MATERIAL STEELCOL MEMB 10 TO 12 14 15 39. SUPPORTS 40. 1 TO 3 13 PINNED 41. MEMBER RELEASE L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'E' bracing.anl Page 1 of 8 Friday, September 17, 2004, 12:01 PM STAAD PLANE -- PAGE NO. 2 42. 1 3 7 18 TO 21 24 25 START MZ 43. 1 3 7 18 TO 21 24 25 END MZ 44. *LOAD 1 DEAD 45. *JOINT LOAD 46. *9 10 FY -10.4 47. *MEMBER LOAD 48. *7 UNI GY -0.7 49. *1 3 UNI GY -2.3 50. *JOINT LOAD 51. *5 FY -22.5 52. *7 FY -30 53. LOAD 2 SEISMIC 54. MEMBER LOAD 55. 1 3 UNI X 1.47 56. 7 UNI X 2.87 57. *LOAD 3 LIVE 58. *MEMBER LOAD 59. *1 3 UNI GY -2.1 60. *JOINT LOAD 61. *5 FY -22.5 62. *7 FY -26 63. *LOAD 4 SNOW 64. *MEMBER LOAD 65. *7 UNI GY -0.75 66. *JOINT LOAD 67. *9 FY -7.5 68. *10 FY -11.3 69. LOAD COMB 5 1.346D +1.3E +.5L 70. 2 1.3 71. LOAD COMB 6 .754D +1.3E 72. 2 1.3 73. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER+ELEMENTS /SUPPORTS = 9/ 14/ 4 ORIGINAL /FINAL BAND- WIDTH= 5/ 5/ 16 DOF TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 19 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/488874.1 MB, EXMEM = 33.5 MB ZERO STIFFNESS IN DIRECTION 6 AT JOINT 13 EQN.NO. 19 LOADS APPLIED OR DISTRIBUTED HERE FROM ELEMENTS WILL BE IGNORED. THIS MAY BE DUE TO ALL MEMBERS AT THIS JOINT BEING RELEASED OR EFFECTIVELY RELEASED IN THIS DIRECTION. 74. LOAD LIST 5 75. PRINT STORY DRIFT L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'E' bracing.anl Page 2 of 8 Friday, September 17, 2004, 12:01 PM STAAD PLANE -- PAGE NO. 3 STORY HEIGHT LOAD DRIFT(INCH) ECCENTRICITY RATIO (FEET) X Z (FEET) BASE= 0.00 1 18.33 5 0.1456 0.0000 0.0000 L / 1511 2 36.67 5 0.3657 0.0000 0.0000 L / 1203 76. PRINT SUPPORT REACTION LIST 1 TO 3 41 fl L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'E' bracing.anl Page 3 of 8 1 .6.140 1 Friday, September 17, 2004, 12:01 PM STAAD PLANE -- PAGE NO. 4 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 5 0.02 - 117.59 0.00 0.00 0.00 0.00 2 5 -58.07 32.16 0.00 0.00 0.00 0.00 3 5 -85.87 88.00 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 77. PRINT MEMBER FORCES LIST 1 7 10 TO 12 14 15 18 TO 21 24 25 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'E' bracing.anl Page 4 of 8 1.1 .1 Friday, September 17, 2004, 12:01 PM STAAD PLANE -- PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 11.41 0.00 0.00 0.00 0.00 0.00 6 -68.74 0.00 0.00 0.00 0.00 0.00 7 5 9 -60.19 0.00 0.00 0.00 0.00 0.00 10 -51.74 0.00 0.00 0.00 0.00 0.00 10 5 1 - 117.59 -0.02 0.00 0.00 0.00 0.00 5 117.59 0.02 0.00 0.00 0.00 -0.46 11 5 2 67.69 -0.09 0.00 0.00 0.00 0.00 6 -67.69 0.09 0.00 0.00 0.00 -1.64 12 5 3 35.54 0.00 0.00 0.00 0.00 0.00 7 -35.54 0.00 0.00 0.00 0.00 0.00 14 5 5 -36.78 0.02 0.00 0.00 0.00 0.46 9 36.78 -0.02 0.00 0.00 0.00 0.00 15 5 6 31.58 0.09 0.00 0.00 0.00 1.64 10 -31.58 -0.09 0.00 0.00 0.00 0.00 18 5 5 63.62 0.00 0.00 0.00 