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CLIENT: <br /> NASH&ASSOCIATES WIND AND SEISMIC DESIGN DATA PROJECT: <br /> A R C x I i-L c r s PER 2018 IBC DATE: <br /> NAME: <br /> WIND DESIGN CRITERIA <br /> DESIGN PER ASCE 7-10 <br /> 1. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 85/110 mph <br /> 2. RISK CATEGORY II 1.00 <br /> 3. WIND EXPOSURE CATEGORY "B" <br /> 4. INTERNAL PRESSURE COEFFICENT +/-55 <br /> 5. COMPONENTS AND CLADDING <br /> DESIGN PRESSURE +/— 16 psi <br /> BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND <br /> CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN, LOAD, AND RESISTANCE <br /> FACTOR DESIGN, ALLOWABLE STRESS DESIGN, EMPIRICAL DESIGN OR CONVENTIONAL <br /> CONSTRUCTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 <br /> BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED TO WITHSTAND WIND LOADS <br /> AS DEFINED IN SECTION 1609 AND ASCE 7-10 <br /> DMPLiFIED METHOD TO BE USED FOR WIND DESIGN PER ASCE 7-10, SECTION 27.5 <br /> HUnDING HEIGHT IS LESS THAN 160 FEET) <br /> 110 MPH ULTIMATE WIND SPEED <br /> USE 19.6 PSF PER TABLE 27.8.1 "EXPOSURE B" <br /> WOOD DESIGN PER SECTIONS 2304-2308. STRUCTURES USING WOOD SHEAR WALLS <br /> AND DIAPHRAGMS TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL <br /> BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF & PA SDPWS AND PROVISIONS <br /> OF SECTIONS 2305-2306 <br /> SEISMIC DESIGN DATA <br /> DESIGN PER ASCE 7-10/SECTION 1613 <br /> 1. SEISMIC IMPORTANCE FACTOR Ie 1.00 <br /> 2. SHORT PERIOD ACCELERATION Ss 1.66 •see footnote at bottom of page <br /> 3. 1 SECOND ACCELERATION S 2 0.748 *see footnote at bottom of page <br /> 4. SITE CLASS D (default class per IBC) <br /> 5. SPECTRAL RESPONSE COEFFICIENT S m 0.972 'see footnote at bottom of page <br /> 6. SPECTRAL RESPONSE COEFFICIENT S n 0.748 *see footnote at bottom of page <br /> 7. SEISMIC DESIGN CATEGORY D <br /> 8. SEISMIC FORCE RESISTING SYSTEM PLYWOOD SHEAR WALLS <br /> 9. DESIGN BASE SHEAR (see seismic calculations) <br /> 10. SEISMIC RESPONSE COEFFICIENT Ca 0.13 <br /> 11. RESPONSE MODIFICATION FACTOR R 6.5 <br /> 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE <br /> 13. RISK CATEGORY II <br /> THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE <br /> DESIGNED IN ACCORDANCE WITH ASCE 7-10, SECTION 12.11.2 <br /> IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C—F, COLLECTOR ELEMENTS <br /> AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST <br /> MAM UM EFFECTS AS SPECIFIED IN ASCE 7-10, SECTION 12.10.2.1 <br /> BASE SHEAR V=(F SAy /R)W <br /> ANCHOR BOLTS: 5/8" DIA X 10", A307 OR BETTER W/ 7" MIN. EMBEDMENT. V— 1104#/BOLT <br /> • PER USGS, THE MAXIMUM IS IN THE STATE OF WASHINGTON IS 0.748. ALL SEISMIC DESIGN VALUES USED <br /> IN THIS ANALYSIS ARE BASED UPON THIS NUMBER. SINCE, S IS LESS THAN 0.76, THEN USE SEISMIC CA 0 <br /> D IF RISK CATEGORY IS 1, IL OR 11I <br /> 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 <br /> WWW NASH—ARCHITECTS.COM <br />