Question: Solve Prob. 139 using the slope-deflection equations. Data from 13-9. Use the moment-distribution method to determine the moment at each joint of the frame. The

Solve Prob. 13€“9 using the slope-deflection equations.

500 lb/ft By | ]2.5 ft 2.5 Г. - 6 ft- - 6 ft- -18 ft 1 ft 1 ft- -1 ft 20 ft A.

Data from 13-9.

Use the moment-distribution method to determine the moment at each joint of the frame. The supports at A and C are pinned and the joints at B and D are fixed connected. Assume that E is constant and the members have a thickness of 1 ft. The haunches are straight so use Table 13€“1.

TABLE 13-1 Straight Haunches-Constant Width Note: All carry-over factors are negative and all stiffness factors are posi

500 lb/ft By | ]2.5 ft 2.5 . - 6 ft- - 6 ft- -18 ft 1 ft 1 ft- -1 ft 20 ft A. TABLE 13-1 Straight Haunches-Constant Width Note: All carry-over factors are negative and all stiffness factors are positive. Concentrated Load FEM-Coef. x PL Haunch Load at Left Right Unif. Load FEM Coef x wal FEM Right Haunch Stiffness Factors Coef x waL? 0.1 Carry-over Factors FEM Coef. X wl? 0.3 0.5 0.7 0.9 CAB kBA MAB MBa MBA M A MAB MBA Mas MBA Maa MBA MBA MAB aA- 0.3 ag- variable TA- 1.0 ra- variable 0.4 0.0935 0.0034 0.2185 0.0384 0.1955 0.1147 0.0889 0.1601 0.0096 | 0.0870 0.0133 0.0008 0.0006 0.0058 0.0038 0.2158 0.0422 0.1883 0.1250 0.0798 0.1729 0.0075 0.0898 0.0133 0.543 0.766 9.19 6.52 0.1194 0.0791 0.6 | 0.576 0.758 9.53 7.24 0.1152 0.0851 0.0934 0.0009 | 0.0005 0.0060 10 0.622 0.0042 0.2118 0.0480 0.1771 0.0011 | 0.0004 0.0062 0.1411 0.0668 0.1919 0.0047 0.0530 0.1678 0.1550 0.0559 0.2078 0.0028 0.0961 0.2 0.748 10.06 8.37 0.1089 0.0942 0.0931 0.0935 0.0132 15 0.660 0.0927 0.0130 0.0012 0.0002 0.0064 0.0565 0.1614 0.1645 0.0487 0.21850.0019 0.0974 0.0129 0.0013 0.0001 0.0065 0.740 10.52 9.38 0.1037 0.1018 0.0047 0.2085 2.0 0.684 0.734 10.83 10.09 0.1002 0.1069 0.0924 0.0050| 0.2062 0.0419 0.1909 0.1225 0.0856 0.1649 0.0100 0.0861 0.0042| 0.2126 0.0477 0.1808 0.1379 0.0747 0.1807 0.0080 O.0888 0.0934 0.0133 0.0009 0.0022 0.0118 0.0010 | 0.0018 0.0124 0.4 0.579 0.741 9.47 7.40 0.1175 0.0822 0.0037 0.2164 0.6 0.629 0.726 9.98 8.64 0.1120 0.0902 0.0931 0.0132 1.0 0.705 0.0924 0.0052 0.2063 0.0577 0.1640 0.1640 0.0577 0.20630.0052 0.0924 0.0131 0.0675 0.1483 0.1892 0.0428 0.2294|0.0033 0.0953 0.0129 | 0.0015 | 0.0008 0.3 0.705 10.85 10.85 0.1034 0.1034 0.0013 0.0013 0.0131 15 0.771 0.689 11.70 13.10 0.0956 0.1157 0.0917 0.0062 0.2002 0.0137 2.0 0.817 0.678 12.33 14.85 0.0901 0.1246 0.0913 0.0069 0.1957 0.0750 0.1368 0.2080 0.0326 0.2455 0.0022 0.0968 0.0128 0.0017 | 0.0006 0.0141 aA - 0.2 ag- variable 1.5 ra- variable 0.4 0.569 0.0966 0.0019 | 0.2186 | 0.0377 0.1847 |0.1183 0.0821 0.1626 0.0088 0.0873 0.0064 | 0.0001 | 0.0006 0.0058 0.0021| 0.2163 0.0413 0.1778 0.1288 0.0736 0.1752 0.0068 | 0.0901 0.0064 0.0001 | 0.0005 0.0060 0.0002 0.0004 0.0062 0.714 7.97 6.35 0.1166 0.0799 0.6 0.603 0.707 8.26 7.04 0.1127 0.0858 0.0965 1.0 0.652 0.0468 0.1675 0.1449 0.0616 0.19400.0043 0.0937 0.2097| 0.0515 0.1587 0.1587 0.0515 0.2097 0.0025 0.0962 0.0064 0.0547 0.1528 0.1681 0.0449 0.22020.0017 0.0975 0.0064 0.2 0.698 8.70 8.12 0.1069 0.0947 0.0963 0.0023 0.2127 0.0064 15 0.691 0.691 9.08 9.08 0.1021 0.1021 0.0962 0.0025 0.0002 | 0.0002 0.0064 2.0 0.716 0.686 9.34 9.75 0.0990 0.1071 0.0960 0.0028 0.2077 0.0002| 0.0001 0.0065 0.4 0.607 0.692 8.21 7.21 0.1148 0.OR29 0.0965 0.0021 0.2168 0.0409 0.1801 0.1263 0.0789 0.1674 0.0091 0.0866 0.0064 0.0002 | 0.0020 0.0118 0.6 0.659 0.0907 0.0464 0.1706 0.1418 0.0688 0.18310.0072 0.0892 0.0064 0.0002 | 0.0017 0.0123 0.0002 0.0012 0.0130 0.678 8.65 8.40 0.1098 0.0964 0.0024 0.2135 1.0| 0.740 0.1037 0.0961 0.0559 0.1550 0.1678 0.0530 0.20850.0047 0.0927 0.0064 0.1928 0.0393 0.2311 0.0029 0.0950| 0.0063 0.3 0.660 9.38 10.52 0.1018 0.0028 0.2078 1.5 0.809 0.645 10.09 12.66 0.0947 0.1156 0.0958 0.0033 0.2024 0.0651 0.1403 0.0003 0.0008 0.0137 0.857 0.636 10.62 14.32 0.0897 0.1242 0.0955 0.0038 0.1985 0.0720 0.1296 0.2119 0.0299 0.2469 0.0020 0.0968 0.0063 0.0003 0.0005 0.0141

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