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Northwest Tower Engineering Job Name: 76th St-Everett,WA-180'SS Tower Page: S-3
<br /> 3426 Broadway, Suite 302 Project Number: 210622.08 Date: 01/29/21
<br /> Everett,WA 98201
<br /> N W TE Phone:425-258-4248 Client Name: SNO911 By
<br /> Fax: 425-258-4289 HC
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<br /> lculation Battery Rack S Hold Down Anchorage
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<br /> 180'S Tower
<br /> Project Number: .08 �•
<br /> Client: SNO911 1 J
<br /> Battery Rack Info: Gov
<br /> EnerSys Battery Rack Manufacturer ,
<br /> 24-DDmP100-21 Battery Rack Model Number } t
<br /> (24)cells,3-wide x 8-tall Battery Rack Description �iJ p '''.;Si
<br /> H(W dm-Rack:)= 78.1 t (in) Overall Heighh of Battery Rack(per Manufacturer) $F,,. : `L}'''''a J •i
<br /> D 26.25 (in) Overall Depth of Batt Rack ,>>.,
<br /> W(w'dd.RaLq= 28.82 (in) Overall Width of Battery Rack(per Manufacturer) y'
<br /> S(wdm Anchor spacing)= 26.93 (in) Anchor Bolt Spacing-Width(per Manufacturer)
<br /> Y.
<br /> S(DepmA,,,,r smc;ng)= 20.55 (in) Anchor Bolt Spacing-Depth(per Manufacturer) -: •-~t
<br /> 39.055 (in) Height to Center of Gravity(Assume 1/2 Height) } 2
<br /> h(cwar,�wy-x�t)_ F� 8h) i
<br /> q1.14-0"o.,e)= 4 (quantity) Number of Anchor points in each Base Beam
<br /> Wpir„m= 4440 (Ib) Typical Weight of Battery Rack(Full) Ir
<br /> Check Overall Stability For Over Turning: awn W
<br /> SEISMIC NOMENCLATURE `
<br /> ap= 1.0 Seismic Coefficient for Mechanical and Electrical Components(ASCE 7-16,Table I3.6-1)
<br /> 2 p- 2.5 Seismic Coefficient for Mechanical and Electrical Components(ASCE 7-16,Table 13.6-1)
<br /> IP= 1.5 Importance Factor,for equipment required to function after earthquake(ASCE 7-16,13.1.3)
<br /> Z/h,= 0 (10 Generator at Ground Level
<br /> Site Class= D Soil Class(ASCE 7-16,Table 20.3-I)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)XASCE 7-16,Fig.22-1)
<br /> S1= 0.48 1.0 Second Mapped Spectral Acceleration(BC 18,Sec.1613.2.1,Fig.I613.2.1(2)XASCE 7-16,Fig.22-2)
<br /> Fa= 1.00 Site Coefficient Fa(BC 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)XASCE 7-16,Table 11.4-2)
<br /> r= 1.00 Redundancy Factor(ASCE 7-16,13.3.1)
<br /> 4o= 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 /> Wp= Wp 1 4440.00 I(Ib) Total Component Operating Weight
<br /> S,,s=F.S. 1.360 Maximum EQ Spectral Response(0.2 sec)(ASCE 7-16,EQUATION 11.4-1)
<br /> St,t1=F,51 0.912 Maximum EQ Spectral Response(1 secXASCE 7-16,EQUATION 11.4-2)
<br /> SDs=(2/3)S1a 0.906 (ASCE 7-16,EQUATION 11.4-3)
<br /> SDI=(2/3)S., 0.607 (ASCE 7-16,EQUATION 11.4-4)
<br /> Fp=0.4a,S„W,"(1+2`/,)= 965 (lb) Seismic Design Force(ASCE 7-16,Eq 13.3-1)
<br /> (A.)
<br /> FP 1.6"S,mI,W,= 9652 (Ib) Need Not Exceed,Seismic Design Force(ASCE 7-16,Eq 13.3-2)
<br /> FP.3"Sa 11.W,= 1810 (Ib) Shall Not Be Less Than,Seismic Design Force(ASCE 7-16,Eq 13.3-3)
<br /> Use FP (13.3-3) 1810 (Ib) Seismic Design Force Used 26.25 in
<br /> F,=F,,,,-Be (ASCE 7-16,12.4.3)Seismic Load Effects Including Overstrength
<br /> Seismic Base Shear=E 1,=fltQp=S]5Fp= 3619 (Ib) (ASCE 7-16,12.4.3.1)Seismic Base Shear
<br /> Basic Seismic Load Combo. (0.9-0.2SDs)D+E,,,i, Basic Seismic Load Combination(ASCE 7-16,2.3.6,ASCE 7-16,12.14.3.
<br /> Seismic Load(IAs.v„1)=(0.9-0.2SDs)= 3192 (Ib) Minimum Vertical Component,Basic Seismic Load Combination
<br /> 3192 lb
<br /> Seismic Idad(1,.1,xn,as)= E,y,= 3619 (Ib) Max Horizontal Component,Basic Seismic Load Combination
<br /> '3619 lb
<br /> S MA=0 =9.4.3.E+3191.7.1.1'-B"2.2'=0 Summation of Moments about Point"A"
<br /> B = 6845 (lb) Vertical Force at Point"B" aninintil
<br /> S F y=0 = 6844.9-3191.7-A=0 Summation of Forces in the Vertical Directior 39.055 in
<br /> Uplift A= 3653 (Ib) Vertical Force at Point"A"
<br /> itiaii
<br /> Max U l' - A/ 913 b Uplift per anchor I B
<br /> P�aran"iror)- r4arcm,$)= () ) P�
<br /> Provide post-installed anchor prequalified 26.93 in
<br /> Calculate the maximum shear per anchor (13.4.2)for seismic applications
<br /> S F x=0= 3619.4-A-B=0 Summation of Forces in the Vertical Direction"Y"
<br /> A=B= 1810 (lb) Horizontal Force at Point"A"&"B"
<br /> Seismic Shearlp,,,,,d,,r)= A/ly,,,,,r,)= 452 (Ib) Horizontal Shear per anchor
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