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C LIENT: <br /> NASH&ASSOCIAT'ES l�ll ND /�ND SE I 5M I G DES I 6N D�Tf� PROJECT: <br /> ��R c: [I 1�C E C�I'S PER z0 I 2 I BG DATE: <br /> NAME: <br /> WIND DESI6N GRITERIf� <br /> DESIGN PER ASGE 7-10 <br /> I. NOMINALNLTIMATE WIA1D Sf'E�D V/asd / Vult S�/I10 mph <br /> 2. RISK GATEGORY II I.00 <br /> 3. WIND EXPOSURE GATEGORY "B" <br /> 4. INTERNAL PR�SSURE GO��IG�NT +/-�5 <br /> 5. GOMf'ONENTS AND GLADDIAIG <br /> DE516N PRESSURE +/- 16 psf <br /> BUILDINGS, STRUGTU�ZES, AND f'�RTS THEREOF SHALL BE DESI6N�D AND <br /> GONSTRUGTED IN AGGORDANGE WITH STR�NGTH DESI6N, LOf�D, AND R�SISTANGE <br /> �AGTOR DESIGN, ALLOWABL� 5TRE55 DESIGN, �MPIRIGAL D�SIGN OfZ GONVENTIONAL <br /> GONSTRUGTION M�THODS, AS PERMITTED BY TF+� APPLIG/iBLE MATERIAL GHAPTER, SEGTION 1604.1 <br /> BUILDINGS, STRUGlUR�S, f�ND PARTS TFi�R�O�, SHALL BE DESI61�lED TO WITHSTAND WIND LOADS <br /> AS DEFINED IN SEGTION 160G AND ASGE 7-10 <br /> SIMF'LI�IED METHOD TO BE USED �OR WIND DESI6N PER ASGE 7-10, SEGTION 27.5 <br /> (BUILDIN6 FtEIGHT IS LESS THAN I60 �T) <br /> I10 Mi'H ULTIMAI� WIND SPEED <br /> US� 1a.6 PSF PER Tf�BLE 2�(.6.1 "�XPOSUR� B" <br /> WOOD DE51GN PER SEGTIONS 23042306_ STRUGTUR�S USING WOOD SFiEAR WALLS <br /> AND DIAPHRA6M5 TO RESIST WIND, SEISMIG, AND ,4LL OTI-+�R LAT�RAL LOADS SHALL <br /> 8E DESIGNED AND GONSTRUGTED IN AGGORDANGE WITH A� 8 P/� SDPWS AND PROVI510N5 <br /> OF SEGTIONS 2305-2306 <br /> SEISMIG DESIC�N Df�T� <br /> DESIGN P�R ,45G� 7-10/SEGTION 1613 <br /> I. SEISMIG IMPORTANGE FAGTOR le I.00 <br /> 2. Sf-fORT PERIOD AGG�LERP�TION Ss 1.66 *see footnote at bottom of page <br /> 3. I S�GOND AGG�LE�ATION Si 0.�48 *see footnote at bottom of page <br /> 4. SITE GLA55 D (default class per IBG) <br /> 5. Sf'EGTRAL RESPONSE GOEF�IGENT S�s O.G72 "see footnote at bottom of page <br /> 6. SPEGTRP.L RESPONS� GOE��IGENT Sa 0.748 *see footnote at bottom of page <br /> 7. SEISMIG DESI6N GATE60RY D <br /> 8. S�ISMIG �ORG� RESISTING SYST�M PLYWOOD SHE,4R WALLS <br /> 9. DESIGN BASE SHEAR (see selsmic calculatfons) <br /> 10. SEISMIG RESPONSE GOE��IGE1�lT GS 0.13 <br /> II. RESPOIVS� MODI�IGATION �AGTOR R 6S <br /> 12. AN?�LYSIS PROGEDURE EQUIVALEr1T LATERAL �ORGE <br /> 13. RISK GATE60RY II <br /> Tf-IE ANGHORA6E O� Wf�LLS SUPPORTIN6 GONSTRUGTION SHALL S� B� <br /> DESI6NED IH AGGORDP�NG� WITH ASGE �1-10, S�GTION 12.11.2 <br /> IN STRUGTURES A551GNED TO 5�15MIG D�51GN GATE60RY G-�, GOLL�GTOR ELEMENTS <br /> AND THEIR GO1�li�1�GTIONS TO YERTIGf�L EL�MENTS SHALL B� DESI6N�D TO RESIST <br /> MAXIMUM ���EGTS AS SP�GI�I�D IN ASGE 7-10, S�GTIOi�I 12.10.2.1 <br /> BASE SHEAR V= (� 5�/fZ) �"� <br /> ANGHOR BOLTS: 5/8" DIA X 10", A307 OR BETTE� W/ 7" MIN. �NBEDMENT. V= 1104#/BOLT <br /> '� PER U5G5, THE MAXIMUM Si IN TH� STAT� OF WAS+-+IN6TON IS 0.�48. ALL SEISMIG DESIGN �/ALUES USED <br /> IA1 THIS ANALYSIS ARE BAS�D UPON TFf15 NUNB�R. SINGE S� IS LESS THAN 0.75, T4�iEN USE SEISMIG GATEGORY <br /> v IF RISK GATEGORY IS I, II, UR III <br /> 11644 N.E. BOth St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 <br /> WWW.NASH—ARCHITECTS.COM <br />