3003 W CASINO RD BLDG 40-53 2025-01-03

Page 15 ENVIRONMENTAL LOAD CALCS Chapter 11-Seismic Design Criteria Table 11.6-1 SDC D hn= 11.0 ft Table 11.9-1 SDs 1.11 SDI 0.67 Cv 1.33 (Table 11.9-1 below) Section 11.4.5 TO 0.12 Ts 0.60 TL 8.0 (Input data,above) Selected TS4x4x5/16 ly 9.6 Em 0.18 k CoF'b' 123.in A(lg) 0.3 in Selected Brace(N/A) Iy 0.0 Em 0.0 Tv 0.054 sec SaM 0.56 see 11.9.2 Roark's Table 16.7(2)A=1/fi 11.4 Design Response Spectrum Cantilever T>TL Sa= Table 11.6-1.Seismic Design Category (Lateral) Ts<T<=TL Sa= Value of SDs 1 II III IV T(lat)= 0.021 sec To<=T<=Ts Sa= SDs<O.167 A A A A Roark's Table 16.7(3)A T<To Sa= 0.56 0.167<=SDs<0.33 B B B C check 0.099 sec (Timoshenko pg 366) 0.33<=SDs<0.50 C C C D Braced Frame T>TL Sa= 0.50<=SDs D D D D (Longitudinal) Ts<T<=TL Sa= T(lon)= 0.295 sec To<=T<=Ts Sa= 1.11 T<To Sa= check4 0.121 sec Appendix C"All Other..." 11.9 Vertical Ground Motions [Ref 11.4.8 first] 1.5Fa 1 1.80 Table 11.9-1.Values of Vertical Coefficient,Cv.. 11.9.2 Max Comp Factor Fmd= 1.20 MCEn SC AB SC BC SC C I SC CD SC D,E,F 2.0<Tv SaMv= SMs>2.0 0.90 1.10 1.30 1.40 1.50 0.10<Tv<=2.0 SaMv= SMs=1.0 0.90 1.00 1.10 1.20 1.30 0.05<Tv<=0.10 SaMv= 0.65 SMs=0.6 0.90 0.95 1.00 1.05 1.10 0.025<Tv<=0.05 SaMv= SMs=0.3 0.80 0.80 0.80 0.85 0.90 Tv<-0.025 SaMv= SMs<O.2 0.70 0.70 0.70 0.70 0.70 11.9.3 Sav=2/3*(SaMv) Sav= 0.44 Chapter 12-Seismic Design Requirements for Building Structures OCBF Table 12.2-1 B.3. R 3.25 00 2 Cd 3.25 (braced longitudinal) CC Table 12.2-1 G.2. R 1.25 00 1.25 Cd 1.25 (cantilevered lateral) 12.3.4.2 If SDC is D,E,F p=1.3 p= 1.3 EH=p*QE 12.4.2.2 Ev=0.7(0.2SD5)D Ev= 0.16 *D Does not include le,p and R,and is multiplied by 0.7 for ASD Exception: Ev=0.7(0.3Sav)D Ev= 0.09 *D Does not include le,p and R_,and is multiplied by 0.7 for ASD 12.4.3.1 Em=Emh+Ev Em(lat)+ reflected in LC 8,9 (lateral direction only) (Eq 12.4-5)ASCE7-22 Em(lat)- reflected in LC 8,9 (lateral direction only) 12.4.3.2 Em=Emh-Ev Em(lat)+ reflected in LC 10,above by direct-0.7Ev (lateral direction only) (Eq 12.4-6)ASCE7-22 Em(lat)- reflected in LC 10,above by direct-0.7Ev (lateral direction only) 12.8 Equivalent Lateral Force(ELF)Procedure hn= 11.0 ft TH(lon) 0.18 sec TH(lat) 0.02 sec Ref:12.8.2.1 for CBF Ta estimation formula To 0.12 Sa= Sa= 0.56 Cantilever Ta is determined after equipment Ts 0.60 Sa= 1.11 Sa= net loading is calculated at center of gravity TL 8.00 Sa= I Sa= Cs= 0.08 Cs= 0.20 EH=pCsle EH= 0.10 EH= 0.26 12.2.5.2 12.3.4.1(6)with p reset to 1.0 for anchors Emh=00 EH Emh- 0.25 Cantilever Column Systems-"Cantilever column systems are permitted as indicated in Table 12.2-1 and as follows.Where not otherwise limited by the applicable material standard,the required axial strength of individual cantilever column elements,considering only the load combinations that include seismic load effects, shall not exceed 15%of the available axial strength,including slenderness effects." Chapter 15-Seismic Design Requirements for NonBuilding Structures OCBF Table 15.4-1 R 3.25 00 2 Cd 3.25 (braced longitudinal) CC Table 15.4-2 R 2 00 2 Cd 2 (cantilevered lateral) (Ion) (lat) NOTLESSTHAN Cs= 0.08 Cs= 0.12 15.4.1(2) 0.05 EH=pCsle EH= 0.10 EH= 0.16 RIGID STRUCTURE 12.3.4.1(6)with p reset to 1.0 for anchors Emh=00 EH Emh= N/A Emh= 0.25 15.4.2 0.33 y Emh= 0.51 Evaluation Report Donaldson-Torit Dust Collection System for Boeing Everett 40-53 DAPP Project