Dear sir,

How to get the "Sp -design level peak acceleration for non-ASCE=0.28000" ?

above value from TANK example.

That data is "supposed" to be given to you. If not, you'll have to look in the governing local seismic code.

Dear Sir,
I have a problem about seismic calculation.
In the anchor bolt details, seismic loads are calculated as "0" by the program. But this region is first degree eartquake zone in Turkey. I think something is wrong. Can you check my inputs and tell me is there something wrong with the input values??

Inputs, seismic calculations and anchor bolts details are below:

API-650/653 GENERAL TANK DATA
API-650 10th Edition, Addendum 4, Dec. 2005

API Design Code ( 650 or 653 )......................... 650
Design Method (V, O, or A) ............................ O
(V=variable, O=one foot, A=Appendix A)
Run Objective (D=design, A=analyze) ................... D

Design Temperature ...............................(C ) 150.00
Design Pressure at Top ....................(KPa ) 0.00000
Shell Material ........................................


Shell Design Stress [Sd] ..................(KPa ) -6.9642
Shell Hydro Test Stress [St] ..............(KPa ) -6.9642


Tank Nominal Diameter [D] ........................(m. ) 40.090
Tank Shell Height [HTK] ..........................(m. ) 12.500
Design Liquid Level [H] ..........................(m. ) 12.040
Liquid Specific Gravity [G] ........................... 0.96700
Weight of Attachments/Structures..................(N. ) 0.00000
Distance down to Top Wind Girder .................(m. ) 0.00000
Joint Efficiency (App A or 653) [E] ................... 0.85000
Wind Velocity .............................(M./sec. ) 36.000

Insulation Thickness .............................(mm.) 0.00000
Insulation Density ........................(kg./cu.cm.) 0.00000

Include Annular Base Plate Details .................... Yes
Include Wind Moment in Appendix F_4_2 Calculations .... Yes

Number of Shell Courses ............................... 8
Shell Course # 1 Height ..........................(m. ) 2.0000
Shell Course # 1 Thickness .......................(mm.) 18.000
Shell Course # 1 Corrosion Allowance [CA] ........(mm.) 1.0000
Shell Course # 2 Height ..........................(m. ) 1.5000
Shell Course # 2 Thickness .......................(mm.) 15.000
Shell Course # 2 Corrosion Allowance [CA] ........(mm.) 1.0000
Shell Course # 3 Height ..........................(m. ) 1.5000
Shell Course # 3 Thickness .......................(mm.) 14.000
Shell Course # 3 Corrosion Allowance [CA] ........(mm.) 1.0000
Shell Course # 4 Height ..........................(m. ) 1.5000
Shell Course # 4 Thickness .......................(mm.) 12.000
Shell Course # 4 Corrosion Allowance [CA] ........(mm.) 1.0000
Shell Course # 5 Height ..........................(m. ) 1.5000
Shell Course # 5 Thickness .......................(mm.) 10.000
Shell Course # 5 Corrosion Allowance [CA] ........(mm.) 1.0000
Shell Course # 6 Height ..........................(m. ) 1.5000
Shell Course # 6 Thickness .......................(mm.) 8.0000
Shell Course # 6 Corrosion Allowance [CA] ........(mm.) 1.0000
Shell Course # 7 Height ..........................(m. ) 1.5000
Shell Course # 7 Thickness .......................(mm.) 8.0000
Shell Course # 7 Corrosion Allowance [CA] ........(mm.) 1.0000
Shell Course # 8 Height ..........................(m. ) 1.5000
Shell Course # 8 Thickness .......................(mm.) 8.0000
Shell Course # 8 Corrosion Allowance [CA] ........(mm.) 1.0000


TANK SHELL COURSE MATERIALS

Shell Course # 1 Material Name ........................ A-516,65
Shell Course # 1 Design Stress [Sd] .......(KPa ) 0.16064E+06
Shell Course # 1 Hydro Test Stress [St] ...(KPa ) 0.18133E+06
Shell Course # 1 Minimum Yield Stress .....(KPa ) 0.24131E+06
Shell Course # 1 Minimum Tensile Stress ...(KPa ) 0.44815E+06
Shell Course # 1 Maximum Thickness ..............(mm. ) 38.100
Shell Course # 1 Material Grade ....................... 65
Shell Course # 1 Material Group ....................... 4

