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CLIENT <br /> NASH-ASSOCIATES WIND AND SEISMIC DESIGN DATA PROJECT: <br /> ARC1-IITE'CTS 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 f/-56 <br /> 6. COMPONENTS AND CLADDING <br /> DESIGN PRESSURE i/— 16 psf <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 /> s <br /> AS DEFINED IN SECTION 1609 AND ASCE 7--10 <br /> IIMP=D METHOD TO BE USED FOR WDM DESIGN PER ASCE 7-10, SECTION 27.5 <br /> (BUILDING HEIGHT IS LESS THAN 160 FEET <br /> p. 110 MPH ULTIMATE WIND SPEED <br /> USE 19.6 PSF PER TABLE 27.0.1 "EXPOSURE B" <br />�i <br /> WOOD DESIGN PER SECTIONS 2304--2308. STRUCTURES USING WOOD SHEAR WALLS <br /> AND DIAPHRAGMS TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALT. <br /> BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF & PA SDPWS AND PROVISIONS <br /> OF SECTIONS 2305-2306 <br /> F <br /> SEISMIC DESIGN DATA <br /> DESIGN PER ASCE 7-10/SECTION 1613 <br /> 1. SEISMIC 111PORTANCE FACTOR Ie 1.00 <br /> 2. SHORT PERIOD ACCELERATION Ss 1.68 *see footnote at bottom of page <br /> 3. 1 SECOND ACCELERATION S 1 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 Sw 0.74-8 *see footnote at bottom of page <br /> 7. SEISMIC DESIGN CATEGORY D <br /> 8. SEISMIC FORCE RESISTING SYSTEM PLYWOOD SHEAR WALLS <br /> 9. DESIGN RASE SHEAR (see seismic calculations) <br /> 10. SEISMIC RESPONSE COEFFICIENT Cs 0.13 <br /> 11, RESPONSE MODIFICATION FACTOR R 6.5 <br /> 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE <br /> 13. RISK CATEGORY ff <br />'t 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 /> MAXIMUM EFFECTS AS SPECIFIED IN ASCE 7-10, SECTION 12,10.2.1 <br /> BASE SHEAR V(F Spy /R)W <br /> ANCHOR BOLTS: 6/8" DIA X 10", A307 OR BETTER W/ 7" MIN. EMBEDMENT, V= 1104#/BOLT <br /> • PER USGS, THE MAXit[UM IS IN THE STATE OF WASHINGTON IS 0.748, ALL SEISMIC DESIGN VALUES USED <br /> is IN THIS ANALYSIS ARE BASED UPON THIS NUMBER. SINCE, S IS LESS THAN 0,76, THEN USE SEISMIC CATEGORI <br /> D D! RISK CATEGORY IS 1, 14 OR III <br /> 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 <br /> WWW.NASH—ARCHITECTS.COM <br /> 4 <br />