Specifications oKT-aoa7 y
OFFICE COPY 7i5-0 shweicet.e4 s�-
ICL LIFT
REGbIVED TIGARD, OR
APR - 12019
CITY OF TIGARD STRUCTURAL CALCULATIONS
BUILDING DIVISION
NEW FLOOR OPENING FOR LIFT SHAFT: FO1-F012
(13 PAGES TOTAL INCLUDING COVER SHEET)
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I t-N =RI<. _ March 4, 2019
PROJECT NUMBER: 180275.01.
15895 SW 72ND AVE
SurrE 200
PORTLAND,OR 97224
PHONE:503.226.1285
FAX:503.226.1670
INFO@CIDAINC.COM
W W W.CIDAINC.COM
15895 SW 72ND AVENUE.SUITE 200
PORTLAND,OREGON 97224
4
TEL:503.226.1285 FAX;503.226.1670
Cli E-MAIL:info@cidainc.com
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15895 SW 72ND AVENUE,SUITE 200 4
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CITEL:503.226.1285 FAX:503.226.1670
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Title Block Line 1 Project Title:
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Steel Beam File=E1adcaddt18W275.01 ICL\trudural9CL floor dteck.ec6.
Software i• right ENERCALC,INC.1983-2018,8uitd:10.18.12.13.
Lk. # : KW-06006865 Licensee: CIDA INC.
Description: Beam 1 at new floor opening
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-16
Material Properties
Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi
Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
D(0.56)L(0.3671
. ... W6x12
AIN
Span=7.080ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load: D=0.560, L=0.3670 klft, Tributary Width=1.0 ft
DESIGN SUMMARY Desi.n OK
Maximum Bending Stress Ratio = 0.280: 1 Maximum Shear Stress Ratio= 0.118 :
Section used for this span W6x12 Section used for this span W6x12
Ma:Applied 5.808 k-ft Va:Applied 3.282 k
Mn/Omega:Allowable 20.709 k-ft VnlOmega:Allowable 27.738 k
Load Combination +D+L Load Combination +D+L
Location of maximum on span 3.540ft Location of maximum on span 0.000 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward Transient Deflection 0.033 in Ratio= 2,612>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.082 in Ratio= 1034>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Maximum Forces& Stresses for Load Combinations
Load Combination Max Stress Rations Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax• Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega
D Only
Dsgn.L= 7.08 ft 1 0.169 0.071 3.51 3.51 34.58 20.71 1.00 1.00 1.98 41.61 27.74
+D+L
Dsgn.L= 7.08 ft 1 0.280 0.118 5.81 5.81 34.58 20.71 1.00 1.00 3.28 41.61 27.74
+D+0.750L
Dsgn.L= 7.08 ft 1 0.253 0.107 5.23 5.23 34.58 20.71 1.00 1.00 2.96 41.61 27.74
+0.60D
Dsgn.L= 7.08 ft 1 0.102 0.043 2.11 2.11 34.58 20.71 1.00 1.00 1.19 .41.61 27.74
Overall Maximum Deflections
Load Combination Span Max.-Max.1-1 Defl Location in Span Load Combination Max.'+'Defl Location in Span
+D+L 1 0.0821 3.560 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 3.282 3.282
Overall MINimum 1.189 1.189
D Only 1.982 1.982
+0+L 3.282 3.282
+D+0.750L 2.957 2.957
+0.60D 1.189 1.189
L Only 1.299 1.299
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Title Block Line 6 Printed: 1 MAR 2019, 2:40PM
Steel Column File=E.'ladcadf118b275.011CL1stnrturaNCLOoorchecksc6.
Software..y r ENERCALC,INC.1983-2018,0uild:10.18.12.13,
g6D Lic.#: KW- g6865 Licensee: CIDA INC.
Description: Column C1
Code References
Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10
Load Combinations Used:ASCE 7-16
General Information
Steel Section Name: HSS3x3x114 Overall Column Height 12.0 ft
Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned
Steel Stress Grade Brace condition for deflection(buckling)along columns:
Fy:Steel Yield 46.0 ksi X-X(width)axis:
E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=12.0 ft,K=1.0
Y-Y(depth)axis:
Unbraced Length for Y-Y Axis buckling=12.0 ft.K=1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included: 105.720 lbs•Dead Load Factor
AXIAL LOADS...