Shell Course # 2 Material Name ........................ A-516,65
Shell Course # 2 Design Stress [Sd] .......(KPa ) 0.16064E+06
Shell Course # 2 Hydro Test Stress [St] ...(KPa ) 0.18133E+06
Shell Course # 2 Minimum Yield Stress .....(KPa ) 0.24131E+06
Shell Course # 2 Minimum Tensile Stress ...(KPa ) 0.44815E+06
Shell Course # 2 Maximum Thickness ..............(mm. ) 38.100
Shell Course # 2 Material Grade ....................... 65
Shell Course # 2 Material Group ....................... 4

Shell Course # 3 Material Name ........................ A-285
Shell Course # 3 Design Stress [Sd] .......(KPa ) 0.13789E+06
Shell Course # 3 Hydro Test Stress [St] ...(KPa ) 0.15513E+06
Shell Course # 3 Minimum Yield Stress .....(KPa ) 0.20684E+06
Shell Course # 3 Minimum Tensile Stress ...(KPa ) 0.37920E+06
Shell Course # 3 Maximum Thickness ..............(mm. ) 25.400
Shell Course # 3 Material Grade ....................... C
Shell Course # 3 Material Group ....................... 1

Shell Course # 4 Material Name ........................ A-285
Shell Course # 4 Design Stress [Sd] .......(KPa ) 0.13789E+06
Shell Course # 4 Hydro Test Stress [St] ...(KPa ) 0.15513E+06
Shell Course # 4 Minimum Yield Stress .....(KPa ) 0.20684E+06
Shell Course # 4 Minimum Tensile Stress ...(KPa ) 0.37920E+06
Shell Course # 4 Maximum Thickness ..............(mm. ) 25.400
Shell Course # 4 Material Grade ....................... C
Shell Course # 4 Material Group ....................... 1

Shell Course # 5 Material Name ........................ A-285
Shell Course # 5 Design Stress [Sd] .......(KPa ) 0.13789E+06
Shell Course # 5 Hydro Test Stress [St] ...(KPa ) 0.15513E+06
Shell Course # 5 Minimum Yield Stress .....(KPa ) 0.20684E+06
Shell Course # 5 Minimum Tensile Stress ...(KPa ) 0.37920E+06
Shell Course # 5 Maximum Thickness ..............(mm. ) 25.400
Shell Course # 5 Material Grade ....................... C
Shell Course # 5 Material Group ....................... 1

Shell Course # 6 Material Name ........................ A-285
Shell Course # 6 Design Stress [Sd] .......(KPa ) 0.13789E+06
Shell Course # 6 Hydro Test Stress [St] ...(KPa ) 0.15513E+06
Shell Course # 6 Minimum Yield Stress .....(KPa ) 0.20684E+06
Shell Course # 6 Minimum Tensile Stress ...(KPa ) 0.37920E+06
Shell Course # 6 Maximum Thickness ..............(mm. ) 25.400
Shell Course # 6 Material Grade ....................... C
Shell Course # 6 Material Group ....................... 1

Shell Course # 7 Material Name ........................ A-285
Shell Course # 7 Design Stress [Sd] .......(KPa ) 0.13789E+06
Shell Course # 7 Hydro Test Stress [St] ...(KPa ) 0.15513E+06
Shell Course # 7 Minimum Yield Stress .....(KPa ) 0.20684E+06
Shell Course # 7 Minimum Tensile Stress ...(KPa ) 0.37920E+06
Shell Course # 7 Maximum Thickness ..............(mm. ) 25.400
Shell Course # 7 Material Grade ....................... C
Shell Course # 7 Material Group ....................... 1

