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157. Gareges lor the stora�e ol p�ivale pieasure cars <br />should be dr.siCnetl tor a minimum 2000�pound <br />whcel load. Sectian 2302 (b). <br />' 758. Live load sipns . re required. Seclion 2309. See <br />................... ....................................................... <br />159. GNed•taminaled lumbcr should be fabricated in <br />accordante with Section 2511 (f). <br />160. Allowable stress in �Iued�laminate0 members <br />over 12 inr,hes in depth shoulE considcr a <br />deplh reduction tactoc Section 2511 (d) 6. <br />. 161. Bolted connections exposed to the weather are <br />limited to 75 percent ot the allowabie load <br />under protected conditions. U.B.C. Standard <br />No. 25-17. <br />162. AnchoraRe ot toncrete and masonry walls should <br />eomply vrith Seetion 2313. <br />163.' Piywood grades sliould con(orm with Table No. <br />25•B. <br />164. I Justifitation is reQuired that sufficient slope or <br />tamber is arailable to assure atleouate roof <br />Jrainage after long time detlections. In lieu of <br />this, roofs must be designed tor possible pond• <br />ing ot water. Section 2305 (e). <br />765. Details on sVessing method and hardware along <br />with justifying dzta are required on prestressed <br />. toncrete work. This data should be submitted <br />and approvetl prior to ordering of material. <br />. Note Lhzt all tentlons should mmply with Sec• <br />tion A303 (c) 3, tcr firo-resistivc purposes. <br />166. 1Yeiding dxta or details for steel Aecking used as <br />a diaphragm should be provided. Information <br />should comply with a specific IC�O research <br />rerommendation or test tlata submdted in <br />compliance with Section ]06. <br />Additional Corrections: <br />✓ , - �!,' ., . _ <br />s <br />. �' � <br />These sheets are a part ot the plans and shall remain altaclicd tliereto. <br />Rechecked and llpproved <br />Dato <br />0 <br />�' - !� � .-i <br />167. Delails shoulA be provided on'roof (lloor) dia• <br />phragm connections lhal inAiwtc how thc <br />shoars are transtened to verticat shcar�resisF <br />, InC elemenl,. Connectlons should bc jrstificd <br />with stru[tural wlcWations for cc�rplian[c with <br />allowable values. <br />168. Nailin� for gYPsum board (lath, sheathing Goard) <br />used structurally on shcar wa11s should be <br />specificd to comply with Table No, 47�1. <br />169. SHear walls util;zing gypsum board (lath, sheath� <br />ing board) cannot be usM to resist loads im• <br />posed by masonry or concrete walls. Footnote <br />1, TaGlc No. 47•I. <br />170. Railings should bc desip,ned to wilhsianA a 20 <br />(50) pound per fool horizontal forc:. Table <br />No. 23�C. <br />171. Ceilin� joists should be desiened for Iotai load <br />ot nol icss than 10 (20) pounds ner squarc <br />fooL T�ble No. 23�C. <br />772. Interior partifions should be justified structurally <br />tor slrength and deflection criteria specified in <br />Section 2312 (b). <br />.................................................... shoUld comPlY <br />with a speeifie IC80 research recommendation <br />or juslifying test data should be submitted in <br />tompliance with Section 106. <br />Plans should indicale that foundations eztend <br />below Uie frost line. <br />Pmvide comptete specilication in conformance <br />�witli the desiF,n for ............................................ <br />Conections as above indicated will be r;ompiied .vith. <br />(Stgn Herc) <br />Checked by <br />Date <br />Shecl No. L of G Shcets <br />(SIC�alure ol Owncr or Applioapq <br />N <br />