Seismic Design for Pipe

4. Seismic Design Requirements of ASCE 7-05 for Nonstructural ComponentsNonstructural Components and

7-05 for Nonstructural Components

Systems• Architectural components

includes cladding, ceilings, g gglazing, partitions, etc.

• Mechanical and electrical components and systems co po e ts a d syste s(utilities)

• Contents including medical equipment communicationsequipment, communications equipment, computers, shelves and bookcases, valuable contents on h l t

CIE 619 Chapter 5 – Seismic Design 113

shelves, etc.Slide Courtesy of Robert E. Bachman, S.E.

4. Seismic Design Requirements of ASCE 7-05 for Nonstructural Components

Northridge Earthquake7-05 for Nonstructural Components

CIE 619 Chapter 5 – Seismic Design 114OSHPD/FDD

Slide Courtesy of Robert E. Bachman, S.E.



Pipe Connection to Chiller

h i dThe restrained equipment and piping move out of p p gphase during an earthquake and the case shells are notcase shells are not designed to resist the force necessary

d h i iCIE 619

Chapter 5 – Seismic Design 117

to drag the piping

OSHPD/FDDSlide Courtesy of Robert E. Bachman, S.E.


Nonstructural Importance Factor - Ip


• Nonstructural Component Importance Factor, Ip , assigned to all components

The al es of I is either 1 0 or 1 5• The values of Ip is either 1.0 or 1.5

• The value of Ip is based on:

1 Requirements of the component to function after a DBE1. Requirements of the component to function after a DBE (such as sprinkler systems), or

2. The component contains hazardous materials, or3 Storage Racks open to general public or3. Storage Racks open to general public, or 4. Occupancy Category of the structure or facility

• Nonstructural components/systems which are assigned an Ip =


p1.5 are called Designated Seismic Systems.



Nonstructural Limits of Applicability


Nonstructural Limits of Applicability• Nonstructural provisions apply throughout the US

with following exceptions:with following exceptions:1. Mechanical and Electrical Components in

SDC A and B2. Mechanical and Electrical in SDC C if Ip = 1.03. Architectural in SDC A 4 A hit t l i SDC B if I 1 0 t f4. Architectural in SDC B if Ip = 1.0 except for

parapets supported by bearing or shear walls• Other exceptions for light items, piping and ductwork


p g p p gin both



Nonstr ct ral Seismic Demands


Nonstructural Seismic Demands• Equivalent Static Forces – Fp Equation –

Independent of building structural propertiesIndependent of building structural properties1. Strength Level Forces2. ASCE 7-05 provides option for determining building

specific forcesspecific forces

• Relative Displacements for Selected Components

1. Anticipated Relative Displacements at Design Earthquake Level (Dp)

2. Provides explicit equations and option of determining


p q p gdemands using building structural properties



Nonstructural Force Demand7-05 for Nonstructural Components

• ASCE 7-05 – Based on 2003 NEHRP

Fp = 0 4 ap SDS ( 1 + 2 z ) WpFp 0.4 ap SDS ( 1 2 z ) Wp(Rp / Ip ) h

F ( i ) 0 3 S I WFp (min) = 0.3 SDS Ip Wp for SDS = 1.00, Fp = 0.30 IpWp

Fp (max) = 1.6 SDS Ip Wp for SDS = 1.00, Fp = 1.60 IpWp

• F forces are used to design anchorage and bracing• Fp forces are used to design anchorage and bracing• For Ip = 1.5 , Fp forces are used to design

nonstructural component itself or alternate methods


are used to seismically qualify componentSlide Courtesy of Robert E. Bachman, S.E.


Design and Detailing Requirements of


Architectural Components

• In ASCE 7-05

1. Specific demands exterior walls and connections

2. Suspending Ceilings – CISCA & ASTM standards

3 Gl i D if i AAMA 01 63. Glazing – Drift capacity AAMA 501.64. Access Floors – special access floor details5 Tall Partitions independent bracing


5. Tall Partitions – independent bracing Slide Courtesy of Robert E. Bachman, S.E.

4. Seismic Design Requirements of ASCE 7-05 for Nonstructural Components7-05 for Nonstructural Components

Design and Detail Requirements forMechanical and Electrical Equipment

• In ASCE 7-05:1. Sprinkler systems – NFPA 13 with amendments2. Escalators and Elevators – ASME A17.13. Vessels – ASME B& PV4. Piping – ASCE B 31.1 & NFPA-135. HVAC Ducting – (SMACNA not specifically referenced)g ( p y )6. Lighting fixtures – Prescriptive detail requirements7. Many specific prescriptive details for Mechanical and

Electrical Equipment – Section 13.6.5.5


Electrical Equipment Section 13.6.5.5



Special Certification Requirements for Certain Designated Seismic Systems (I =1 5)


Certain Designated Seismic Systems (Ip=1.5)• In Chapter 13 of ASCE 7-05 - Seismic qualification required for

1. Active mechanical and electrical equipment that are required to f nction follo ing a DEto function following a DE

2. Components containing hazardous contents

• Qualification to demonstrate functionality after being subject to a DE t b d t i d b ithDE to be determined by either:

1. Shake table testing – ICC-ES AC-156 , 2004 (latest 2007)2. Experience Data 3 Analysis (extremely difficult for active equipment)3. Analysis (extremely difficult for active equipment)