Shell Course # 8 Material Name ........................ A-285
Shell Course # 8 Design Stress [Sd] .......(KPa ) 0.13789E+06
Shell Course # 8 Hydro Test Stress [St] ...(KPa ) 0.15513E+06
Shell Course # 8 Minimum Yield Stress .....(KPa ) 0.20684E+06
Shell Course # 8 Minimum Tensile Stress ...(KPa ) 0.37920E+06
Shell Course # 8 Maximum Thickness ..............(mm. ) 25.400
Shell Course # 8 Material Grade ....................... C
Shell Course # 8 Material Group ....................... 1

ANCHOR BOLT DETAILS
Anchor Bolt Diameter (optional) ..................(mm.) 0.00000
Threads per Unit Length ........................(1/mm.) 0.31496
Bolt Allowable Stress .....................(KPa ) 0.13789E+06
Number of Anchor Bolts (optional) ..................... 0.00000
Bolt Yield Stress .........................(KPa ) 0.24821E+06
Bolt Offset from Mean Tank Diameter ..............(m. ) 0.10000
Anchor Bolt Corrosion Allowance (optional) .......(mm.) 3.0000

Wind Data
Kz parameter .......................................... 1.0400
Kzt parameter ......................................... 1.0000
Kd parameter .......................................... 0.95000
Importance Factor (I) ................................. 1.0000
Gust Factor (G) ....................................... 0.85000


API-650 ROOF DETAILS SPECIFICATION
Roof Type (1-4) ....................................... 1
(1=Supt Cone 2=Rafter Supt Cone 3=Cone 4=Dome 5=Umbrella)
Angle Between Roof and Horizontal ................(deg) 5.0000
Net Area at Roof/Shell Junction [A] ...........(sq.mm.) 0.10000E+07
Thickness of Roof Plate ..........................(mm.) 6.0000
Roof Plate Corrosion Allowance ...................(mm.) 1.0000
Weight of Snow on Roof ...........................(N. ) 0.15355E+07
Roof Live Load ............................(N/M2 ) 1200.0
---/ For General Roof, No Design /---
Weight of Roof Plates ............................(N. ) 0.00000
Weight of Roof Framing ...........................(N. ) 0.00000
Pct of Weights Supported by Shell ..................... 0.00000

---/ For Supported Cone Roof Design /---
Preferred Rafter Type (W, WT, S, C) ................... S
Preferred Girder Type (W, WT, S, C) ................... C
Preferred Column Type (W, WT, S, C, DC, DI, P ) ....... P
Roof Plate Material ................................... A-285
Roof Plate Allowable Design Stress ........(KPa ) 0.13789E+06
Structural Member Material ............................ A-285
Structural Member Allowable Design Stress..(KPa ) 0.13789E+06
Maximum Allowed Rafter Length ....................(m. ) 7.2000
Maximum Allowed Girder Length ....................(m. ) 9.0000
Center Column Cap Plate Diameter .................(m. ) 2.0000
---/ For Analysis of Supported Cone Roofs /---
Number of Girder Rings (Optional) .................... 2
Radius to Girder Ring 1 (Optional) ...............(m. ) 8.0834
Radius to Girder Ring 2 (Optional) ...............(m. ) 13.759

Number of Girders in Ring 1 (Optional) ................ 6
Number of Girders in Ring 2 (Optional) ................ 12


API-650 SEISMIC DATA (App E.)
Minimum Yield Strength of Bottom Plate .....(KPa 0.20500E+06
Minimum Yield Strength of Weld Material ....(KPa 0.55000E+06
Nominal Thickness of Bottom Plate (tb) ..........(mm. ) 8.0000
Seismic Use Group (SUG)................................ 3.0000
Friction Factor ....................................... 0.20000
Importance Factor ..................................... 1.5000
Initial Anchorage Type ................................ M
Earthquake Type ....................................... S
Site Class ............................................ 5.0000
Spectral Acceleration Adjustment Coefficient (K) ...... 1.5000
Scaling Factor (Q) .................................... 0.70000
Transtiional Period (TL) .............................. 60.000
Mapped maximum earthquake for short periods (Ss) ...... 0.00000
Mapped maximum earthquake for 1 sec periods (S1) ...... 0.00000
Mapped maximum earthquake for 0 sec period (S0) ...... 0.00000
Non-ASCE peak ground acceleration (Sp) ................ 0.00000
ASCE short period design acceleration parameter (SDS).. 0.00000
--- Site Specific Data ---
Spectral acceleation parameter at 0 period (Sa0*) ..... 0.00000
Spectral acceleation parameter at any period (Sa*) .... 0.00000




