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KPFF Consulting Engineers Project : <br />700 South Flower Street, Suite 2100 Job no. : <br />Los Angeles, CA 90017 Date : <br />(213) 418-0201 S4-1 (WEST)By : <br />SAZ <br />C. LOADING <br />C.1 LOAD INPUT <br />DEAD (D)LIVE ROOF (Lr)SNOW (S) WIND (W) SEISMIC (E) <br />F ---0 lb 6300 lb Default Wall Weight =8 psf <br />P1 902 lb 752 lb -0 lb 0 lb <br />P2 1032 lb 860 lb --- <br />P3 0 lb 0 lb -0 lb 0 lb Additional Finish Weight =13 lb <br />w1 88 lb/ft 74 lb/ft 0 lb/ft -- <br />w2 0 lb/ft 0 lb/ft 0 lb/ft -- <br />Load Combinations Considered <br />1) D+(0.6W or 0.7E)(EQ 16-12) <br />2) D+0.75(0.6W)+0.75L+0.75(Lr or S)(EQ 16-13) <br />3) D+0.75(0.7E)+0.75L+0.75S (EQ 16-14) <br />4) 0.6D+0.6W (EQ 16-15) <br />5) 0.6D+0.7E (EQ 16-16) <br />DEAD (D)LIVE ROOF (Lr)SNOW (S) WIND (W) SEISMIC (E) <br />F ---0 lb 4410 lb <br />P1 541 lb 0 lb --- <br />P2 619 lb 0 lb --- <br />P3 0 lb 0 lb - - - <br />w1 53 lb/ft 0 lb/ft 0 lb/ft -- <br />w2 0 lb/ft 0 lb/ft 0 lb/ft -- <br />C.2 DESIGN VALUES <br />DESIGN <br />VALUES <br />Wall Unit Shear =280 lb/ft <br />Sill Bolt Unit Shear =280 lb/ft <br />Overturning Moment =66150 lb-ft <br />Resisting Moment =55428 lb-ft <br />Holdown Tension =2198 lb <br />Overstrength Tension =6595 lb <br />Post Compression =5323 lb <br />0 lb <br />0 lb <br />5) 0.6D+0.7E <br /> <br />LOAD COMBO OF INTEREST: <br />DESIGN VALUES FOR LOAD COMBO OF INTEREST : 5) <br />0.6D+0.7E <br />280 lb/ft <br />280 lb/ft <br />33257 lb/ft <br />2198 lb/ft <br />6595 lb/ft <br />66150 lb/ft <br />1) D+(0.6W or 0.7E) <br />1) D+(0.6W or 0.7E) <br />1) D+(0.6W or 0.7E) <br />5) 0.6D+0.7E <br />5) 0.6D+0.7E <br />LOAD COMBO FOR DESIGN VALUE <br />1) D+(0.6W or 0.7E) <br />4962 lb/ft1) D+(0.6W or 0.7E) <br />BASIC LOAD COMBINATIONS (CBC 1605.3.1) <br />SERVICE LOADS <br />LOAD TYPE <br />LOAD TYPE <br />FACTORED LOADS BASED ON SELECTED LOAD COMBO OF INTEREST <br />LIVE (L) <br />- <br />0 lb <br />0 lb <br />0 lb/ft <br />0 lb/ft <br />0 lb <br />0 lb/ft <br />0 lb/ft <br />LIVE (L) <br />- <br />0 lb