Axial Load at 12.0 ft,Xecc=1.0 in,0=2.0,L=1.30 k
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.1563 :1 Maximum Load Reactions..
Load Combination +D+L Top along X-X 0.02292 k
Location of max.above base 0.0 ft Bottom along X-X 0.02292 k
At maximum location values are... Top along Y-Y 0.0 k
Pa:Axial 3.406 k Bottom along Y-Y 0.0 k
Pn/Omega:Allowable 21.792 k
Ma-x:Applied 0.0 k-ft Maximum Load Deflections...
Mn-xI Omega:Allowable 5.693 k-ft Along Y-Y 0.0 in at 0.0ft above base
Ma-y:Applied 0.0 k-ft for load combination
Mn-y/Omega:Allowable 5.693 k-ft Along X-X -0.05056 in at 7.007ft above base
for load combination:+D+L
PASS Maximum Shear Stress Ratio= 0.001293 :1
Load Combination +D+L
Location of max.above base 0.0 ft
At maximum location values are...
Va:Applied 0.02292 k
Vn/Omega:Allowable 17.721 k
Load Combination Results
Maximum Axial+Berdino Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location
D Only 0.097 PASS 0.00 ft 1.00 1.66 129.73 129.73 0.001 PASS 0.00 ft
+D+L 0.156 PASS 0.00 ft 1.00 1.66 129.73 129.73 0.001 PASS 0.00 ft
+D+0.750L 0.141 PASS 0.00 ft 1.00 1.66 129.73 129.73 0.001 PASS 0.00 ft
+0.60D 0.058 PASS 0.00 ft 1.00 1.66 129.73 129.73 0.000 PASS 0.00 ft
Maximum Reactions - Note:Only non-zero reactions are listed.
Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments
Load Combination 0 Base 0 Base 0 Top 0 Base 0 Top 0 Base 0 Top 0 Base 0 Top
D Only 2.106 0.014 0.014
+D+L 3.406 0.023 0.023
+D+0.750L 3.081 0.021 0.021
+0.60D 1.263 0.008 0.008
L Only 1.300 0.009 0.009
Extreme Reactions
Axial Reaction X•X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments
Item Extreme Value @ Base 0 Base 0 Tap 0 Base 0 Top 0 Base 0 Top 0 Base 0 Top
Axial 0 Base Maximum 3.406 0.023 0.023
Minimum 1,263 0.008 0.008
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Steel Column File-E:tadcadd9810275.01 ICLstrudureNCL Poor clleckec6.
Software.'r 'r ENERCALC.INC.1983-2018,Build:10.18.12.13.
Lie.# : KW-06006865 Licensee :CIDA INC.
Description: Column C1
Extreme Reactions
Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments
Item Extreme Value @ Base 0 Base 1t Top 0 Base 0 Top 0 Base 0 Top 0 Base 0 Top
Reaction, X-X Axis Base Maximum 3.406 0.023 0.023
Minimum 1.263 0.008 0.008
Reaction, Y-Y Axis Base Maximum 2.106 0.014 0.014
Minimum 2.106 0.014 0.014
Reaction, X-X Axis Top Maximum 3.406 0.023 0.023
Minimum 1.263 0.008 0.008
Reaction, Y-Y Axis Top Maximum 1.300 0.009 0.009
Minimum 2.106 0.014 0.014
Moment, X-X Axis Base Maximum 2.106 0.014
Minimum 2.106 0.014
Moment, Y-Y Axis Base Maximum 2.106 0.014 0.014
' Minimum 2.106 0.014 0.014
Moment, X-X Axis Top Maximum 2.106 0.014 0.014
' Minimum 2.106 0.014 0.014
Moment, Y-Y Axis Top Maximum 2.106 0.014 0.014
' Minimum 2.106 0.014 0.014
Maximum Deflections for Load Combinations
Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance
D Only -0.0306 in 7.007 ft 0.000 in 0.000 ft
+D+L -0.0506 in 7.007 ft 0.000 in 0.000 ft
+D+0.750L -0.0456 in 7.007 ft 0.000 in 0.000 ft
+0.600 -0.0184 in 7.007 ft 0.000 in 0.000 ft
L Only -0.0199 in 7.007 ft 0.000 in 0.000 ft
Steel Section Properties : HSS3x3x114
Depth 3.000 in I xx = 3.02 inM J = 5.080 inA4
Design Thick = 0.233 in S xx = 2.01 irt3
Width = 3.000 in R xx = 1.110 in
Wall Thick 0.250 in Zx = 2.480 inA3
Area = 2.440 inA2 I yy = 3.020 inM C = 3.520 inA3
Weight = 8.810 plf S yy = 2.010 inA3
R yy = 1.110 in
Ycg = 0.000 in
Title Block Line 1 Project Title:
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Steel Column F8e=E:tadcahA1810278.01ICLlsaucturaNCL floor checkec8 .