COMPUTATION CONTROL DIRECTIVES

ROOF_PROJECTION_IN_WIND_MOMENT= YES
SHELL_THICK_CONVERG_TOLERANCE= 0.12699999 mm.
GENERATE_MESSAGE_FILE= YES
COSINE_CURVE_TOLERANCE= 0.30000001
COSINE_CURVE_ITERATION_LIMIT= 100.00000
WIND_GIRDER_SHELL_THICKNESS= MAX
SHELL_SETTLEMENT_METHOD= LEAST_SQUARES
CORRODED_NOZZLES= YES
653_CORRODED_HYDROTEST_CASE= YES
THICKNESS_ROUNDUP_TO_NEAREST= 0.00000000 mm.
PLATE_MATERIAL_DENSITY= 0.78500481E-02 kg./cu.cm.
MODIFY_FLUID_HEIGHT_BY_PRESSURE= YES
ROUND_ANCHOR_BOLTS_BY= 4.0000000
WIND_MOMENT_IN_APP_F Sect_3.9.7.1
FULL_SHELL_WEIGHT_IN_APP_F YES


SEISMIC EVALUATION RESULTS - Appendix E
API-650 10th Edition, Addendum 4, Dec. 2005

Site-Specific Ground Motion

Design Fluid Weight (N. ) 0.14397E+09

Sp -design level peak accel for nonASCE 0.00000
Ss -MCE at period of 0.2 seconds 0.00000
S0 -MCE at period of 0.0 seconds 0.00000
S1 -MCD at period of 1.0 seconds 0.00000
SDS-design spectral accel parameter 0.00000

FA -acceleration based site coefficient 2.5000
FV -velocity based site coefficient 3.5000
TS - FvS1 / FaSs NaN
TC -convective sloshing period (sec) 7.4004

Ac -convective spectral accel parameter 0.00000
Ai -impulsive spectral accel parameter 0.00000
Wc -effective convective fluid weight(N. ) 0.88347E+08
Wi -effective impulsive fluid weight (N. ) 0.49616E+08
Vc -convective liquid base shear (N. ) 0.00000
Vi -impulsive liquid base shear (N. ) 0.00000
V -total design base shear (N. ) 0.00000
VS -shear resistance (N. ) 0.29412E+08

Xc -ring wall convective moment arm (m. ) 6.5635
Xi -ring wall impulsive moment arm (m. ) 4.5150
XCS-slab convective moment arm (m. ) 14.206
XIS-slab impulsive moment arm (m. ) 15.960
WS -shell+appurtenances weight (N. ) 0.13800E+07
Wrs-roof, framing 10% snow weight (N. ) 0.00000
Mrw-ringwall overturning moment (N.m. ) 0.00000
Ms -slab overturning moment (N.m. ) 0.00000

AV -vertical acceleration parameter 0.00000
Ge -effective specific gravity 0.96700

wa -resisting annulus force (N./cm. ) 0.00000
wt -tank + roof weight at shell base (N./cm. ) 0.00000
J -the anchorage ratio 0.00000
L -reqd min annular plate projection (m. ) 0.00000

Wab-Minimum anchorage resistance (N./cm. ) 0.00000
N -number of anchor bolts required 44
Pab-anchor seismic design load (N. ) 0.00000
Sc -shell compressive stress (KPa ) 0.00000
Sa -shell allowable stress (KPa ) 34589.

Height of sloshing wave (m. ) NaN
Required Freeboard (m. ) NaN

Course Hoop Stress Hoop Allowable
(KPa ) (KPa )
1 67153. 0.18460E+06
2 73064. 0.18460E+06
3 43431. 0.15823E+06
4 45078. 0.15823E+06
5 46178. 0.15823E+06
6 22654. 0.15823E+06
7 13845. 0.15823E+06
8 4331.2 0.15823E+06

Seismic Evaluation Summary.
Seismic shell stress check passed.
Base shear within limits.
Hoop stress within allowable.




ANCHOR BOLT DETAILS - Section 3.12
API-650 10th Edition, Addendum 4, Dec. 2005

Case Uplift Allowable Load/Bolt
(N. ) Bolt Stress (N. )
(KPa )
Design Pressure : 0.00000 90947. 0.00000
Test Pressure : 0.00000 121263. 0.00000
Failure Pressure : 0.00000 218274. 0.00000
Wind Loading : 0.45331E+06 174619. 10303.
Seismic OPE : 0.00000 174619. 0.00000
Design Press + Wind Load : 0.00000 121263. 0.00000
Design Press + Seismic OPE : 0.00000 174619. 0.00000


ANCHOR BOLT RESULTS - Section 3.12

Case Number Bolt Bolt Stress
of Bolts Diameter (KPa )
(mm. )
Design Pressure : 44 28.575 0.
Test Pressure : 44 28.575 0.
Failure Pressure : 44 28.575 0.
Wind Loading : 44 28.575 25954.
Seismic OPE : 44 28.575 0.
Design Press + Wind Load : 44 28.575 0.
Design Press + Seismic OPE : 44 28.575 0.

Final Anchor Bolt Spacing .............. (m. ) 2.88
Anchor bolts are required.

You have no seismic load, most of your input is "zero".

design pressure = full liquid + 0.01bar
so how to give the input for design pressure
tank height - 15m
tank dia - 15m
design specific gravity - 1.114

You would input 0.01bar for the pressure. The software will take care of the fluid head if required.

Hi Richard, how i should input this seismic data, i have the response spectrum, can you help me?

sec Seismic Spectral
Time Amplification Pseudo
Coeff Acceleration
0.1 2.5 0.3
0.2 2.5 0.3
0.3 2.5 0.3
0.4 2.5 0.3
0.5 2.5 0.3
0.6 2.5 0.3
0.7 2.142857143 0.257142857
0.8 1.875 0.225
0.9 1.666666667 0.2
1 1.5 0.18
1.1 1.363636364 0.163636364
1.2 1.25 0.15
1.3 1.153846154 0.138461538
1.4 1.071428571 0.128571429
1.5 1 0.12
1.6 0.9375 0.1125
1.7 0.882352941 0.105882353
1.8 0.833333333 0.1
1.9 0.789473684 0.094736842
2 0.75 0.09
2.1 0.714285714 0.085714286
2.2 0.681818182 0.081818182
2.3 0.652173913 0.07826087
2.4 0.625 0.075
2.5 0.6 0.072
2.6 0.576923077 0.069230769
2.7 0.555555556 0.066666667
2.8 0.535714286 0.064285714
2.9 0.517241379 0.062068966
3 0.5 0.06
3.1 0.483870968 0.058064516
3.2 0.46875 0.05625
3.3 0.454545455 0.054545455
3.4 0.441176471 0.052941176
3.5 0.428571429 0.051428571
3.6 0.416666667 0.05
3.7 0.405405405 0.048648649
3.8 0.394736842 0.047368421
3.9 0.384615385 0.046153846
4 0.375 0.045
4.1 0.365853659 0.043902439
4.2 0.357142857 0.042857143
4.3 0.348837209 0.041860465
4.4 0.340909091 0.040909091
4.5 0.333333333 0.04
4.6 0.326086957 0.039130435
4.7 0.319148936 0.038297872
4.8 0.3125 0.0375
4.9 0.306122449 0.036734694
5 0.3 0.036
5.1 0.294117647 0.035294118
5.2 0.288461538 0.034615385
5.3 0.283018868 0.033962264
5.4 0.277777778 0.033333333
5.5 0.272727273 0.032727273
5.6 0.267857143 0.032142857
5.7 0.263157895 0.031578947
5.8 0.25862069 0.031034483
5.9 0.254237288 0.030508475
6 0.25 0.03

For me it is not clear what does it means "you have the response spectrum".

