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Pr6ject #: <br />2004075 <br />Broadstone Directional <br />1901 E.oy!)r Roa l, Santa ilna CA 92705 RE REVERENCE <br />ENGINEERING <br />SEIS IC ANALYSIS FOR NOII.EUILDING STRUCTURES NOT SIMILAR TO BUILDINGS REFTASCE CHAPTER 15 <br />s,. <br />5r= <br />lr' <br />1 266 <br />0 454 <br />ofg <br />ofg <br />sec <br />Short Penod Spectal Acceleration (USGS) <br />1-sec Pedod Specual Acceleration (USGS) <br />Long-Pe , Transiton Penod (USGS)1.25 <br />100 <br />,.50 <br />r.00 <br />hr <br />10 <br />fl <br />ASCE 716 Table 1.t2 per 15.1.1.1 <br />Sfudural height <br />Seismic Weight br analysis (coiservatve) <br />Response Modifcalion Coeffcienthr: <br />psf <br />R:0.40 <br />190 <br />0.50 <br />,.80 <br />l-. = 1.00 - Shoi-Penod Site Co€ftcient <br />l-" = 1.85 ' Long-Period Site Coefficient <br />tirls = 1.27 - Sp€cllal Response Acceleration Parameter <br />Sur = 0.84 - Speclral Response Acc€leratron Parameler <br />Sos = 0.84 - Design Spectsal Accelera$on Parameter <br />$r = 0.56 - Design Spect'al AcceleBlion Parameter <br />r= 075- Period Pa6meter <br />Ur= 002- Period Parameter <br />T. = 0.06 sec Approimate Fundanental Perbdl.' 0.662 sec <br />sEts tc RESPoNSE coEFFtctEt{Ts PER AscE 7.16 t2.8.t,1 <br />C,= 0.281 . Seismic Respons€ Coefrcienl <br />ca= 3.292 - upper lmrtlor l< lr <br />C"= 465.6' Upper limit for T > TL <br />lEqn 11.4-,1 <br />lEqn 11.4-21 <br />Bqn 11.4-31 <br />IEqn 11.1.11 <br />ltable 12.&2] <br />lrabb 12.8-21 <br />[Eqn 12.8.i1 <br />S€c1ion'11.4.8 tucep,lion <br />2. Slructues o/l S/e C/ass D sites Mf, S, grBster <br />han ot equal lo 0.2. prcvrted he value of he seismb <br />Bsponse coe,trcierl Cs is delemined by Eq. (12.8-2) <br />hr vahfrs ol f s 1 sTs aN hken as equal to 1 .5 <br />lines lhe value conpuled in accodance will' eiirct <br />Eq. (12.&3) {or TL z T > L'Ts ot Eq. (12.U) lot T > <br />L <br />lEqn 12.8-21 <br />IEqn 12.8'31 <br />lEqn ,2.841 <br />for T<1.5T! <br />,or 1.5T,<T<Tl <br />for T>Tr <br />= 0281 - <- Use <br />c, = 4.938 - <br />c. = 698.4 - <br />ur-= 0.28' - <br />@t <br />Srismic Load: <br />Base Bending Moment <br />Base Shear <br />0.0 k-t <br />0.017 kip <br />WIND GOVERNS <br />Ov![trsuth: O: 2.5 - <br />Bas€ B€nding Moment 0.1 k-fr <br />Ease Strea. 0.042 kip <br />WND GOVERNS <br />Po(lnlt llGd Anchon (0.75) pri ,l7,2.3.,1.1 <br />lontt iAn adicrtth) <br />Base Bending Moment 0.1 k-fl <br />Base Shear 0.1 kip <br />WND GOVERNS <br />Shod Penod speclral Acceleralion, 5tSite <br />Clar!0.25 0.5 0.75 't.0 1.25 't.5 <br />0 1.6 14 12 1.1 1.0 10 <br />1.Sec Period Spectral Acccleration, StSite <br />Cla!!0.1 0.2 0,3 0.4 0.5 0.6 <br />0 24 22 2 1S 16 17 <br />Weight Ovenides <br />Ah <br />(ft) <br />wdth <br />(n)(lb)(ps0 <br />h <br />(fr) <br />z <br />(fr)(tb) <br />F <br />(kip)(k-ff) <br />1 4.0 10 40 2 50 0.017 0 034 <br />2 00 0.0 4 4 0 0 0 <br />3 00 00 4 4 0 0 0 <br />4 00 00 4 4 0 0 0 <br />5 00 00 4 4 0 00 <br />6 0.0 00 4 4 0 0 0 <br />7 00 00 4 A 0 0 0 <br />8 00 00 4 4 0 0 0 <br />I 0.0 00 4 4 0 0 0 <br />10 00 00 4 4 0 0 0 <br />11 0.0 00 4 4 0 0 0 <br />12 00 00 4 4 0 0 0 <br />13 0.0 00 4 4 0 0 0 <br />14 0.0 0.0 4 4 0 0 0 <br />15 00 00 4 4 0 0 0 <br />16 00 00 4 4 0 0 0 <br />17 0.0 00 4 4 0 00 <br />18 00 00 4 4 0 0 0 <br />19 00 0.0 4 4 0 0 0 <br />20 0.0 0.0 4 4 0 0 0 <br />H: 4fl Overallheqht drec( <br />IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII <br />rw\,.Revecnc€Engineeing @m <br />61935,t-1152 <br />3of4 For proposals and rnqurres: <br />Proiects@Reverenc€Engineenng.com <br />lValu-s for Seaion l1J.Stxceptio- {ar reqnire-): I <br />wi <br />(d0 <br />l