0.00 0.00 13 -63.62 0.00 0.00 0.00 0.00 0.00 19 5 6 -66.93 0.00 0.00 0.00 0.00 0.00 13 66.93 0.00 0.00 0.00 0.00 0.00 20 5 2 -68.16 0.00 0.00 0.00 0.00 0.00 7 68.16 0.00 0.00 0.00 0.00 0.00 21 5 6 100.63 0.00 0.00 0.00 0.00 0.00 3 - 100.63 0.00 0.00 0.00 0.00 0.00 24 5 9 70.52 0.00 0.00 0.00 0.00 0.00 6 -70.52 0.00 0.00 0.00 0.00 0.00 25 5 5 -60.54 0.00 0.00 0.00 0.00 0.00 10 60.54 0.00 0.00 0.00 0.00 0.00 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'E' bracing.anl Page 5 of 8 Friday, September 17, 2004, 12:01 PM STAAD PLANE -- PAGE NO. 6 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 78. PARAMETER 79. CODE LRFD 80. LY 1 MEMB 1 7 81. LZ 1 MEMB 1 7 82. UNB 1 MEMB 1 7 83. UNT 1 MEMB 1 7 84. LY 17.5 MEMB 20 21 24 25 85. LZ 17.5 MEMB 20 21 24 25 86. UNB 17.5 MEMB 20 21 24 25 87. UNT 17.5 MEMB 20 21 24 25 88. BEAM 1 MEMB 1 7 10 TO 12 14 15 18 TO 21 24 25 89. FYLD 7200 MEMB 1 7 10 TO 12 14 15 18 TO 21 24 25 90. FYLD 6624 MEMB 18 TO 21 24 25 91. TRACK 1 MEMB 1 7 10 TO 12 14 15 18 TO 21 24 25 92. CHECK CODE MEMB 18 TO 21 24 25 L:\projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'E' bracing.anl Page 6 of 8 f,b.1-01 Friday, September 17, 2004, 12:01 PM STAAD PLANE -- PAGE NO. 7 STAAD.Pro CODE CHECKING - (LRF3) * * * * * * * * * * * * * * * * * * * * * ** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ====== = =____= 18 ST TUB 60608 PASS LRFD- H1 -1A -C 0.477 5 63.62 C 0.00 0.00 23.69 I DESIGN STRENGTHS FOR MEMBER 18 UNITS - KIP IN I I PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 I 19 ST TUB 60608 PASS LRFD- H1 -1B -T 0.078 5 66.93 T 0.00 0.00 23.69 I DESIGN STRENGTHS FOR MEMBER 19 UNITS - KIP IN I PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 I 20 ST TUB 60608 PASS LRFD- H1 -1B -T 0.079 5 68.16 T 0.00 0.00 35.16 I DESIGN STRENGTHS FOR MEMBER 20 UNITS - KIP IN I I PNC= 220.74 PNT= 430.56 MNZ= 865.26 MNY= 865.26 VN= 149.04 I 21 ST TUB 60608 PASS LRFD- H1 -1A -C 0.456 5 100.63 C 0.00 0.00 35.16 DESIGN STRENGTHS FOR MEMBER 21 UNITS - KIP IN I PNC= 220.74 PNT= 430.56 MNZ= 865.26 MNY= 865.26 VN= 149.04 I 24 ST TUB 60606 PASS LRFD- H1 -1A -C 0.397 5 70.52 C 0.00 0.00 35.16 I DESIGN STRENGTHS FOR MEMBER 24 UNITS - KIP IN I I PNC= 177.56 PNT= 334.51 MNZ= 695.52 MNY= 695.52 VN= 111.78 I 25 ST TUB 60606 PASS LRFD- H1 -1B -T 0.090 5 60.54 T 0.00 0.00 35.16 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'E' bracing.anl Page 7 of 8 Friday, September 17, 2004, 12:01 PM STAAD PLANE -- PAGE NO. 8 ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION __ ==== === _______________ DESIGN STRENGTHS FOR MEMBER 25 UNITS - KIP IN I PNC= 177.56 PNT= 334.51 MNZ= 695.52 MNY= 695.52 VN= 111.78 I * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 93. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 17,2004 TIME 12: 1:23 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714 - 974 -2500 ; Fax (USA) : 714 - 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'E' bracing.anl Page 8 of 8 1 Calculations DLRGroup ' Date Subject Computed Checked Project Name Project Number ‘ 1, ' "�; l 8.CO ok_ Page (of pages) `�o�= 5g 'f °` �n�" u . ;' vv �� , V0%.- i --1" t-t--:-/ '.--16 ,, VJ21An_ .. ti c P ��=- 6/0 , /5, ,k /70, - P ; � -26,1 k Sts 2 '( y 2, y k { 1,x ell IN Job No Sheet No Rev � C < 4 74- 03103 -00 1 \ Software licensed to Seattle Part Job Title Washington Square Mall Ref By MZ Date09- Jul -04 Chd Client File Frame 'F' bracing.std 'Date/Time 17 -Sep -2004 13:34 11111 5 1 O O p 1 p 0 18 2 Q O i Load 2 Pnnt Time/Date: 17/09/200413 STAAD.Pro for Windows Release 2003 Pnnt Run 1 of 1 .,I01 M Friday, September 17, 2004, 01:27 PM PAGE NO. 1 ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * STAAD.Pro * Version 2003 Bld 1002.US * Proprietary Program of * Research Engineers, Intl. * Date= SEP 17, 2004 * Time= 13:27:12 * * USER ID: Seattle ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 3 60 0 0; 5 0 18.33 0; 6 30 18.33 0; 7 60 18.33 0 12. 9 0 36.67 0; 10 30 36.67 0; 12 15 18.33 0 13. MEMBER INCIDENCES 14. 1 5 12; 2 12 6; 3 6 7; 7 9 10; 10 1 5; 11 2 6; 12 3 7; 14 5 9; 15 6 10 15. 18 1 12; 19 12 2; 20 2 7; 21 6 3; 24 9 12; 25 12 10 16. DEFINE MATERIAL START 17. ISOTROPIC STEEL 18. E 4.176E +006 19. POISSON 0.3 20. DENSITY 0.489024 21. ALPHA 6.5E -006 22. DAMP 0.03 23. ISOTROPIC STEELBRACING 24. E 417600 25. POISSON 0.3 26. DENSITY 0.489024 27. DAMP 0.03 28. ALPHA 6.5 29. END DEFINE MATERIAL 30. MEMBER PROPERTY AMERICAN 31. 1 TO 3 TABLE ST W21X62 32. 7 TABLE ST W18X40 33. 10 TO 12 14 15 TABLE ST W10X49 34. 18 TO 21 TABLE ST TUB60608 35. 24 25 TABLE ST TUB60606 36. CONSTANTS 37. MATERIAL STEEL MEMB 1 TO 3 7 10 TO 12 14 15 38. MATERIAL STEELBRACING MEMB 18 TO 21 24 25 39. SUPPORTS 40. 1 TO 3 PINNED 41. MEMBER RELEASE L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'F' bm &col.anl Page 1 of 8 Friday, September 17, 2004, 01:27 PM STAAD PLANE -- PAGE NO. 2 42. 1 3 7 18 TO 21 24 25 START MZ TM 43. 2 3 7 18 TO 21 24 25 END MZ 44. LOAD 1 DEAD 45. MEMBER LOAD 46. 7 UNI GY -0.58 47. 1 TO 3 UNI GY -1.9 48. JOINT LOAD 49. 9 FY -3.8 50. 10 FY -8.6 51. 5 FY -5 52. 7 FY -45 53. LOAD 2 SEISMIC 54. MEMBER LOAD 55. 1 TO 3 UNI X 1.94 56. 7 UNI X 2.04 57. LOAD 3 LIVE 58. MEMBER LOAD 59. 1 TO 3 UNI GY -1.7 60. JOINT LOAD 61. 7 FY -45 62. LOAD 4 SNOW 63. MEMBER LOAD 64. 7 UNI GY -0.063 65. JOINT LOAD 66. 10 FY -9.4 67. LOAD COMB 5 1.346D +1.3E +.5L 68. 1 1.346 2 1.3 3 0.5 4 0.2 69. LOAD COMB 6 .754D +1.3E 70. 1 0.754 2 1.3 71. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER+ELEMENTS /SUPPORTS = 9/ 15/ 3 ORIGINAL /FINAL BAND- WIDTH= 8/ 4/ 13 DOF TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 21 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/488870.6 MB, EXMEM = 36.4 MB 72. LOAD LIST 5 6 73. PRINT STORY DRIFT L: \projects \74 - 03103 -00- 7373\ +Design \St\Area B \MF & BF Design \Frame 'F' bm &col.anl Page 2 of 8 I, 6,11 Friday, September 17, 2004, 01:27 PM STAAD PLANE -- PAGE NO. 3 STORY HEIGHT LOAD DRIFT(INCH) ECCENTRICITY RATIO (FEET) X Z (FEET) BASE= 0.00 1 18.33 5 1.2277 0.0000 0.0000 L / 179 6 1.2261 0.0000 0.0000 L / 179 2 36.67 5 2.5073 0.0000 0.0000 L / 175 6 2.4949 0.0000 0.0000 L / 176 74. PRINT SUPPORT REACTION LIST 1 TO 3 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'F' bm &col.anl Page 3 of 8 1.40 Friday, September 17, 2004, 01:27 PM STAAD PLANE -- PAGE NO. 4 SUPPORT REACTIONS -UNIT RIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 5 -38.74 -37.96 0.00 0.00 0.00 0.00 6 -46.78 -78.08 0.00 0.00 0.00 0.00 2 5 - 126.40 163.51 0.00 0.00 0.00 0.00 6 - 119.45 91.84 0.00 0.00 0.00 0.00 3 5 -65.74 211.07 0.00 0.00 0.00 0.00 6 -64.65 132.36 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 75. PRINT MEMBER FORCES LIST 1 2 7 10 TO 12 14 15 18 TO 21 24 25 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'F' bm &col.anl Page 4 of 8 1.10.14( Friday, September 17, 2004, 01:27 PM STAAD PLANE -- PAGE NO. 5 N MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 5 5 0.06 23.82 0.00 0.00 0.00 0.00 12 -37.89 27.29 0.00 0.00 0.00 -25.96 6 5 0.03 10.07 0.00 0.00 0.00 0.00 12 -37.86 11.42 0.00 0.00 0.00 -10.17 2 5 12 12.23 27.29 0.00 0.00 0.00 25.96 6 -50.06 23.82 0.00 0.00 0.00 0.00 6 12 12.34 11.42 0.00 0.00 0.00 10.17 6 -50.17 10.07 0.00 0.00 0.00 0.00 7 5 9 -31.24 11.90 0.00 0.00 0.00 0.00 10 -48.32 11.90 0.00 0.00 0.00 0.00 6 9 -36.13 6.56 0.00 0.00 0.00 0.00 10 -43.43 6.56 0.00 0.00 0.00 0.00 10 5 1 9.41 -0.03 0.00 0.00 0.00 0.00 5 -9.41 0.03 0.00 0.00 0.00 -0.56 6 1 -20.89 -0.02 0.00 0.00 0.00 0.00 5 20.89 0.02 0.00 0.00 0.00 -0.32 11 5 2 119.13 -0.06 0.00 0.00 0.00 0.00 6 - 119.13 0.06 0.00 0.00 0.00 -1.07 6 2 58.15 -0.05 0.00 0.00 0.00 0.00 6 -58.15 0.05 0.00 0.00 0.00 -0.93 12 5 3 170.90 0.00 0.00 0.00 0.00 0.00 7 - 170.90 0.00 0.00 0.00 0.00 0.00 6 3 92.87 0.00 0.00 0.00 0.00 0.00 7 -92.87 0.00 0.00 0.00 0.00 0.00 14 5 5 -21.14 0.03 0.00 0.00 0.00 0.56 9 21.14 -0.03 0.00 0.00 0.00 0.00 6 5 -34.72 0.02 0.00 0.00 0.00 0.32 9 34.72 -0.02 0.00 0.00 0.00 0.00 15 5 6 84.36 0.06 0.00 0.00 0.00 1.07 10 -84.36 -0.06 0.00 0.00 0.00 0.00 6 6 66.09 0.05 0.00 0.00 0.00 0.93 10 -66.09 -0.05 0.00 0.00 0.00 0.00 18 5 1 -61.22 0.00 0.00 0.00 0.00 0.00 12 61.22 0.00 0.00 0.00 0.00 0.00 6 1 -73.90 0.00 0.00 0.00 0.00 0.00 12 73.90 0.00 0.00 0.00 0.00 0.00 7 L: \projects \74 - 0.3103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'F' bm &col.anl Page 5 of 8 1. Friday, September 17, 2004, 01:27 PM STAAD PLANE -- PAGE NO. 6 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 19 5 12 104.79 0.00 0.00 0.00 0.00 0.00 2 - 104.79 