First it is not clear if your task is to consider an ASCE 7 approach or a Non-Asce approach.

As a personal opinion, looking to the data it seems that your spectrum has been "constructed" by applying SS = 2.5 SP and
S1 = 1.5 SP, so I can speculate it is under a local regulation. Or maybe it was already considered as the response spectrum values for 5% for impulsive and 0.5% damping for the convective behavior (as 1.5 times the 5% spectral values).

Also, your spectrum seems that does not include any modification for site soil conditions, case in which it must be modified to define the "site design" spectrum- by considering soil amplification coefficients (Fa and Fv), the value of the importance factor, I; and the ASD response modification factors (Rwi and Rwc). This is done by Tank based on your specific input of the parameters.

So my advice it is to clarify to which requirement/ approach of API 650 addresses your response spectrum.

In fact, API starts with a spectrum and modify it for "soil condition", for importance, for "modification factors", making difference between 5% damping (as impulsive- short periods) to 0.5% damping - for "convective" sloshing, "large" periods.
To understand what I'm talking about, I extracted form API 650 some figures and put together to your "spectrum" chart. Comparing the figures you can understand what it is the meaning of API spectrum parameters vs. your spectrum. But the base it is to study Appendix E and EC of API, and-of course- to understand what means the spectrum you have in your hands.

Regards.

Dear Nelson,

I would like to give you a more specific answer.
Unfortunately, the first step should be by you- you must have more specific information about your spectrum.

You may be in one of the following cases.

1. (E.4.1 MAPPED ASCE 7 METHOD)
For sites located in the USA, or where the ASCE 7 method is the regulatory requirement,

SS is the mapped, maximum considered earthquake, 5% damped, spectral response acceleration parameter at short periods (0.2 seconds).
S1 is the mapped, maximum considered earthquake, 5% damped, spectral response acceleration parameter at a period of 1 second.
S0 is the mapped, maximum considered earthquake, 5% damped, spectral response acceleration parameter at zero seconds (usually referred to as the peak ground acceleration).
Unless otherwise specified or determined, S0 shall be defined as 0.4SS when using the mapped methods.

If is your case, you can read SS, S1 from your spectrum and calculate S0 as 0.4SS.
The spectral response accelerations must be modified by the appropriate site coefficients, Fa and Fv from Tables E-1 and E-2.
The scaling factor, Q, is defined as 2/3 for the ASCE 7 methods.

or


2. (E.4.2 SITE-SPECIFIC SPECTRAL RESPONSE ACCELERATIONS)

If design for an MCE site-specific ground motion is desired, or required, the site–specific study and response spectrum shall be provided by the Purchaser as defined this section.

Site-specific determination of the ground motion is required when the tank is located on Site Class F type soils.

Design using site-specific ground motions should be considered where any of the following apply:
• The tank is located within 10 km (6 miles) of a known active fault.
• The structure is designed using base isolation or energy dissipation systems, which is beyond the scope of this appendix.
• The performance requirements desired by the owner or regulatory body exceed the goal of this appendix.

The rules are given in
E.4.2.2 Probabilistic Site-Specific MCE Ground Motion
E.4.2.3 Deterministic Site-Specific MCE Ground Motion
E.4.2.4 Site-Specific MCE Ground Motions
If is the case, your spectrum includes site soil effects and you have to continue under E.4.6.2 Site-Specific Response Spectra.
The design method for a site-specific spectral response is based on the provisions of ASCE 7 and consequently, Q is defined as 2/3.

