1815 HOLBROOK AVE 2025-03-06 - Laserfiche WebLink

• . r CLIENT: _ NASH&ASSOCIATES WIND AND SEISMIC DESIGN DATA PROJECT: ARCHITECTS PER 2018 IBC DATE: NAME: WIND DESIGN CRITERIA DESIGN PER ASCE 7-16 I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 85/110 mph 2. RISK CATEGORY II 1.00 3. WIND EXPOSURE CATEGORY 4. INTERNAL PRESSURE GOEFFIGENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/- 16 psf BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN, LOAD, AND RESISTANCE FACTOR DESIGN, ALLOWABLE STRESS DESIGN, EMPIRICAL DESIGN OR CONVENTIONAL CONSTRUCTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAI-'I1=R, SECTION 1604.1 BUILDINGS, STRUCTURES, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS A5 DEFINED IN SECTION 160q AND ASCE 7-16 WIND DESIGN PER PART 2 "ENCLOSED SIMPLE DIAPHRAGM BUILDINGS PER ASCE 7-16, SECTION 27.4 (BUILDING HEIGHT IS LESS THAN 160 FEET)- SIMPLIFIED METHOD 110 MPH ULTIMATE WIND SPEED USE Iq.6 PSF PER TABLE 27.5.1 "EXPOSURE B"- 110 MPH (LB- .05/1= I(4.6 ph- PAGE 288) WOOD DESIGN PER SECTIONS 2304-2306. STRUCTURES USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONS i h.UGTED IN ACCORDANCE WITH AF 4 PA SDPWS AND PROVISIONS OF SECTIONS 2305-2306 SEISMIC DESIGN DATA DESIGN PER ASCE 7-16/CHAPTER II 1. SEISMIC IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION Ss 1.5 *see footnote at bottom of page (D=1.0) 3. 1 SECOND ACCELERATION SI 0.748 *see footnote at bottom of page 4. SITE GLASS D (default class per IBC and section 11.4.3) 5. SPECTRAL RESPONSE GOEFFIGENT Sps O.q-72 *see footnote at bottom of page 6. SPECTRAL RESPONSE GOEFFICENT Sal 0.148 *see footnote at bottom of page 1. SEISMIC DESIGN CATEGORY D (per table 11.6-I AND table 11.6-2) 8. SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS q. DESIGN BASE SHEAR (see seismIc calculations) 10. SEISMIC RESPONSE GOEFFICENT Gs 0.13 II. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 13. RISK CATEGORY II (table 1.5-I) THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH ASCE 7-16, SECTION 12.14 IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C-F, COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST MAXIMUM EFFECTS AS SPECIFIED IN ASCE 1-16, SECTION 12.14 BASE SHEAR V= (F S05/R) 1^1 ANCHOR BOLTS: 5/8" DIA X 10", A30-1 OR BETTER IN/ 7" MIN. EMBEDMENT. V= 11041*BOLT * PER USGS, THE MAXIMUM Si IN THE STATE OF WASHINGTON IS 0.748. ALL SEISMIC DESIGN VALUES USED IN THIS ANALYSIS ARE BASED UPON THIS NUMBER. SINGE Si IS LESS THAN 0.15, THEN USE SEISMIC CATEGORY D IF RISK CATEGORY IS I, II, OR III 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM