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JOHN D. GFilFFIN ASSOCIATES <br /> Consulting Engineer/Structural-Civil <br /> 11680 SLATER AVENUE N.E. KIRKLAND,WASHINGTON 98033 823-990;, <br /> C � I.t!1fJl:; �„O ��� ._ l;li- ' 1 �CG:C� 'tl(:7�,_I UI1 l li i:l'.P. i.'�� 1 t;f1llU�lGJ�!. <br /> t�) Gr�ade 40 reintorcii�;�; ic ��;ccif'ied. Aspli�lr,;c i;c�Y,cr E�roof- <br /> ing added to 1/sl . <br /> Con:s;ent �i. 2) Compl,�. <br /> b) Comply. <br /> c) Colu�nn� are :in sin�;1�� bendi���r t:itih t:h2 r;inui.uw b�r�dinr <br /> u:omenL occurring at Y,ne top of tl�e footin�. Provide <br /> splice at the base of the footing to develop the reinforc- <br /> �nf;. <br /> d) 7'ic:; are not required for footing reinforcement per 2607;1) . <br /> Tliis section specifically refers to"beams" and is intended <br /> to provide confinement for compression reinforcement or <br /> Lension reinforcement that goes into compression durin�r a <br /> rcversal o£ stresses at the joint. ;he ACI camnentiarti� on <br /> LP�is section is very clear as t� the intent of the re- <br /> auirement and it does not 2pplies .in this casc. <br /> ��) E3�.,e supplemental calculation sheet. <br /> f) See supplemental calculation shect. <br /> g) Uplift forces in the columns due tio overturning do noi: <br /> �overn the design of the footings for this project. Por <br /> �ill frames the uplift force is much less than the column <br /> dead lozd. The footing design was based on the maximum alio��- <br /> able soi] pressure includin� all gravity loads and comprrss- <br /> ion forces due to overturnin�. This condition �;ives �he <br /> e;�>:imum mcmenrs in the i'ooLin� . <br /> h) Ccmply. <br /> Ccn��t�t 5. a) Comply. <br /> b) Th�re is no s���clfic ruq��ire:nenti in ti.e code t;o ]�-;ve a cirdor <br /> f��3rning into a coliunn in each per�pendicular direction as <br /> inaicated in this comment. There is a requirement that i,,:� <br /> f'rame members be laterally supported which is met in thie; <br /> instance b}- the deck and slab diaphragm of the flooi� system. <br /> Ylease see the Commentary on the ��Recommended Lateral <br /> Force Requirements", Seismolo�� Committee, Structurai <br /> Gngineers Association of California regarding the deFinit- <br /> ion of a Space Frame. <br /> c) The detail as used is standard pract=ce for Ductile Moment <br /> Resisting Space i' ames. The philosophy of the connection <br /> designs shovm is as �iven in the "Reco�runended Lateral For•ce <br /> fiequirements" of SEAOC. This philosophy is that the f'lan�e:s <br /> are iaelded to transfer the moment, and the icsultinr* shesr <br />