Laserfiche WebLink
■ �■ <br /> CLIENT: <br /> NASH&ASSOCIATES WIND AND SEISMIG DESI6N DATA PROJECT: <br /> :�lz c x i z��;c T s PER 2012 IBG DATE: <br /> NAME: <br /> WIND DESI6N GRITERIA <br /> DESI6N PER ASGE �-10 <br /> I. NOMINALNLTIMATE WIND SPEED V/asd / Vult 85/I10 mph <br /> 2. RISK GATE60RY II I.00 <br /> 3. WIND EXPOSURE GATE60RY "B" <br /> 4. INTERNAL PRESSURE GOEFFIGENT +/-55 <br /> 5. GOMPONENTS AND GLADDIN6 <br /> DESI6N PRESSURE +/- I6 psf <br /> BUILDIN65, 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 GHAPT�R, SEGTION 1604.1 <br /> BUILDINGS, STRUGTURES, AND PARTS THEREOF, SHALL BE DESI6NED TO WITHSTAND WIND LOADS <br /> AS DEFINED IN SEGTION IbOq AND ASGE �-10 <br /> SIMPLIFIED METHOD TO BE USED FOR WIND DESI6N PER ASGE �-10, SEGTION 2�.5 <br /> (BUILDING HEIGHT IS LESS THAN I60 FEET) <br /> I10 MPH ULTIMATE WIND SPEED <br /> USE 19.6 PSF PER TABLE 27.6.1 "EJCPOSURF B" <br /> WOOD DESIGN PER SEGTIONS 2304-2306. STRUGlURES USING WOOD SHEAR Wi�LLS <br /> AND DIAPHRA6M5 TO RESIST WIND, SEISMIG, AND ALL OTHER LATERAL LOADS SHALL <br /> BE DESI6NED AND GONSTRUGTED IN AGGORDANGE WITH AF � PA SDPWS AND PROVISIONS <br /> OF SEGTIONS 2305-2306 <br /> SE I SM I G DES I 6N DATA <br /> DESIGN PER ASGE �-10/SEGTION 1613 <br /> I. SEISMIG IMPORTANGE FAGTOR le I.00 <br /> 2. SHORT PERIOD AGGELERP.TION 5� I.66 "see footnote at bottom of page <br /> 3. I SEGOND AGGELERATION 5� 0.�48 "see footnote at bottom of page <br /> 4. SITE GLASS D (default GIQ55 per IBG) <br /> 5. SPEGIR/�L RESPONSE GOEFFIGENT 5oS 0.9�2 "see footnote at bottom of page <br /> 6. SPEGTRAL RESPONSE GOEFFIGENT �� 0.�48 +�5ee footnote at bottom of page <br /> �. SEISMIG DESIGN GATEGORY D <br /> 8. SEISMIG FORGE RESISTIN6 SYSTEM PLYWOOD SHEAR WALLS <br /> G. DESIGN BASE SHEAR (see 5el5fl'11G GQIGUIQtIOf15J <br /> 10. SEISMIG RESPONSE GOEFFIGENT GS 0.13 <br /> II. RESPONSE MODIFIGATION FAGTOR R 6.5 <br /> 12. ANALYSIS PROGEDURE EQUIVALENT LAT�RP.L FORGE <br /> 13. RISK GATEGORY II <br /> THE ANGHORAGE OF WlaLLS SUPPORTING GONSTRUGTION SHALL BE BE <br /> DESIGNED IN AGGORDANGE WITH ASGE �-10, SEGTION 12.11.2 <br /> IN STRUGTURES ASSI6NED TO SEISMIG DESIGN GATE60RY 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�/W ►^� <br /> ANGHOR BOLTS: 5/8" DIA X 10", A30� OR BETTER W/ �" MIN. EMBEDMENT. V= 1104#/BOLT <br /> * PER USGS, THE MAXIMUM Si IN THE STATE OF WASHINGTON IS 0.748. ALL SEISMIG DESI6N VALUES USED <br /> IN THIS ANALYSIS ARE BASED UPON THIS NUMBER. SINGE S� IS LESS THAN 0.75, THEN USE SEISMIG GATE60RY <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 /> WW�'I�.NASH—ARCHITECTS.COM <br /> I � —� `� <br />