0.00 0.00 0.00 0.00 0.00 6 12 91.92 0.00 0.00 0.00 0.00 0.00 2 -91.92 0.00 0.00 0.00 0.00 0.00 20 5 2 -70.43 0.00 0.00 0.00 0.00 0.00 7 70.43 0.00 0.00 0.00 0.00 0.00 6 2 -71.82 0.00 0.00 0.00 0.00 0.00 7 71.82 0.00 0.00 0.00 0.00 0.00 21 5 6 77.04 0.00 0.00 0.00 0.00 0.00 3 -77.04 0.00 0.00 0.00 0.00 0.00 6 6 75.76 0.00 0.00 0.00 0.00 0.00 3 -75.76 0.00 0.00 0.00 0.00 0.00 24 5 9 49.30 0.00 0.00 0.00 0.00 0.00 12 -49.30 0.00 0.00 0.00 0.00 0.00 6 9 57.03 0.00 0.00 0.00 0.00 0.00 12 -57.03 0.00 0.00 0.00 0.00 0.00 25 5 12 -76.23 0.00 0.00 0.00 0.00 0.00 10 76.23 0.00 0.00 0.00 0.00 0.00 6 12 -68.53 0.00 0.00 0.00 0.00 0.00 10 68.53 0.00 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 76. PARAMETER 77. CODE LRFD 78. LY 1 MEMB 1 2 7 79. LZ 1 MEMB 1 2 7 80. UNB 1 MEMB 1 2 7 81. UNT 1 MEMB 1 2 7 82. BEAM 1 MEMB 1 2 7 10 TO 12 14 15 18 TO 21 24 25 83. FYLD 7200 MEMB 1 2 7 10 TO 12 14 15 18 TO 21 24 25 84. FYLD 6624 MEMB 18 TO 21 24 25 85. TRACK 1 MEMB 1 2 7 10 TO 12 14 15 18 TO 21 24 25 86. CHECK CODE MEMB 1 2 7 10 TO 12 14 15 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'F' bm &col.anl Page 6 of 8 . (6 ,'21) Friday, September 17, 2004, 01:27 PM STAAD PLANE -- PAGE NO. 7 STAAD.Pro CODE CHECKING - (LRF3) * * * * * * * * * * * * * * * * * * * * * ** ALL UNITS ARE - RIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION = =_ = =_ = == 1 ST W21 X62 PASS LRFD- H1 -1B -C 0.172 5 18.98 C 0.00 -82.85 7.50 + + DESIGN STRENGTHS FOR MEMBER 1 UNITS - KIP IN PNC= 522.87 PNT= 823.50 MNZ= 6480.00 MNY= 942.05 VN= 226.69 + + 2 ST W21 X62 PASS LRFD- H1 -1B -C 0.185 5 34.30 C 0.00 -82.35 8.75 + + DESIGN STRENGTHS FOR MEMBER 2 UNITS - KIP IN PNC= 522.87 PNT= 823.50 MNZ= 6480.00 MNY= 942.05 VN= 226.69 + + 7 ST W18 X40 PASS LRFD- H1 -1A -C 0.356 5 35.06 C 0.00 -49.58 25.00 + + DESIGN STRENGTHS FOR MEMBER 7 UNITS - KIP IN PNC= 170.30 PNT= 531.00 MNZ= 3528.00 MNY= 428.68 VN= 152.24 + + 10 ST W10 X49 PASS LRFD- H1 -1B -T 0.018 6 20.89 T 0.00 0.32 18.33 + + DESIGN STRENGTHS FOR MEMBER 10 UNITS - KIP IN PNC= 354.72 PNT= 648.00 MNZ= 2354.03 MNY= 1260.90 VN= 91.62 + + 11 ST W10 X49 PASS LRFD- H1 -1A -C 0.341 5 119.13 C 0.00 1.07 18.33 + + DESIGN STRENGTHS FOR MEMBER 11 UNITS - KIP IN PNC= 354.72 PNT= 648.00 MNZ= 2354.03 MNY= 1260.90 VN= 91.62 + + 12 ST W10 X49 PASS LRFD- H1 -1A -C 0.482 5 170.90 C 0.00 0.00 18.33 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'F' bm &col.anl Page 7 of 8 1014. Friday, September 17, 2004, 01:27 PM STAAD PLANE -- PAGE NO. 8 ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION _______ ==== == DESIGN STRENGTHS FOR MEMBER 12 UNITS - KIP IN PNC= 354.72 PNT= 648.00 MNZ= 2354.03 MNY= 1260.90 VN= 91.62 14 ST W10 X49 PASS LRFD- HI -1B -T 0.028 6 34.72 T 0.00 0.32 0.00 DESIGN STRENGTHS FOR MEMBER 14 UNITS - KIP IN PNC= 354.51 PNT= 648.00 MNZ= 2353.64 MNY= 1260.90 VN= 91.62 15 ST W10 X49 PASS LRFD- H1 -1A -C 0.243 5 84.36 C 0.00 1.07 0.00 DESIGN STRENGTHS FOR MEMBER 15 UNITS - KIP IN PNC= 354.51 PNT= 648.00 MNZ= 2353.64 MNY= 1260.90 VN= 91.62 * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 87. