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Northwest Tower Engineering Job Name: 76th St-Everett,WA-180'SS Tower Page S-r,
<br /> 3426 Broadway, Suite 302 Project Number: 210622.08 Dame 01/29/21
<br /> Everett,WA 98201
<br /> NWTE Phone:425-258-4248 Client Name: SNO911 By HC
<br /> Fax 425-258-4289
<br /> Check Overall Stability For Over Turnine:
<br /> S1:!S!I IC NOMENCLATURE
<br /> a = 1.0 Seismic Coefficient for Mechanical and Electrical Components(ASCE 7-16,Table 13.6-1)
<br /> Rp= 2.5 Seismic Coefficient for Mechanical and Electrical Components(ASCE 7-16,Table 13.6-1)
<br /> I,,= 1.5 Importance Factor,for equipment required to function after earthquake (ASCE 7-16,13.1.3)
<br /> Mi.. 0 (ft) Generator at Ground Level
<br /> Site Class= D Soil Class(ASCE 7-16,Table 20.3-1)ABC Dirt Inc.Report
<br /> Ss= 1.36 0.2 Second Mapped Spectral Acceleration(IBC 18,Sec.1613.2.1,Fig.1613.2.1(1))(ASCE 7-16,Fig 22-1)
<br /> Si= 0.48 1.0 Second Mapped Spectral Acceleration(IBC 18,Sec.1613.2.1,Fig.1613.2.1(2))(ASCE 7-16,Fig.22-2)
<br /> Fa. 1.00 Site Coefficient Fa(IBC 18,Table 1613.23(1))(ASCE 7-16,Table 11.4-1)
<br /> Fv. 1.90 Site Coefficient Fv(IBC 18,Table 1613.2.3(2))(ASCE 7-16,Table 11.4-2)
<br /> r= 1.00 Redundancy Factor(ASCE 7-16,13.3.1)
<br /> f2o= 2.0 Seismic Coefficient for Mechanical and Electrical Components(ASCE 7-16,Table 13.6-1)
<br /> SEISMIC CALCULATIONS:
<br /> Evaluate structure's ability to resist effects of earthquake loads in accordance with ASCE 7-16,(IBC 18,1613.1).
<br /> WI,= Watea,,,k„.„,p= 4535.00 (lb) Total Component Operating Weight(Ignore Fuel Weight,to determine Max Uplift)
<br /> SMs=F.S. 1.360 Maximum EQ Spectral Response(0.2 sec)(ASCE 7-16,EQUATION 11.4-I)
<br /> SM,=F051 IL912 Maximum EQ Spectral Response(1 sec)(ASCE 7-16,EQUATION 11.4-2)
<br /> Scs=(2/3)SMs 0.906 (ASCE 7-16,EQUATION 11.4-3)
<br /> SDr=(2/3)SM, 0.607 (ASCE 7-16,EQUATION 11.4-4)
<br /> FP 0.4a,SmsW,'(1+2'/,)= 986 (Ib) Seismic Design Force(ASCE 7-16,Eq 13.3-1)
<br /> (Ma)
<br /> Fp I.6'Seal,W,= 9858 (Ib) Need Not Exceed,Seismic Design Force(ASCE 7-16,Eq 13.3-2)
<br /> FP.3'Sea1,W,= 1848 (Ib) Shall Not Be Less Than,Seismic Design Force(ASCE 7-16,Eq 13.3-3)
<br /> Use FP (13.3-3) I848 (Ib) Seismic Design Force Used
<br /> Ent=F,m-F.. (ASCE 7-16,12.4.3)Seismic Load Effects Including Overstrength
<br /> Seismic Base Shear=E„,h=RoQt=S2pFp=L 3697 (Ib) (ASCE 7-16,12.4.3.1)Seismic Base Shear
<br /> Basic Seismic Load Combo. (0.9-0.2Sos)D+E,„,, Basic Seismic Load Combination(ASCE 7-16,2.3.6,ASCE 7-16,12.14.3.2)
<br /> Seismic toad,,,,,vrn1= (0.9 0.2Sos)= 3260 (Ib) Minimum Vertical Component,Basic Seismic Load Combination,(0.9-0.2S„s)D
<br /> Seismic Load,M,„1k,m)= E,„,,= 3697 (Ib) Max Horizontal Component,Basic Seismic Load Combination,E„,,,
<br /> S M A=0 =96.9'3.8+3260•I.6-B'3.2=0 Summation of Moments about Point"A"
<br /> B = 6066 (Ib) Vertical Force at Point'B"
<br /> S F y=0 = 6066.2-3260-A=0 Summation of Forces in the Vertical Direction"Y"
<br /> Uplift A= mar, (Ib) Vertical Force at Point"A"
<br /> .. (Hold Downs Required) 13259.98 K
<br /> Calculate the Maximum Uplift per anchor 3696.86 K
<br /> Max Uplift,p „boo= A/q„„,, ,1= 561 (Ib) Uplift per anchor(13.4.2)
<br /> Provide post-installed anchor prequalified
<br /> Calculate the maximum shear per anchor (13.4.2)for seismic applications 45.6 in
<br /> S F =0 = 3696.8-A-B=0 Summation of Forces in the Horizontal Direction"X"
<br /> A=B= 1848 (Ib) Horizontal Force at Point"A"&'B" 38 in �— B
<br /> Seismic Shear,„,,,,= A/rro,„,,„„1= 370 (lb) Horizontal Shear per anchor(13.4.2)(Fuel not considered)
<br /> Calculate base shear considering weight of full fuel load in effective seismic weight
<br /> Wp= Wp,p „„k_„„„„exo= 8910 (Ib) Total Component Operating Weight(Including Fuel,to determine Max Shear)
<br /> Seismic Base Shear=E,„,,=O.Q.=I2pFp= 7263 (lb)
<br /> Seismic LoadlM„„,k,,;,1= E„,,,= 7263 (Ib) Max Horizontal Component,Basic Seismic Load Combination,E„,,,
<br /> Seismic Shear,„„ 6„,)= 7263/n(anchors) 726 (Ib) Horizontal Shear per anchor(13.4.2)(considering weight of full fuel load in effective seismic weight)
<br /> Max Shear 726 (lb) Maximum Horizontal Shear per anchor(13.4.2)
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