• Certification required by supplier indicating compliance

• Chapter 13 also permits nonstructural components to be optionally


p p p p yseismically qualified by testing or experience data



AC-156Seismic Qualification by Shake Table Testing


Q y gof Nonstructural Components

• Companion Document to 2006 IBC/ASCE 7-05

• Acceptance Criteria published by ICC Evaluation Services

• First published in 2000, latest version 2007

• Provides testing protocol and test spectra definition

• Test Spectra is tied directly to Fp force equation

• Acceptance Criteria tied to Ip factor. For Ip = 1.5, item


p pmust function following test



AC-156 TEST SPECTRAAt Roof (max) AFLX = 1.6 SDS and ARIG = 1.2 SDS


At Ground AFLX = SDS and ARIG = 0.4 SDS

Horz. 5% Damping Horizontal RRS

Vertical RRS(g's

)

AFLX

(f )

ARIG

AFLX

eler

atio

n, A

(

AFLX

23

FLX( )

fFLX

10 f

AFLX

ARIG

23

espo

nse

Acc Vert.

AFLX

(f )

fFLX3

210 f

FLX

f 16 70 1 f 33 3

Spe

ctra

l Re

15 fFLX

AFLX


fFLX

16.70.1 f0

33.3

Frequency, f (Hz)Slide Courtesy of Robert E. Bachman, S.E.


UB Nonstructural Component Simulator7-05 for Nonstructural Components

• Two-level shake table capable of reproducing full scale building floor motionsfloor motions

• Characteristics:– In plan: 12.5’x12.5’p– Story height: 14’– Load capacity: 22 kips/actuator

Payload capacity: 5 kips/level– Payload capacity: 5 kips/level– Displacements: ± 40 in – Velocities: 100 in/s


– Accelerations: up to 3g


Generation of Floor Motion Ensembles


Adjacent Floor Motions Input to UB-NCS

DynamicAnalysis

BuildingUB-NCS


Ground Motion


Uni-axial and Bi-axial Testing7-05 for Nonstructural Components

12'-6"

12'-7

"

25'-4

"

15'-4

"

13'-1

0"


"

Reaction Wall Reaction Wall

39'


Tri-axial Testing7-05 for Nonstructural Components



UB Nonstructural Component Simulator


Simulator





Simulator


5. Architectural Principles

• Building Simplicity and SymmetryBuilding Simplicity and Symmetry

• Building ElevationBuilding Elevation

• Structural Continuity and Uniformityy y

• Choice of Construction Materials

• Control of Failure Modes


5. Architectural PrinciplesBUILDING SIMPLICITY AND SYMMETRY


5. Architectural PrinciplesBUILDING ELEVATION


5. Architectural PrinciplesSTRUCTURAL CONTINUITY AND UNIFORMITY


5. Architectural Principles

CHOICE OF CONSTRUCTION MATERIALS


5. Architectural PrinciplesCONTROL OF FAILURE MODES


6. Performance-Based Earthquake i iEngineering

• Framework Current Codesewo


• Assignment No. 7


6. Performance-Based Earthquake i iEngineering

• Explicit Consideration of Residual Deformationsp c Co s de o o es du e o o s


7. Direct Displacement-Based Design• Origin:

• Reinforced concrete structures: Priestley (1994)• Reinforced concrete structures: Priestley (1994)• Woodframe structures: Kawai et al. (2001)

• Basic concept:• Basic concept:• Establishment of target displacement limits for different

pairs of seismic hazard and performance levels p p

• Linear substructure modeling:• Equivalent linear single-degree-of-freedom (SDOF) systemEquivalent linear single degree of freedom (SDOF) system • Equivalent lateral stiffness at target displacement limit• Equivalent viscous damping at target displacement limit


7. Direct Displacement-Based Design

• Step 1: Definition of target displacement and S ep : e o o ge d sp ce e dseismic hazard

• Define target displacement that structure should not g pexceed under a given seismic hazard level

• Define design relative displacement response spectrum

CodeAeq

CodeD ST

S 2

2

CodeDD SS

02007.0

CodeDr

TD STS44.0

CodeACodeD SS 24

CodeDeq

D eq 02.0 CodeDTD r 474

Transform spectral accelerations into spectral displacements

Scale for damping(Eurocode 8 – 2003)

Scale for hazard level(NEHRP 2003)



• Step 1: Definition of target displacement and S ep : e o o ge d sp ce e dseismic hazard



• Step 2: Determination of Equivalent Viscous p qDamping

50/300 60

DEt 0

30

60

(kN

)

t eqk

22 teqeq k

60

-30

0

-100 -50 0 50 100Load

t

tDE

Add i l d i i ( 2% f i i l)

-60

Displacement (mm)


– Add nominal damping ratio (e.g. 2% of critical)


• Step 3: Determination of Effective Elastic Period



• Step 4: Computation of Effective Lateral S ep : Co pu o o ec ve eStiffness



• Step 5: Computation of Design Base ShearS ep 5: Co pu o o es g se S e



• Step 6: Determination of Actual Force-Deflection S ep 6: e e o o c u o ce e ec oCharacteristic

• Step 7: Verification• Step 7: Verification


7. Direct Displacement-Based Design• Advantages:

– No estimation of the elastic period of the building is required – Force reduction factors do not enter the design process– Displacements drive the design process– The relationship between the elastic and inelastic p

displacements is not required– The yield displacement does not enter the design process

• Disadvantages:Disadvantages:– Requires knowledge of system-level behavior– Global non-linear monotonic load-displacement behavior

(pushover)(pushover) – Variation of global equivalent viscous damping with

displacement amplitude Li b t t d li


– Linear substructure modeling

Seismic Design for Pipe

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