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 17,2004 TIME= 13:27:13 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714 - 974 -2500 ; Fax (USA) : 714 - 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'F' bm &col.anl Page 8 of 8 IA. •14i Friday, September 17, 2004, 01:34 PM PAGE NO. 1 ********************* ** * * * * * ** * * * * * * * * * * * * * ** * * * * * ** * * * STAAD.Pro * Version 2003 Bid 1002.US * Proprietary Program of * Research Engineers, Intl. * Date= SEP 17, 2004 * Time= 13:34 :38 * * * USER ID: Seattle ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE 2. START JOB INFORMATION 3. JOB NAME WASHINGTON SQUARE MALL 4. JOB NO 74- 03103 -00 5. ENGINEER NAME MZ 6. ENGINEER DATE 09- JUL -04 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 30 0 0; 3 60 0 0; 5 0 18.33 0; 6 30 18.33 0; 7 60 18.33 0 12. 9 0 36.67 0; 10 30 36.67 0; 12 15 18.33 0 13. MEMBER INCIDENCES 14. 1 5 12; 2 12 6; 3 6 7; 7 9 10; 10 1 5; 11 2 6; 12 3 7; 14 5 9; 15 6 10 15. 18 1 12; 19 12 2; 20 2 7; 21 6 3; 24 9 12; 25 12 10 16. DEFINE MATERIAL START 17. ISOTROPIC STEEL 18. E 4.176E +006 19. POISSON 0.3 20. DENSITY 0.489024 21. ALPHA 6.5E -006 22. DAMP 0.03 23. ISOTROPIC STEELCOL 24. E 4.176E +007 25. POISSON 0.3 26. DENSITY 0.489024 27. DAMP 0.03 28. ALPHA 6.5 29. END DEFINE MATERIAL 30. MEMBER PROPERTY AMERICAN 31. 1 TO 3 TABLE ST W21X62 32. 7 TABLE ST W18X40 33. 10 TO 12 14 15 TABLE ST W10X49 34. 18 TO 21 TABLE ST TUB60608 35. 24 25 TABLE ST TUB60606 36. CONSTANTS 37. MATERIAL STEEL MEMB 1 TO 3 7 18 TO 21 24 25 38. MATERIAL STEELCOL MEMB 10 TO 12 14 15 39. SUPPORTS 40. 1 TO 3 PINNED 41. MEMBER RELEASE L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'F' bracing.anl Page 1 of 6 1,(,,3 Friday, September 17, 2004, 01:34 PM STAAD PLANE -- PAGE NO. 2 -,., 42. 1 3 7 18 TO 21 24 25 START MZ 43. 2 3 7 18 TO 21 24 25 END MZ 44. *LOAD 1 DEAD 45. *MEMBER LOAD 46. *7 UNI GY -0.58 47. *1 TO 3 UNI GY -1.9 48. *JOINT LOAD 49. *9 FY -3.8 50. *10 FY -8.6 51. *5 FY -5 52. *7 FY -45 53. LOAD 2 SEISMIC 54. MEMBER LOAD 55. 1 TO 3 UNI X 1.94 56. 7 UNI X 2.04 57. *LOAD 3 LIVE 58. *MEMBER LOAD 59. *1 TO 3 UNI GY -1.7 60. *JOINT LOAD 61. *7 FY -45 62. *LOAD 4 SNOW 63. *MEMBER LOAD 64. *7 UNI GY -0.063 65. *JOINT LOAD 66. *10 FY -9.4 67. LOAD COMB 5 1.346D +1.3E +.5L 68. 2 1.3 69. LOAD COMB 6 .754D +1.3E 70. 