1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E - Plan

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Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.170 -0.170 0.000 22.500 RLL RP1 -0.408 -0.408 0.000 22.500 W1R RP1 0.395 0.395 0.000 11.250 W1R RP1 0.099 0.099 11.250 22.500 W1R WP1 0.290 0.290 11.600 12.600 W1R WP2 0.290 0.290 14.540 15.544 W1L RP1 0.099 0.099 0.000 11.250 W1L RP1 0.395 0.395 11.250 22.500 W1L WP1 -0.290 -0.290 11.600 12.600 W1L WP2 -0.290 -0.290 14.540 15.544 W2R RP1 -0.362 -0.362 0.000 11.250 W2R RP1 -0.033 -0.033 11.250 22.500 W2R WP1 0.290 0.290 11.600 12.600 W2R WP2 0.290 0.290 14.540 15.544 W2L RP1 -0.033 -0.033 0.000 11.250 W2L RP1 -0.362 -0.362 11.250 22.500 W2L WP1 -0.290 -0.290 11.600 12.600 W2L WP2 -0.290 -0.290 14.540 15.544 W3R RP1 -0.165 -0.165 0.000 11.250 W3R RP1 -0.395 -0.395 11.250 22.500 W3R WP1 0.290 0.290 11.600 12.600 W3R WP2 0.290 0.290 14.540 15.544 W3L RP1 -0.395 -0.395 0.000 11.250 W3L RP1 -0.165 -0.165 11.250 22.500 W3L WP1 -0.290 -0.290 11.600 12.600 W3L WP2 -0.290 -0.290 14.540 15.544 W4R RP1 -0.362 -0.362 0.000 11.250 W4R RP1 -0.198 -0.198 11.250 22.500 W4R WP1 0.290 0.290 11.600 12.600 W4R WP2 0.290 0.290 14.540 15.544 W4L RP1 -0.198 -0.198 0.000 11.250 W4L RP1 -0.362 -0.362 11.250 22.500 W4L WP1 -0.290 -0.290 11.600 12.600 W4L WP2 -0.290 -0.290 14.540 15.544 W5B RP1 -0.198 -0.198 0.000 22.500 W5B WP1 -0.290 -0.290 11.600 12.600 W5B WP2 0.290 0.290 14.540 15.544 W6B RP1 0.165 0.165 0.000 22.500 W6B WP1 -0.290 -0.290 11.600 12.600 W6B WP2 0.290 0.290 14.540 15.544 W7B RP1 -0.296 -0.296 0.000 22.500 W7B WP1 -0.290 -0.290 11.600 12.600 W7B WP2 0.290 0.290 14.540 15.544 EQR RP1 0.260 0.260 0.000 22.500 EQL RP1 -0.260 -0.260 0.000 22.500 RL1 RP1 -0.408 -0.408 0.000 17.300 RL2 RP1 -0.408 -0.408 17.300 22.500 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Shear loads that are applied perpendicular to the web have been considered in the baseplate design only. The locations listed below for each longitudinal bracing load apply only to the column axial load (tension on base of column and compression when at top of column). Load On Hor. Vert. Perp Shear Moment Loc Special Case Mem Kips Kips Kips K-Ft. Ft. Load # Description BWF COL02 0.000 0.000 -1.200 0.000 0.500 Long. Bracing-2 COL02 BWB COL02 0.000 0.000 1.200 0.000 11.648 Long. Bracing-2 COL02 EQB COL02 0.000 0.000 4.700 0.000 11.648 Long. Bracing-2 COL02 EQF COL02 0.000 0.000 -4.700 0.000 0.500 Long. Bracing-2 COL02 ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+NLL 2) 1.00 SW+RDL+NLR 3) 1.00 SW+RDL+RLL+NLL 4) 1.00 SW+RDL+RLL+NLR 5) 1.00 SW+RDL+0.60W1L 6) 1.00 SW+RDL+0.60W2L 7) 1.00 SW+RDL+0.60W3L 8) 1.00 SW+RDL+0.60W4L 9) 1.00 SW+RDL+0.60W1R 10) 1.00 SW+RDL+0.60W2R+NLL 11) 1.00 SW+RDL+0.60W2R+NLR 12) 1.00 SW+RDL+0.60W3R 13) 1.00 SW+RDL+0.60W4R 14) 1.00 0.60SW+0.60RDL+0.60W1L 15) 1.00 0.60SW+0.60RDL+0.60W2L 16) 1.00 0.60SW+0.60RDL+0.60W3L 17) 1.00 0.60SW+0.60RDL+0.60W4L 18) 1.00 0.60SW+0.60RDL+0.60W1R 19) 1.00 0.60SW+0.60RDL+0.60W2R+NLL 20) 1.00 0.60SW+0.60RDL+0.60W2R+NLR 21) 1.00 0.60SW+0.60RDL+0.60W3R 22) 1.00 0.60SW+0.60RDL+0.60W4R 23) 1.00 SW+RDL+0.00RLL+0.45W1L 24) 1.00 SW+RDL+0.00RLL+0.45W2L 25) 1.00 SW+RDL+0.00RLL+0.45W3L 26) 1.00 SW+RDL+0.00RLL+0.45W4L 27) 1.00 SW+RDL+0.00RLL+0.45W1R 28) 1.00 SW+RDL+0.00RLL+0.45W2R+NLL 29) 1.00 SW+RDL+0.00RLL+0.45W2R+NLR 30) 1.00 SW+RDL+0.00RLL+0.45W3R 31) 1.00 SW+RDL+0.00RLL+0.45W4R 32) 1.00 SW+RDL+0.60W5B 33) 1.00 SW+RDL+0.60W6B 34) 1.00 SW+RDL+0.60W7B 35) 1.00 0.60SW+0.60RDL+0.60W5B 36) 1.00 0.60SW+0.60RDL+0.60W6B 37) 1.00 0.60SW+0.60RDL+0.60W7B 38) 1.00 SW+RDL+0.00RLL+0.45W5B 39) 1.00 SW+RDL+0.00RLL+0.45W6B 147 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024