MAG DEF. SUB - SIESMIC ANALYSIS.pdfSeismic Analysis
ROTARY LIFT
A DOVER INDUSTRIES COMPANY
CITY COPY
Vb\'ozvmpilea
MAR
BUILDING DED:Y- Mk��i`i
CITY OfiEDM;,
SEISMIC ANALYSIS OF THE SL210
INGROUND TWO POST LIFT
SITE CLASS D
SPECTRAL RESPONSE ACCELERATION <_ .75
Peterson • Strehle 9 Martinson, Inc.
CONSULTING ENGINEERS
By MSV pate 3/8/18
0 NO EXCEPTIONS TAKEN ❑ REVISE AND RESUBMIT
❑ MAKE CORRECTIONS NOTED ❑ REJECTED
PWi9w is only for general conforawce with the design oonoept
aced gowal cornpfianoe with tie oor bW docurnerrts. Contractor
wwrirrs reeponsk* for correlaring dimensions and quwntitfes,
sekcft fabrication procesees and techniques of conWuctfon,
cooed a ft the work of other trades, and perfomft the wolfs in
a We and sF kib-Mory manner.
BY
KEITH SIDDALL
SENIOR DESIGN ENGINEER
April 22, 2016
Rev -
1 Copyright 2016 Rotary Lift
Seismic Analysis
Lift Loading -
• The test requirements set forth by the ANSUALI (Automotive Lift Institute) state that for this
Class 1 lift, the simulation load shall be distributed on a 37" x 68" rectangle with the weight
shifted as far rearward as possible. This layout is shown in figure 1 below:
• Rotary Lift's ALI listed lifts have been verified to be able to support3 times the lift capacity
without fracture of any lift components. This assures that the lift will handle vertical seismic
forces generated by an earthquake.
/ I n
Moment Analysis from Load -
C = capacity of lift in lbs
W = total weight of lift components above grade at full rise in lbs
D1= distance from load frame to cylinder in inches
D2= distance from center of gravity to cylinder in inches
x= height at full rise in inches
M.:= (C2W) bf
DI M,,=48586.73 in
MYY:= (C+W) •D2 Myy=51129.38 in•Ibf
2
C:=10000.1bf
W:=1055 • Ibf
D1:= 8.79 • in
D2 := 9.25 • in
x:=81 -in
2 Copyright 2016 Rotary Lift
Seismic Analysis
Seismic Input -
Seismic Force (on one plunger and guide barrel):
• The seismic force on a fully loaded lift is found using equation #13.3.1 from section
13.3 of the ASCE 7-10 Minimum Demon Load for Buildings and Other Structures
Site Class
A
Hard Rock
B
Rock
C
Very Dense Soil and
Soft Rock
D
Stiff Soil
E
Soft Clay Soil
F
Soils requiring site
response analysis.
This beyond of the
scope of this worksheet
Site Class:_ "D" Enter Site Class
Enter Maximum Considered Earthquake Spectral Response
SS :_ .75 Acceleration Parameter at Short Period from Maps
Fa =1.2 Site Coefficient, Fa from Table 11.4-1, ASCE 7-10
Maximum Considered Earthquake Spectral Response for Short
Stirs'=Fa • SS Stirs= 0.9 Periods Eq. 11.4-1, ASCE 7-10
SDs 3 . S,yrs Design Spectral Acceleration Parameter, Eq. 11.4-3, ASCE 7-10
S
Ds =0.6
ap:=1 ASCE 7-10, Table 13.5-1 Coefficients for Architectural
Component, Rigid Component with low deformability anchors
Rp :=1.5 ASCE 7-10, Table 13.5-1 Coefficients for Architectural
Component, Rigid Component with low deformability anchors
z := 0 • in Height of structure of point of attachment of component with
respect to the base. For items at or below the base, z shall be taken
as 0.
h := 144 • in N/A, Average roof height of structure with respect to the base
Ip :=1 Component Importance Factor
Wp := 2 + 2 Wp = Mass of Vehicle & Lift (per each column)
3 Copyright 2016 Rotary Lift
Seismic Analysis
0.4•a •SDs•Wp Z�
iR 1 • I 1+ 2• h l
\ pp /
Fso = 8 84.4 lbf
Fs = Seismic Design Force ASCE 7-10 Equation 13.3-1
- Checking Minimum Lateral Force Value (eq. 13.3-3):
MINFs := 0.3 • SDs • Ip • Wp MINFs = 4425.8 N
- Checking Maximum Lateral Force Value (eq. 13.3-2):
MAXFs =1.65 • SDs • Ip • Wp
Fso = 994.95 lbf
- Overstrength factor (Sao from Table. 13.5-1):
Sao:= 1.5
Fs:= Fso•Sap
Seismic Moment:
Ms:= Fs•x
Ms=120886 in • lbf
Foundation Loads -
MAXFs = 24341.7 N
Fs=1492.43 lbf
• The plungers of the SL210 are constrained by the guide barrels, which are bolted
to the lift frame along with the housing flange. The fit between the guide barrels
and the frame channels are such that horizontal loads are transferred to the frame
channels (see figure 4). Therefore, when concrete is poured to approximately the
depth of the lower bearing of the guide barrel, the floor will take all reaction loads
in that direction.
