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ttp <br />STAUCTURALDESIGN ASSOCIATES)'- SUBJECT ���C-'--�— SHT:.�L— OF <br />5631) 198th St. SW P.O. Box 536L <br />LYNNWOOD, WASHINGTON 98036 BY: DATE: • t ;HKD: JOB NO: 8 b <br />RUN'BCMUWAL CONCRETE MASONRY WALL DESIGN <br />JOB 110. & DESCRIPTION? 81-100 <br />SPECIAL INSPECTION PER UBC ENTER 'YIN'? Y <br />F:s (KSI)? 20000 �� <br />Eu C.WA - <br />WALL LOCAT)'Olv.' <br />WALL HEIGHT BETWEEN SUPPORTS (FT)? 18 <br />NOMINAL WALL THICKNESS (INCHES)?.9'' <br />EIGHT OF HALF HEIGHT (PLF)? 670 <br />VERT.LOAD + W6LL W <br />11011ENT(FTLB) PER LF OF WALL? 640 <br />#REBAR (#N),eLPACING (INCHES)? 5,24 <br />d (INCHES)? .G <br />* � THE FLEXURAL MASONRY STRESS IS <br />310 PSI <br />w;r THE FLEXURAL R/F STRESS IS <br />14591 PSI <br />*dta* THE AXIAL MASONRY STRESS IS <br />10 PSI <br />*k�r THE INTERACTION IS 0.75 <br />(SHOULD BE <=1 FOR NORMAL LOADS) <br />AND <=1. 3 FOR WIND OR SEISMIC LOADS <br />TRY DIFFERENT DESIGN 'Y/N'? Y <br />#REBAR (#N),GPACING (INCHES)? 5,48 <br />d kINCHES)? .`-.3 <br />• � THE FLEAURAL MASONRY STRESS IS <br />403 PSI <br />*�. THE FLEXURAL R/F STRESS IS <br />28331 PSI _ <br />**+ THE AXIAL MASONRY STRESS IS <br />12 PSI <br />irk*+ THE INTERACTION IS 0.96- <br />(SHOULD BE <=1 FOR NORMAL LOADS) <br />AND <=1.33 FOR WIND OR LEISMIC LOADS <br />RUN <br />tlASu"RY COLUMN SUBJECT TO VERT.LOAD & MOMENT <br />JOB NO. & DESCRIPTION? �?>I- ID <br />SPECIAL INSPECTION PER UBC REQUIRED? Y/N? Y <br />ALLOWABLE RiF STRESS F:s (PSI)? 20000 <br />----------------- �f -� -�-���• - ------ <br />COLUMN LOCATIiiN? t-1 ( � <br />EXTERNAL VERT.LOAD (FOUNDS)? 7300 <br />MOMENT (F'TLBS)? 26.300 <br />HEIGHT OF PILHSTER (FT)? 18 <br />HOR.DIMENSION IN DIRECTION OF MOMENT (I 12 <br />OTHER HOR.DIMENSION (IN)? 32 <br />TOTAL AREA OF R/F:4#5=1.24;4#6=1 ;4#7=2.4;4#8=:3.16? 3.16 <br />INTERACTION RESULT IS: 1.39044�,WHICH SHOULD BE <1 FOR NORMAL <br />I_.OADING A14D i 1.33 FOR W114D AND EARTQUAKE LOADI14G PER UBC <br />