2 1.3 71. PERFORM ANALYSIS * WARNING ** A STIFF MATERIAL WITH 1.000E +01 TIMES THE STIFFNESS OF STEEL ENTERED. PLEASE CHECK. P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 9/ 15/ 3 ORIGINAL /FINAL BAND- WIDTH= 8/ 4/ 13 DOF TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 21 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/488870.4 MB, EXMEM = 32.1 MB 72. LOAD LIST 5 73. *PRINT STORY DRIFT 74. *PRINT SUPPORT REACTION LIST 1 TO 3 75. PRINT MEMBER FORCES LIST 1 2 7 10 TO 12 14 15 18 TO 21 24 25 L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'F' bracing.anl Page 2 of 6 1 # Friday, September 17, 2004, 01:34 PM STAAD PLANE -- PAGE NO. 3 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR-Y SBEAR-Z TORSION MOM -Y MOM -Z 1 5 5 -0.38 0.01 0.00 0.00 0.00 0.00 12 -37.45 -0.01 0.00 0.00 0.00 0.18 2 5 12 6.14 -0.01 0.00 0.00 0.00 -0.18 6 -43.97 0.01 0.00 0.00 0.00 0.00 7 5 9 -39.43 0.00 0.00 0.00 0.00 0.00 10 -40.13 0.00 0.00 0.00 0.00 0.00 10 5 1 -48.43 0.19 0.00 0.00 0.00 0.00 5 48.43 -0.19 0.00 0.00 0.00 3.47 11 5 2 10.07 -0.13 0.00 0.00 0.00 0.00 6 -10.07 0.13 0.00 0.00 0.00 -2.40 12 5 3 34.41 0.00 0.00 0.00 0.00 0.00 7 -34.41 0.00 0.00 0.00 0.00 0.00 14 5 5 -48.44 -0.19 0.00 0.00 0.00 -3.47 9 48.44 0.19 0.00 0.00 0.00 0.00 15 5 6 48.90 0.13 0.00 0.00 0.00 2.40 10 -48.90 -0.13 0.00 0.00 0.00 0.00 18 5 1 -87.89 0.00 0.00 0.00 0.00 0.00 12 87.89 0.00 0.00 0.00 0.00 0.00 19 5 12 87.26 0.00 0.00 0.00 0.00 0.00 2 -87.26 0.00 0.00 0.00 0.00 0.00 20 5 2 -65.99 0.00 0.00 0.00 0.00 0.00 7 65.99 0.00 0.00 0.00 0.00 0.00 21 5 6 74.51 0.00 0.00 0.00 0.00 0.00 3 -74.51 0.00 0.00 0.00 0.00 0.00 24 5 9 62.58 0.00 0.00 0.00 0.00 0.00 12 -62.58 0.00 0.00 0.00 0.00 0.00 25 5 12 -63.18 0.00 0.00 0.00 0.00 0.00 10 63.18 0.00 0.00 0.00 0.00 0.00 L: \projects \74 - 03103 - 7373\ +Design \St \Area B \MF & BF Design \Frame 'F' bracing.anl Page 3 of 6 I.9,V. Friday, September 17, 2004, 01:34 PM STAAD PLANE -- PAGE NO. 4 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 76. PARAMETER 77. CODE LRFD 78. LY 1 MEMB 1 2 7 79. LZ 1 MEMB 1 2 7 80. UNB 1 MEMB 1 2 7 81. UNT 1 MEMB 1 2 7 82. LY 17.5 MEMB 20 21 83. LZ 17.5 MEMB 20 21 84. UNB 17.5 MEMB 20 21 85. UNT 17.5 MEMB 20 21 86. BEAM 1 MEMB 1 2 7 10 TO 12 14 15 18 TO 21 24 25 87. FYLD 7200 MEMB 1 2 7 10 TO 12 14 15 18 TO 21 24 25 88. FYLD 6624 MEMB 18 TO 21 24 25 89. TRACK 1 MEMB 1 2 7 10 TO 12 14 15 18 TO 21 24 25 90. CHECK CODE MEMB 18 TO 21 24 25 L:\projects \74- 03103 -00- 7373\qDesign \St \Area B \MF & BF Design \Frame 'F' bracing.anl Page 4 of 6 I to .'-1) Friday, September 17, 2004, 01:34 PM STAAD PLANE -- PAGE NO. 5 k STAAD.Pro CODE CHECKING - (LRF3) * * * * * * * * * * * * * * * * * * * * * ** ALL UNITS ARE - RIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ____ _______ 18 ST TUB 60608 PASS LRFD- H1 -1A -T 0.204 5 87.89 T 0.00 0.00 23.69 I DESIGN STRENGTHS FOR MEMBER 18 UNITS - KIP IN I PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 I 19 ST TUB 60608 PASS LRFD- H1 -1A -C 0.654 5 87.26 C 0.00 0.00 23.69 I DESIGN STRENGTHS FOR MEMBER 19 UNITS - KIP IN I I PNC= 133.38 PNT= 430.56 MNZ= 864.31 MNY= 