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CALCULATIONS FOR VIBREX TYPE FF-EQ VIBRATION ISOLATORS/SEISMIC RESTRAINTS - 2018 IBC/2019 CBC, LRFD <br />CALCULATES WORST CASE LOADING FOR (4) TO (14) ISOLATORS. (UNITS: LBS & INCHES) <br />USING COMBINED LOAD EQUATIONS 16-5: U = 1.2D + 1.0E & 16-7: U = 0.9D + 1.0E <br />SEISMIC FORCES - CH. 13 OF ASCE 7 <br />13.3-2: Fp =1.6*SDS*Ip*Wp (MAX)= 1043.48 lbs <br />13.3-1: Fp =(0.4*ap*SDS/(Rp/Ip))(1+2z/hr)Wp = 260.87 lbs <br />13.3-3: Fp =0.3*SDS*Ip*Wp (MIN)= 195.65 lbs <br />CONTROLLING HOR. SEISMIC FORCE: Fp = 260.87 lbs <br />OVERTURNING MOMENT: M=Fp*HC.G.= 8527.21 lb-in <br />* SUPP. VERT. SEISM. FORCE: Fpv = 0.2SDSWp = 130.44 lbs <br />DESIGN SPECTRAL RESP. ACCELERATION: SDS = 0.86 <br />IMPORTANCE FACTOR: Ip = 1.00 <br />COMPONENT AMPLIFICATION FACTOR: ap = 2.50 <br />COMP. RESPONSE MODIFICATION FACTOR: Rp = 2.50 <br />EQUIPMENT ELEVATION / ROOF ELEVATION: z/hr = 0.00 <br /> (WITH RESPECT TO GRADE) <br />UNIT LOCATED INDOORS OR OUTDOORS = OUTDOORS <br />Fh FROM PREVOUS CALCULATION (IF APPLICABLE)= 744.19 lbs <br />Fv FROM PREVOUS CALCULATION (IF APPLICABLE)= 270.76 lbs <br />WIND OVERTURNING MOMENT: Mw = FhHw = 24325.63 lb-in <br />EQUIPMENT WEIGHT & GEOMETRY <br />EQUIPMENT WEIGHT: Wp = 761.00 lbs <br />L:= 21.19 in <br />B:= 14.38 in <br />EX:= 2.12 in <br />EY:= 1.44 in <br />HEIGHT TO CG.: HC.G.= 32.69 in <br />CNTR OF AREA OF WINDWARD FACE: HW = 32.69 in <br />NO. OF ISOLATORS (Ni)= 4.00 <br />ISOLATOR GROUP PROPERTIES <br />MOMENT OF INERTIA ABOUT X AXIS: IX = 826.56 in4 a (DIR. OF Vdir-CRIT. ANCHOR): tan-1(EY/EX)= 34.16 <br />MOMENT OF INERTIA ABOUT Z AXIS: IZ = 1795.64 in4 b: g - a == 180.00 <br />g (DIR. OF Vrot-CRIT. ANCHOR): tan-1(B/L)= 34.16 q (DIR. OF Fph FOR MAX UPLIFT): tan-1((L*IX)/(B*IY))= 34.16 <br />FROM SEISMIC LOADS (LOAD APPLIED TO CRITICAL ANGLE)FROM WIND LOADS (LOAD PERPENDICULAR TO UNIT LENGTH) <br />VERTICAL REACTIONS (WITH 1.2D OR 0.9D)VERTICAL REACTIONS (WITH 1.2D OR 0.9D): <br />Rm (DUE TO OVERTURNING MOMENT)= 179.21 lbs Rm (DUE TO OVERTURNING MOMENT)= 423 lbs <br />Re MAX (DUE TO ECCENTRICITY):= 52.18 lbs Re MAX (DUE TO ECCENTRICITY):= 45.66 lbs <br />Re MIN (DUE TO ECCENTRICITY): = 27.72 lbs Re MIN (DUE TO ECCENTRICITY): = 34 lbs <br />Rv MAX (DUE TO VERTICAL LOADS): = 260.91 lbs Rv MAX (DUE TO VERTICAL LOADS): = 160.61 lbs <br />Rv MIN (DUE TO VERTICAL LOADS): = 138.62 lbs Rv MIN (DUE TO VERTICAL LOADS): = 103.54 lbs <br />PMAX (MAX DOWNWARD REACTION): Rm+Re MAX+Rv MAX = 492.30 lbs PMAX : Rm+Re MAX+Rv MAX = 629.3 lbs <br />PMIN (MAX UPLIFT/ANCH. POINT - IF POS.): Rm+Re MIN-Rv MIN = 68.32 lbs PMIN: Rm+Re MIN-Rv MIN (0 IF NEGATIVE)=353.8 lbs <br />HORIZONTAL REACTIONS:HORIZONTAL REACTION: <br />Vrot (SHEAR DUE TO ECCENTRICITY):= 6.52 lbs VMAX = Vdir =186.05 lbs <br />Vdir (DIRECT SHEAR): = 65.22 lbs <br />VMAX (TOTAL SHEAR/ISOLATOR):= 71.74 lbs <br />FOR DESIGN OF CONCRETE ANCHORS WITH CONCRETE FAILURE MODE(S) GOVERNING <br />W0 PER ASCE 7-10, NOTE C, TABLE 13.6-1 = 2.00 <br />PMIN (WITH OVERSTRENGTH): W0Rm+Re MIN-Rv MIN =247.53 lbs <br />VMAX (WITH OVERSTRENGTH):=143.48 lbs <br />WIND LOAD(S) GOVERN(S) THE DESIGN OF THE ANCHORS!! <br />HEIGHT OF ISO: Hiso = 1.38 <br /># OF ANCHOR BOLTS: n = 2 <br />ANCHOR BOLT TENSION: Tblt = PMIN/n+Vab*Hiso/(1.5*n)= 262.15 lbs <br />ANCHOR BOLT SHEAR: Vblt = VMAX/n = 93.02 lbs ANCHOR BOLT DIAMETER:=3/8 <br /> JOB NAME: SANTA ANA MEMORIAL PARK AQUATICS CENTER M.W. SAUSSE' & CO., INC. <br /> CUST.: WEST-TECH MECHANICAL PREPARED BY : <br /> MECH. ENG.: DATE : <br /> MARK: CU-1-1, 1-2 SHEET NO. : <br />TYPE OF ANCHOR BOLT: STAINLESS STEEL HILTI KB-TZ2 ANCHOR <br />BOLT IN MIN. 3000psi. SEE SHEETS -C3.1A & C3.2A <br />P26681-S8076-C3.1A <br />18-Nov-24 <br />JA <br />3/4/2025