• The housing flange_ handles all the vertical loads which are not controlling the
design.
• The frame handles all horizontal loads which we have detailed below.
4 Copyright 2016 Rotary Lift
Seismic Analysis
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FRAME COANNEL
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CALL CWNIELL AK ti.LIDEL
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OVER BEPR]NG
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.JuFn
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CON1AIMfN1 TUBE 4�:'
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MP[P ZO11k PLIGKf! .�:~;.
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rGURE d - Liu ]NSTALLAT]ON CROSS-SECTION
5 Copyright 2016 Rotary Lift
Seismic Analysis
• The worst case in both directions is when the full seismic load is in that direction.
Sum of Maximum Moments:
X - direction:
M,11,1x:=2-Mxx+2•Ms M,,,a,=338946.3 in•lbf
Y - direction:
Mt. ,aIx: = 2 • Myy + 2 • MS M1.1aly = 344031.6 in • lbf
CENTER or LOVER BEARING
GLOME DSRRID
F concr eie 18" M] N
o a
• a a, O
PLUNGER
CONTAINMENT TUBE FRAME CHANNELS
"KP 5101IN av[m ! . . . TYP. 6 PAIRS
.•.•...•. � .•.'... fir_ 9°
_ F soil
FORCE DISTRIBUTION ON CONCRETE AND SOIL FROM SEISMIC LOADING
6 Copyright 2016 Rotary Lift
Seismic Analysis
Maximum horizontal loads transfered to slab:
Ratio := 3
f Ratio �
Mm[lJLconcretex'— �Ratio + 1 ) • Mt
ot-h
Mmaxconcretex = 254209.73 in • lbf
Ratio 1
Mmaxconcretey : Mtowy
`Ratio + I
Mmaxconcretey = 258023.7 in • lbf
depthconcrete:= 18 • in
lengthx := 56.91 • in
2 ' Fcatcretex - depth.,,.,,
liMmaxconcretex = 3
Fconcretex = 21184.14 lbf
Ratio of concrete resistance to soil
resistance
Moment of seismic force on concrete
Depth of concrete
Effective Frame Channel Length
Equation for maximum
moment for distributed load
Solve for the force on the concrete
Aconcretex:=depthconcrete • lengthx Aconcretex= 1024.38 in Area of concrete under moment
Fconcretex Fconcretex
Fconcretex = 20.68 psi Average pressure on concrete
:=
Aconeretex
Effective Frame Channel Width
width.,:=16.218 • in
Mmax = 2, Fconcrerey, depthco,,,.,e Equation for maximum
concrete.,
moment for distributed load
Fconcretey = 21501.98 lbf
Solve for the force on the concrete
Aconcretey := depthconcrete • widthy Aconcretey = 291.92 in 2
Area of concrete under moment
Feoneretey
Pconcretey:= 73.66 psi Aconcretey Pconcretey — — Average pressure on concrete
7 Copyright 2016 Rotary Lift
Seismic Analysis
Maximum horizontal loads transfered to soil:
Mmaxsoirx •= i I 1 Mtotalx MmaxsotIx = 84736.58 in • lbf
lZario + ►� • Moment of seismic force on soil
Mmaxsoiry:= I Ratio + i� • Mtotary
depthsoir := (105 —18) • in
length,, = 56.91 in
2 • F,orrx • depth., ,I
Mmaxsoitx = 3
Fsoilx= 1460.98 lbf
Asoirx := depthsoir • lengthx
Fsorrx
PSOUX :_
Asoirx
widths =16.22 in
2 • F,orry • depthsoir
MmC7xsoity = 3
Fsoi/y = 1482.89 lbf
Asoily := depthsoir • widthy
Fsoay
psoily °_
Asoily
Mmaxsoiry = 86007.9 in • lbf
depthsoil = 87 in Depth of soil
Effective Frame Channel Length
Equation for maximum
moment for distributed load
Solve for the force on the soil
Asoirx = 4951.17 inZ Area of soil under moment
psoir,, = 0.3 psi Average pressure on soil
Effective Frame Channel Width
Equation for maximum
moment for distributed load
Solve for the force on the soil
Asoily= 1410.97 in Area of soil under moment
psoay= LOS psi Average pressure on soil
8 Copyright 2016 Rotary Lift