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Plans /1/lSTa - av 5 • X135 • SPACEMASTER CONSTRUCTION 12505 NW 20 AVE. VANCOUVER, WA. 98685 (360) 573 -5751 April 2, 2004 To whom it concerns, Spacemaster Foundations installed a 24" by 18" footing with rebar as per plans for each of the load points under the glue - laminated beam. 11111 00 Spacemaster Foundations Robert Holbrook. Msr )ex>3 - 000 0 F '� f`1 F. �, �? . ` • S � � A APPROVED mq 04/02/04 10:27 LUMBERMEN'S U009 4 5732110 NO.558 (01 24f -V4 Douglas Fir Uniform oad Tables Roof Beams (Snow) 5 -1/8 Beam De th inches , Span 9.0 10.5 , 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.5 24.0 25.5 4' r 4-66t - 6051 . 7780 10003 12966 17115 23339' 33712 43319 49729 6' 2593 3203 3890 4668 5557 6583 7780 9194 10892 12966 15559 18894 8' 1795 2178 2593 3044 3536 4075 4665 5323 6051 6864 7780 8817 10' 1273 1650 1945 2259 2593 2951 3334 3746 4189 4668 5187 5750 12 884 1203 1556 1795 2047._;2313, 2593 2890 3203 3536 3890 4266 14' 605 884 1155 1461 1691 1902 2122 2352 2593 2846 3112 3391 16' 405 644 884 " 1119 1381 1615. 1795 " 1983 2178 2382 2593 2814 18' 285 452 675 884 1084 1299 1533 1714 1878 2047 2223 2405 4 . 20' 208 330 492 701 869 1041 1228.`, 1430'. 1646 1795 1945 2099 22' 156 248 370 526 711 852 1006 1171 1348 1537 1729 1863 24' 120 191 285 405 556, 710 836 ' 975 1123 1280 1447 1624 26' 94 150 224 319 437 582 708 824 949 1082 1223 1372 28' 76 • 120 179'1 : ,255 '350 466 605, 706 812 926 1047 1175 30' 62 98 146 208 285 379 492 810 703 801 906 1016 32' 51 80 120` 171. 235` • 312• 405- 545; 614 700 791 887 34' 42 67 100 143 196 260 338 430 537 616 696 781 36' 36 57 84 , 120 • 165 1 219 285 362- 452 546. 618 693 38' 30 48 72 102 140 186 242 308 384 473 551 619 40_ 26. 41_ ' 62' ' 88 120 •160 208: 264' 330 405 -492 _ 555 5 -1/2 Beam Depth in Inches .120 9.0 105 12.0 13.5 15.0 16.5 , 18.0 a- 19.5 � 21.0 � 22.5 24.0 25.5 4' 5009 6494 8349,10734 13915 ':18368 :25047 81'79 46489 53367 6' 2783 3438 4175 5009 5964 7065 8349 9867 11689 13915 16698 20276 8' 1927 2338 2783, 3267 3795 - 4373 5009 5712 '• 6494 7367 8349 9462 10' 1366 1771 2087 2424 2783 3167 3578 4020 4496 5009 5566 6171 12' ' 949 1291 1670 1927 ' 2197 2482 - 278.E 3101. 3436 3795 4175 4578 14' 649 949 1239 1568 1815 2041 2277 2524 2783 3055 3340 3639 16' 435 691 949 1201 " 1478 , .1733 1927, ': 2128' 2338 2556 2783 3020 18' 306 485 724 945 1154 1383 1632 1840 2015 2197 2385 2581 20' 223 354 528 752 925 : 1109 1308 _1523- 1753 1927 2087 2253 22' 167 266 397 565 757 908 1071 1247 1435 1636 1850 1999 24' 129 205 306 435 597 '756: 892 - 1038 1195 1363 1541 1729 26' 101 161 240 342 469 625 754 878 1011 1152 1302 1461 28' 81 129 192 274 376 500 645 751 865 986 1115 1251 30' 66 105 156 223 306 407 528 650 748 853 964 1082 32 54; 86 129 184 ,252 335 - 435 '553,: 653 745 842 945 34' 45 72 107 153 210 279 363 461 575 656 741 832 36' 38 61 91 129 177 235 306 388' 485 582 658 738 38' 32 52 77 110 150 200 260 330 413 507 587 659 40' 28 44 ' • 6' ; 94 ,129 17 , 223 3 354 435. 527 591 Fb =2.400 psi Fv =165 psi MOE= 1,800,000 psi DF =1.15 Def1. Ratio =1.J180 For roof beams, a deflection limit of U180 for total load has been used. For other ratios of live loud to total load, the designer should check deflection based on applicable bulking code provisions /AS ;'200'3 -006W 0 6 APPROVED psi/'1 - -01