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 22.730 RLL RP1 -0.408 -0.408 0.000 22.730 W1R RP1 0.407 0.407 0.000 11.365 W1R RP1 0.102 0.102 11.365 22.730 W1R WP1 0.300 0.300 13.000 14.250 W1R WP2 0.300 0.300 15.990 17.237 W1L RP1 0.102 0.102 0.000 11.365 W1L RP1 0.407 0.407 11.365 22.730 W1L WP1 -0.300 -0.300 13.000 14.250 W1L WP2 -0.300 -0.300 15.990 16.987 W2R RP1 -0.374 -0.374 0.000 11.365 W2R RP1 -0.034 -0.034 11.365 22.730 W2R WP1 0.300 0.300 13.000 14.250 W2R WP2 0.300 0.300 15.990 17.237 W2L RP1 -0.034 -0.034 0.000 11.365 W2L RP1 -0.374 -0.374 11.365 22.730 W2L WP1 -0.300 -0.300 13.000 14.250 W2L WP2 -0.300 -0.300 15.990 16.987 W3R RP1 -0.170 -0.170 0.000 11.365 W3R RP1 -0.407 -0.407 11.365 22.730 W3R WP1 0.300 0.300 13.000 14.250 W3R WP2 0.300 0.300 15.990 17.237 W3L RP1 -0.407 -0.407 0.000 11.365 W3L RP1 -0.170 -0.170 11.365 22.730 W3L WP1 -0.300 -0.300 13.000 14.250 W3L WP2 -0.300 -0.300 15.990 16.987 W4R RP1 -0.374 -0.374 0.000 11.365 W4R RP1 -0.204 -0.204 11.365 22.730 W4R WP1 0.300 0.300 13.000 14.250 W4R WP2 0.300 0.300 15.990 17.237 W4L RP1 -0.204 -0.204 0.000 11.365 W4L RP1 -0.374 -0.374 11.365 22.730 W4L WP1 -0.300 -0.300 13.000 14.250 W4L WP2 -0.300 -0.300 15.990 16.987 W5B RP1 -0.204 -0.204 0.000 22.730 W5B WP1 -0.300 -0.300 13.000 14.250 W5B WP2 0.300 0.300 15.990 17.237 W6B RP1 0.170 0.170 0.000 22.730 W6B WP1 -0.300 -0.300 13.000 14.250 W6B WP2 0.300 0.300 15.990 17.237 W7B RP1 -0.306 -0.306 0.000 22.730 W7B WP1 -0.300 -0.300 13.000 14.250 W7B WP2 0.300 0.300 15.990 17.237 EQR RP1 0.260 0.260 0.000 22.730 EQL RP1 -0.260 -0.260 0.000 22.730 RL1 RP1 -0.408 -0.408 0.000 3.770 RL2 RP1 -0.408 -0.408 3.770 22.730 Concentrated Loads ----------------------------------------- Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R COL01 0.437 0.000 0.000 14.250 W1R COL03 0.437 0.000 0.000 17.237 W1L COL01 -1.328 0.000 0.000 14.250 W1L COL03 -1.328 0.000 0.000 17.237 W2R COL01 0.674 0.000 0.000 14.250 W2R COL03 0.674 0.000 0.000 17.237 Endwall Bracing Loads ----------------------------------------- Shear loads that are applied perpendicular to the web have been considered in the baseplate design only. Load On Hor. Vert. Perp Shear Moment Loc Case Mem Kips Kips Kips K-Ft. Ft. ----------------------------------------- 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 -2.200 0.000 0.500 Long. Bracing-2 COL02 BWB COL02 0.000 0.000 2.200 0.000 10.614 Long. Bracing-2 COL02 EQB COL02 0.000 0.000 4.500 0.000 10.614 Long. Bracing-2 COL02 EQF COL02 0.000 0.000 -4.500 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 11) 1.00 SW+RDL+0.60W3R 12) 1.00 SW+RDL+0.60W4R 13) 1.00 0.60SW+0.60RDL+0.60W1L 14) 1.00 0.60SW+0.60RDL+0.60W2L 15) 1.00 0.60SW+0.60RDL+0.60W3L 16) 1.00 0.60SW+0.60RDL+0.60W4L 17) 1.00 0.60SW+0.60RDL+0.60W1R 165 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024