5316 ROCKEFELLER AVE 2025-03-10 - Laserfiche WebLink

PROJECT NAME: HULTS RESIDENCE ADDITION JOB: X10-2854 Overturning forces for wind and seismic are calculated for both directions (alternating directions). All these forces must add to zero, since they are pure rotation reactions- The wind uplift is combined with the wind overturning as per Table 3 below. Table 3 combination of loads Tatle 3 - Factored Reaction forces at panels Reaction Location I DIRECTION 1 I DIRECTION 2 I KIN MAX from end I LC1 LC2 LC3 LC4 IC'S LC6 I LC1 LC2 LC3 LC4 LCS LC6 I LOAD LOAD (ft) I lb lb lb lb lb lb I lb lb lb lb lb lb 1 lb lb I 3-0 0.8 I 567 132 1281 1340 227 -323 ( 1133 1568 1705 2416 793 1112 1 -323 1281 I 3-1 7.0 143E 1871 2238 3087 975 1253 I 871 436 1814 2011 410 -182 I -182 1814 I 3-2 14.1 I 531 96 828 638 205 -340 1096 1521 1252 1714 771 1095 I -340 1095 I 3-3 24.3 1196 1631 1446 1965 83e 1141 630 155 1022 829 265 294 I -294 1141 I 3-4 9-5 I 380 320 604 747 228 176 380 380 609 747 222 176 I 176 380 3.5 11.1 I 481 401 628 764 241 186 481 401 628 764 241 186 I 186 401 I 3-6 27.8 I 425 425 746 939 255 197 I 425 425 746 939 255 197 I 197 425 2-0 0.0 I 1235 447 1763 3557 33e -766 ( 3290 407E 5303 6260 2385 2866 I -766 3557 2-1 7.0 I 1154 1154 2626 2549 692 336 1154 1154 2026 2549 692 536 I 536 1154 2-7 9.5 I 380 380 839 1114 22E 176 380 320 976 1114 228 176 176 380 I 2-3 11.1 I 4195 4766 6780 74E1 2871 2993 I 2423 1852 5451 5255 1899 79 I 79 4765 I 2-4 14.1 I 0 0 227 363 6 0 I 0 e 227 3E3 8 0 I 0' 0 2-5 17.1 I 491 -241 1464 915 -102 -1034 I 2471 3202 2949 3497 187E 2409 I -1034 2409 2-6 24.3 I 3790 4739 4664 5761 2727 3315 I 152E 579 2967 2641 464 646 I -846 3315 2-7 27.8 I 871 871 1706 1899 523 4e4 I 871 871 1706 1899 523 404 I 404 871 I 1-0 0.0 I 2858 2035 7561 7329 1055 -380 I 5158 6982 10036 11039 4355 4566 I -380 6982 I 1-1 7.8 I 1154 1154 202E 2549 692 536 I 1154 1154 2026 2549 692 536 I 536 1154 I 1-2 9.5 I 380 380 1068 1461 228 176 I 380 3E0 1343 1481 226 176 I 176 380 1-3 11.1 I 3309 3309 6116 6368 1965 1536 I 3309 3309 6116 6380 1935 1536 I 1536 3309 I 1-4 14.1 I 0 0 227 363 8 0 I 0 0 227 363 0 0 I 8 0 1-5. 17,1 I 1481 1481 2206 2286 882 687 I 1481 1421 2206 2706 888 687 I 627 1481 I 1-6 24.3 I 2659 2659 3816 42E1 1595 1234 I 2659 2559 3816 4201 1595 1234 I 1234 2659 I 1-7 25.8 I 3896 4719 5503 6121 299? 3516 I 596 -227 3028 2411 -302 -1431 I -1431 3516 I Notes 1. LC = Load combination 2. LC1 = D + 0.6W ASCE 2.4.1 - 5a 3. I.C2 = D + 0.7E ASCE 2.4.1. - 5h 4. LC3 = D + 0.75L + 0.75(0.6W) + 0.755 A5CE 2.4.1 - 6a 5. LC4 = D + 0.75L + 0.75(0.7E) + 0.755 ASCE 2.4.1 - 6b 6. LC5 = 0.6D + 0.6W ASCE 2.4.1 - 7 7. LC6 = (0.6 . 0.145DS)D 4 0.7E ASCE 2.4.1 - 8, 5D5 = 0.970 8. MIN LOAD - Maximum negative tension force 9. MAX LOAD = Maximum positive compression force 10. W = W uplift + W shear overturning All the forces shown on Table 2b are combined here. Load cases 6 & 7 size the hold-downs, since they produce the highest negative numbers. Any uplift force < 500 lb is considered small and therefore no hold- down is assigned to it. CUSTOM DESIGN & ENGINEERING, INC. March 3, 2022 Page 65 167 Copyright©2022 Custom Design&Engineering,Inc.All rights reserved.