Software cap 'ghl ENERCALC,INC.1983-2018,Build:10.18.12.13 .
Lic. tf: KW-06006865 Licensee: CIDA INC.
Description: Column Cl
Sketches
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SIMPSON Anchor Designer TM Company: Date: 3/1/2019
Engineer: Page: 1/5
Software
Strong-Tie Project:
2.7.6990.8 Address:
e
Phone:
E-mail:
1.Prolect Information
Customer company: Project description:
Customer contact name: Location:
Customer e-mail: Fastening description:
Comment:
2.Inaut Data&Anchor Parameters
General Base Material
Design method:ACI 318-14 Concrete:Normal-weight
Units:Imperial units Concrete thickness,h(inch):8.00
Stale:Cracked .
Anchor Information: Compressive strength,f' (psi):4000
Anchor type:Concrete screw 4'.v: 1.0
Material:Carbon Steel Reinforcement condition:B tension,B shear
Diameter(inch):0.500 Supplemental reinforcement:Not applicable
Nominal Embedment depth(inch):3.750 Reinforcement provided at corners:No
Effective Embedment depth,her(Inch):2.780 Ignore concrete breakout in tension:No
Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear:No
Anchor category:1 Ignore Edo requirement:Not applicable
Anchor ductility:No Build-up grout pad:No
hmin(inch):5.83
ca,(inch):4.19 Base Plate
Cmm(inch):1.75 Length x Width x Thickness(inch):4.00 x 6.00 x 0.25
Smm(inch):3.00
Recommended Anchor
Anchor Name:Titen HD®-1/2"01 Titen HD,hnom:3.75"(95mm)
Code Report:ICC-ES ESR-2713
•
r y
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
SIMPSON Anchor DesignerTM Company: Date: 3/1/2019
Engineer: Page: 2/5
'On,T t.
Software Project:
Version 2.7.6990.8 Address:
Phone:
E-mail:
Load and Geometry
Load factor source:ACI 318 Section 5.3
Load combination:not set
Seismic design:No
Anchors subjected to sustained tension:Not applicable
Apply entire shear load at front row:No
Anchors only resisting wind and/or seismic loads.No
Strength level loads:
Nue[Ib]:0
V,,,,,[Ib]:4480
V„ey[Ib]:0
M.,[0-Ib].0
[0-lb]:0
M=[ft-lb]:0
<Figure 1>
Z
0 lb
46'1
-70ftIb
Y
Lf
- 19:*„.
