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1_. <br /> .,! <br /> . <br /> �� <br /> y Page 2 of 2 <br /> 10815 Rancho Bemazdo RD.,SD,CA 92127 <br /> I��.���� projectmanager@sullawayeng.com <br /> B N G.I;'�T fi E [t C.N G` Phone:85&312-5150 Fax:858-777-3534 <br /> PROJECT: WELLS FARGO#108880-ZEPHYRHILLS, FL DATE: 4/18/15 <br /> PROJ. NO.: 7786-1 ENGINEER: FN <br /> CLIENT: COAST SIGN, INC. <br /> �•� building code; IBC 2012 units;pounds,feet unless noted otherv✓ise <br /> Applied Wind Loads; from ASCE 7-10 <br /> F=qZ`G*Cf*Af with qZ=0.00256KZKZ�I(dV (29.3.2&29.4) <br /> Cf= 1.415 (Fig.29.4-1) max. height= 3.25 <br /> Kn= 1.0 (26.8.2)(=1.0 unless unusual landscape) <br /> KZ from table 28.3-1 Exposure= c <br /> Kd= 0.85 for signs(table 26.6-1) <br /> V= 140 mph <br /> G= 0.85 (26.9) weight= 0.179 kips <br /> s/h= 1.000 nno�= o.00 k-e <br /> B/s= 1.69 <br /> POIe structure height at pressure Wind <br /> Loads component section c.g. K= q� q='G'Cf Ar shear Moment MW <br /> 1 1.625 0.85 36.25 43.61 17.9 780 1267 <br /> sums: ��.s �ao �.z� (M„,) k-ft arm= 1.63 <br /> for s/h=1,add 10%(asce fig.29.41): x 1.10 1.39 <br /> P� 0.21 kip M= 1.39 k-ft M=sqrt(Mo�Z+Mw) <br /> M�sqrt(1.2Mo�2+1.6MWZ�= 1.39 k-ft <br /> Pole Design section; pipe <br /> M�?�M�with M�=fyZ fy= 35 kSl �=0.9 <br /> H M�(k-ft) Z req'd.(in) Size(in) t(in) Z USE <br /> at grade 1.39 0.53 2 0.154 0.7 2.5"dia.,x0.154",�M„=3.6 k-ft <br /> Footing Design footprint: round <br /> w- . (IBC 1605.3.2) IBC Table 1806.2,sections 1806.3.4,1807.3.2 <br /> P= 0.61 klP S1 =Sxd/3 A=2.34xP/(S1xb) S=400 <br /> S1= 390 d=0.5w4(1+(1+4.36x h/A)^.5) IBC 1807.3.2.1 <br /> A= 1.82 <br /> footing: 2' - 0" dia. <br /> 2' - il" deep <br /> Concrete Flexure �Shear Check <br /> �= 0.9 M� 1.39 k-ft a=Asfy/0.85f�b a= 0.471 in <br /> z <br /> AS 0.20 �n d= 5 in �M��Asfy(d-a/2) <br /> fY 60 ksi b= 12 in <br /> f� 2500 psi �M� 51 k-in= 4.29 k-ft OK <br /> V� 0.78 k �V��2sqrt(f�)bd <br /> �= 0.75 �U� 4.50 k OK <br />