865.26 VN= 149.04 I 20 ST TUB 60608 PASS LRFD H1 - 1B - T 0.077 5 65.99 T 0.00 0.00 35.16 I DESIGN STRENGTHS FOR MEMBER 20 UNITS - KIP IN I I PNC= 220.74 PNT= 430.56 MNZ= 865.26 MNY= 865.26 VN= 149.04 I 21 ST TUB 60608 PASS LRFD- H1 -1A -C 0.338 5 74.51 C 0.00 0.00 35.16 I DESIGN STRENGTHS FOR MEMBER 21 UNITS - KIP IN I PNC= 220.74 PNT= 430.56 MNZ= 865.26 MNY= 865.26 VN= 149.04 I 24 ST TUB 60606 PASS LRFD- H1 -1A -C 0.570 5 62.58 C 0.00 0.00 23.69 I DESIGN STRENGTHS FOR MEMBER 24 UNITS - KIP IN I I PNC= 109.80 PNT= 334.51 MNZ= 694.89 MNY= 695.52 VN= 111.78 I 25 ST TUB 60606 PASS LRFD- H1 -1B -T 0.094 5 63.18 T 0.00 0.00 23.69 L: \projects \74 - 03103 -00 -7373\ +Design \St \Area B \MF & BF Design \Frame 'F' bracing.anl Page 5 of 6 Friday, September 17, 2004, 01:34 PM STAAD PLANE -- PAGE NO. 6 ALL UNITS ARE - RIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION _____ == == = = == = s DESIGN STRENGTHS FOR MEMBER 25 UNITS - KIP IN PNC= 109.80 PNT= 334.51 MNZ= 694.89 MNY= 695.52 VN= 111.78 * * * * * * * * * * * * ** END OF TABULATED RESULT OF DESIGN * * * * * * * * * * * * ** 91. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= SEP 17,2004 TIME 13:34:38 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714 - 974 -2500 ; Fax (USA) : 714- 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L: \projects \74 - 03103 -00- 7373\ +Design \St \Area B \MF & BF Design \Frame 'F' bracing.anl Page 6 of 6 to ..11-f Calculations DLR Group • Date Subject Computed Checked Project Name Project Number Page (of pages) \J•VA'A ( - , pp,Z" - 71)6e7.5 r \ >e te7 (1sY cc) L\FT r /.e3 s tio bA 0 S7 r 1 -ILP (oxco x s/ LA..= 2 A ■...\_0,„.) e■,/ svc- = 01 ‘‘- c-erp CAW (0) J1-1 1<2 - 5<) - C2 —1 „ _ I. ko i'2_27 1 161 Calculations DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) I , 7 , vs/ , :...„, y II : . , I , i . ! — — / / ,,,,' - ,/ i 7- , ti : . t .1, .1..2-2, ILI Calculations DLR Group Date Subject • Computed 0) P ROPE- N 8 ° Checked co G 1 6- :.• ., \ Project Name fil - 73263PE Project Number Ci■ OREGON 03 Page (of pages) ..4. R 12:1110 1 - 1 ' -- Ti \k,. Lioc/ ( ao 1.,) .• t - -,.1.1S - \ .,--,.o—). , _ ="" / 01 ,,- --0,, S.) ?tAjt , ..c.....) . 1,.. , -.. X -7 . LP . , ! ` I ! / + - (7 pc-,...i-e) czy,, c , , -1.-- ,7_ x ? ', K IS" y C-9" -tr ,f V .>`' , 3 Y 170 x 140 , --,' 1, "gLk'' 4 ( ' CP t e_73‘ - i - / 60 -. (-M 4- ) , z,,t,- --:-'- q 7 "---- Lio't ' — ,-- ....,--- - 5 Do-4v_9 '',.-;) c-ya,e44-c,1:2, , , 1 6 ><.{,) :: 2-5 - 04 , 1 C-V ,/,-) 0 ' , 4F•se' , \ ii..€' IA; . 7 - ''''' 'Ll, ' ''''';:' k 'A ' , / '',',' ' '''' ',,: T '' ) C , t '-.:,, '•< ---) (3 , H . . ÷ r2- (L i si 13 ';\=-,, (7sofi„: 0 / , 3 . -: ' , i - -, - ,' '', x / ? ,..- ' - „ $ '-'N(''' ) I 4 ‘A t "'& : . ,., ,.,,,,,._ z_ `:_75 • L. e (:)(:. , L-il.-1, ') 'T-i-L-,-.1-,:,, ,_ - i''• >‹ 3 - I \ 4. F",, s ) ----