or

3. (E.4.3 SITES NOT DEFINED BY ASCE 7 METHODS)
In regions outside the USA, where the regulatory requirements for determining design ground motion differ from the ASCE 7 methods prescribed in this appendix, the following methods may be utilized:
1. A response spectrum complying with the regulatory requirements may be used providing it is based on, or adjusted to, a basis of 5% and 0.5% damping as required in this appendix. The values of the design spectral acceleration coefficients, Ai and Ac, which include the effects of site amplification, importance factor and response modification may be determined directly. Ai shall be based on the calculated impulsive period of the tank (see E.4.5.1) using the 5% damped spectra, or the period may be assumed to be 0.2 seconds. Ac shall be based on the calculated convective period (see E.4.5.2) using the 0.5% spectra.
2. If no response spectra shape is prescribed and only the peak ground acceleration, SP, is defined, then the following substitutions shall apply:
SS = 2.5 SP (E.4.3-1)
S1 = 1.25 SP (E.4.3-2)
[For sites where only the peak ground acceleration is defined, substitute SP for S0, as permitted by E.4.6.1]

If this is your case, you have in hands a spectrum which was already provided "by others".
It may be the design spectral response acceleration- as defined by E.4.3 point 1, so you can read directly Ai and Ac.
More probably it is a ground motion spectrum and you can read SS and S1 from your spectrum and go ahead with calculation, modifying this spectrum by the appropriate site coefficients, Fa and Fv from Tables E-1 and E-2.
Q may be taken equal to 1.0 unless otherwise defined in the regulatory requirements where ASCE 7 does not apply.

Best regards.

Mario thanks for your reply. You 're right i built the spectrum under local regulation and soil parameter (S), site class factor (coast++ sierra+ or jungle, Z), seismic amplification (C in function of soil studies), importance factor (U) even structure Quotient Reduction (R) the formula is the following:

Spectral Acel: S = Z U C S / R

, i think that you said before apply


then i 'll get: Ss , S1, Q =1
...which is the minimum input necesary for operate seismic data calculus in tank ?

Nelson,

It seems that you already constructed a Site-Specific Response Spectra based on your local code. In my opinion, for your case it is not necessary to build-up a Site-Specific Response Spectra, it is necessary to feed Tank with data to follow API/Appendix E calculation. In this case the site-specific spectrum (as is considered by API) remains "in back" of this calculation.

The difference is that your "constructed" spectrum would not comply 100% with API 650 approach (remember that in fact API considers two spectra, one 5% damped, for impulsive and one 0.5% damped, for convective cases).

So if I were you I would start the input with:

SP=S0=Z (because in your code, Z- Seismic Zone Factor seems to be the peak ground acceleration, similar with a lot of non-ASCE codes).
SS = 2.5 SP (see E.4.3-1)
S1 = 1.25 SP (see E.4.3-2)- if here are differences in your code as S1 = 1.5 SP, you can apply them

The rest of parameters would be identified by comparing your code (ZUCS/R) with API 650 Code, i.e.
-U is similar with I (maybe in your Code is exceeding API classification, so you need to be conservative at this point)
-CS seems to be similar with Fa, but under API 650 you need also Fv, so please check if there is something similar in your Code (the best should be to not mix the Codes and to consider for your soil directly Fa and Fv as in API 650).
-R is similar with Rw, but API gives in Table E-4—two specific for tanks Response Modification Factors one for impulsive case, the second for convective, while your Code probably have nothing specific for tanks, so I would prefer to consider values as in E-4.
-Q=1 as for Non-Asce code (because your Code seems to consider Z as "475 years repeatability" peak ground acceleration (damping = 5%), similar with UBC code).

My opinion- of course; please double check the above comparison between codes.

Best regards.

i found out the file with peak ground acceleration (damping = 5%) as "475 years repeatability" dor my city, at:
T=0s S=0.4g
T=0.2s S=0.94g
T=1s S=0.36g

i guessed the next for Tank input:

Seismic User Group = 1
Friction Factor = 0.4
Importance Factor = 1
Initial Anchorage = self
Earthquake Type = Mapped
Spectral Acel Adjustment Coeff k= EMPTY
Transitional Period TL = 4
Mapped Max short period Ss =0.94
Mapped Max 1sec period S1 =0.36
Mapped Max 0sec period S0=0.4
Peak Ground Sp =0.4
Sds = EMPTY
Sa 0* = EMPTY
Sa* = EMPTY

Mario, review and i hope you would make some comments please

Thanks and Regards

i updloaded the file