0 Ib
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4480
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t
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f ft4b ,
fin ' Op
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility,
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax;925.847.3871 www.strongtie.com
( oq
SIMPSON Anchor DesignerTm Company: Date: 3/1/2019
Engineer: Page: 3/5
SoftSTie re Project:
Version
2.7.6990.8 Address:
m
Phone:
E-mail:
<Figure 2>
V r
1
3.00
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stronglie.com
r-o/o r
SIMPSON Anchor Designer TM Company: Date: 3/1/2019
Engineer: Page: 4/5
Software Project:
.rltTO Tie Version 2.7.6990.8 Address:
e
Phone:
E-mail:
3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
N..(lb) V.(Ib) V.(lb) Ni(V...)a+(V,,..)a(Ib)
1 0.0 2240.0 0.0 2240.0
2 0.0 2240.0 0.0 2240.0
Sum 0.0 4480.0 0.0 4480.0
Maximum concrete compression strain(%.):0.00 ' Figure 3>
Maximum concrete compression stress(psi):0
Resultant tension force(Ib):0
Resultant compression force(Ib):0
Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00
Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y
Eccentricity of resultant shear forces in x-axis,e'v.(inch):0.00
Eccentricity of resultant shear forces in y-axis,e'w(inch):0.00 1 ---OW- (---)2
X,
8.Steel Strength of Anchor in Shear(Sec.1I 5.11
V,,(Ib) 0.m 0 4.414.(Ib)
7455 1.0 0.60 4473
9,Concrete Breakout Strength of Anchor in Shear(Sec.17,5,21
Shear parallel to edge in x-direction:
Vby=min)7(/./d.)°231da.i.Jrccn1-5;92.14ca,t 51(Eq. 17.5.2.2a&Eq. 17.5.2.2b)
I.(in) d.(in) A. fc(psi) c.,(in) VbY(lb)
2.78 0.500 1.00 4000 3.00 2293
0Vc..=0(MAYS Avco)4ved.V KVV'n,vVby(Sec. 17.3.1,17.5.2.1(c)&Eq. 17.5.2.1a)
Av.(in2) Av.(in2) 'Y.d.v y'av V'b.v Vby(Ib) is ¢Vo.(lb)
40.50 40.50 1.000 1.000 1.000 2293 0.70 3210
10.Concrete Pryout Strength of Anchor in Shear(Sec.17,5,31
0Vc.9_tbkcyNcb._Okr.AANc/Ave}Vi«,NWed.NV'c,NS ep.NNb(Sec.17.3.1&Eq.17.5.3.1b)
krp ANc(in2) ANco(in2) V'.c.N Wean V'cN y'cp,N Nb(Ib) d (Mx,(Ib)
2.0 93.16 69.56 1.000 0.916 1.000 1.000 4984 0.70 8558
11.Results
11.Interaction of Tensile and Shear Forces(Sec.0.71?
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stsongtle.com
Fol1
SIMPSON Anchor Designer TM Company: Date: 3/1/2019
Software Project:
Page: 5/5
►sstronjrx'le Project:
Version 2.7.6990.8 Address:
Phone:
E-mail:
Shear Factored Load,Vw(Ib) Design Strength,eV"(Ib) Ratio Status
Steel 2240 4473 0.50 Pass
II Concrete breakout y- 2240 3210 0.70 Pass(Governs)
Pryout 4480 8558 0.52 Pass
1/2"0 Titen HD,hnom:3.75"(95mm)meets the selected design criteria.
12,Warnings
-Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per
designer option.
-Designer must exercise own judgement to determine if this design is suitable.
-Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson S'!rong-T,g Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stronglie.com
oeismic uesign lviaps rage t Or s
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ICL LIFT
7150 SW Sandburg St, Tigard, OR 97223, USA
Latitude, Longitude: 45.4204599, -122.75106649999998
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Chipotle Mexican Grill
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Oswego Grill
sw Tech Cs rem Crowne Plaza AR
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Google Map data(_)2019 Google
Date 3/1/2019,3:13:11 PM
Design Code Reference Document ASCE7-10
Risk Category ii
Site Class D-Stiff Soil
Type Value Description
Ss 0.973 MCER ground motion.(for 0.2 second period)
Si 0.422 MCER ground motion.(for 1.0s period)
SMs 1.081 Site-modified spectral acceleration value
SMi 0.665 Site-modified spectral acceleration value
Sos 0.721 Numeric seismic design value at 0.2 second SA
Sol 0.444 Numeric seismic design value at 1.0 second SA
Type Value Description
SOC D Seismic design category
F. 1.111 Site amplification factor at 0.2 second
F, 1.578 Site amplification factor at 1.0 second
PGA 0.425 MCEG peak ground acceleration
FPGA 1.075 Site amplification factor at PGA
PGAM 0.457 Site modified peak ground acceleration
IL 16 Long-period transition period in seconds
SsRT 0.973 Probabilistic risk-targeted ground motion.(0.2 second)
SsUH 1.084 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration
SsD 2.423 Factored deterministic acceleration value.(0.2 second)
SIRT 0.422 Probabilistic risk-targeted ground motion.(1.0 second)
SIUH 0.484 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration.
S1 D 0.788 Factored deterministic acceleration value.(1.0 second)
PGAd 0.886 Factored deterministic acceleration value.(Peak Ground Acceleration)
https://seismicmaps.org/ 3/1/2019