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� �■ <br /> � -- �— -- ----- — CIIENT: I <br /> NASH&ASSOCIATES WIND AND 5E15MIG DE516N DATA PROJECT: <br /> �� �c x 1 T E c 1 s PER 20 I 2 I BG DATE: <br /> NAME: <br /> WIND DE516N GRITERIA <br /> DESIGN PER ASGE 7-10 <br /> I. NOMINALNLTIMATE WIND SP�ED �//asd / Vult SS/I10 mph <br /> 2. RISK GATEGORY II I.00 <br /> 3. WIND EXP05URE GATEGORY "B" <br /> 4. INTERNAL PRE55l1RE GOEFFIGENT +/-55 <br /> 5. GOMPONENTS AND GLADDING <br /> DESIGN PRE55URE +/- I6 psf <br /> BUILDINGS, STRUGTURES, AND PARTS THEREOF SHALL BE DESIGNED AND <br /> GONSTRUGTED IN AGGORDANGE WITH STRENGTH DESIGN, LOAD, AND RESISTANGE <br /> FAGTOR DESIGN, ALLOWABLE STRESS DESIGN, EMPIRIGAL DESIGN OR GONVENTIONAL <br /> GONSTRUGTION METHODS, AS PERMITTED BY THE APPLIGABLE MATERIAL GHAPTER, SEGTION 1604.1 <br /> BUILDINGS, STRUGTURES, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS <br /> AS D�INED IN SEGTION IbOQ AND ASGE 7-10 <br /> SIMPLIFIED METHOD TO BE USED FOR WIND DESIGN PER ASGE 7-10, SEGTION 27S <br /> (BUILDING HEIGHT IS LESS THAN I60 FEET) <br /> I10 MPH ULTIMATE WIND SPEED <br /> USE IQ.6 PSF PER TABLE 27.6.1 "EXP05URE B" <br /> WOOD DESIGN PER SEGTIONS 23042306. STRUGTURES USING WOOD SHEAR WALLS <br /> AND DIAPHRAGMS TO RESIST WIND, SEISMIG, AND ALL OTHER LATERAL LOADS SHALL <br /> BE DESIGNED AND GONSTRUGTED IN AGGORDANGE WITH AF � PA SDPWS AND PROVISIONS <br /> OF SEGTIONS 2305-2306 <br /> 5E15MIG DE516N DATA <br /> DESIGN PER ASGE 7-10/SEGTION 1613 <br /> I. SEISMIG IMPORTANGE FAGTOR le I.00 <br /> 2. SHORT PERIOD AGGELERATION 5s I.66 '"see footnote at bottom of page <br /> 3. I SEGOND AGGELERATION S{ 0.748 "'see footnote at bottom of page <br /> 4. SITE GLASS D (defavlt class per IBG) <br /> 5. SPEGTRAL RESPONSE GOEFFIGENT S�, O.Q72 "'see footnote at bottom of page <br /> 6. SPEGTRAL RESPONSE GOEFFIGENT S� 0.748 "'see footnote at bottom of page <br /> 7. SEISMIG DESIGN GATEGORY D <br /> S. SEISMIG FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS <br /> G. DESIGN BASE SHEAR (see selsmic calculatlons) <br /> 10. SEISMIG RESPONSE GOEFFIGENT GS 0.13 <br /> II. RESPONSE MODIFIGATION FAGTOR R 6.5 <br /> 12. ANALYSIS PROGEDURE EQUIVALENT LATERAL FORGE <br /> 13. RISK GATEGORY II <br /> THE ANGHORAGE OF WALLS SUPPORTING GONSTRUGTION SHALL BE BE <br /> DESIGNED IN AGGORDANGE WITH ASGE 7-10, SEGTION 12.11.2 <br /> IN STRUGTURES ASSIGNED TO SEISMIG DESIGN GATEGORY G-F, GOLLEGTOR ELEMENTS <br /> AND THEIR GONNEGTIONS TO VERTIGAL ELEMENTS SHALL BE DESIGNED TO RESIST <br /> MAXIMUM EFFEGTS AS SPEGIFIED IN ASGE 7-10, SEGTION 12.10.2.1 <br /> BASE SHEAR V= (F S�y/W W <br /> ANGHOR BOLTS: 5/S" DIA X 10", A307 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#/gpLT <br /> * PER US65, THE MAXIMUM S�IN THE STATE OF Wf�SHINGTON IS 0.748. ALL SEISMIG DESIGN VALUES USED <br /> { IN THIS ANALYSIS ARE BASED UPON THIS NUMBER. SINGE 5i IS LESS THAN 0.75, THEN USE SEISMIG GATEGORY <br /> � D IF RISK GATEGORY IS I, II, OR III <br /> 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 <br /> WWW.NASH—ARCHITECTS.COM <br /> �------ ---- --- 1 <br /> .� �■ <br />