141511079 Seismic Design

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CLIENT Date

PROJECT By M Rampersad

Location Project:

Sub-Location Page :

Ref Description/ Calculations Output

References

1 - ASCE 7-10:Minimum Design Loads for Buildings and Other Structures

2 - STAAD Analysis

3 - UWI Seismic Research Centre, Seismic Hazard Maps

4 - Structure geomtery and configuration

5 - Ministry of Works & Infrastructure, Structural Design guidelines, Mar 2010

Building data

4 Number of storeys (5 max) 2

4 424.9

Seismic dead load, W, includes static dead load plus:

4 Dead weight intensity of ground floor slab = 3.13

4 Dead weight intensity of elevated floors = 2.09

4 Dead weight intensity of roof = 2.09

4 Finishes = 0.50

1: Cl. 12.7.2 25% of floor live load (storage and warehouses only) =

1: Cl. 12.7.2 Internal partition load = 0.48

1: Cl. 12.7.2 Permanent equipment = 25.00 kN

Building load and height data

4 Floor Load (kN)

GF 424.9 1744.1 0.52 1744.1

1 254.9 782.6 0.23 782.6 GF-1 3.50 3.50

Roof 254.9 807.6 0.24 807.6 1-Roof 3.50 3.50

0 0 0 0 3.5 0.00

0 0 0 0 3.5 0.00

0 0 0 3.5 0.00 0.00

Total seismic load, W = 3334.3 kN 7.00 m

Ground floor area, AB (m2) m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

Plan area (m2) wi (%) Seismic load (kN)

Floor to floor heights (m)

hn =

D29

CFD+Screed = 2.09 kN/m2 Finishes = 0.5 kN/m2

D31

Allows for equipment on roof

D32

Allows for equipment on roof

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Spectral Response Analysis

1: Cl. 12.8.2.1

1: Table 12.8-2 Basic structural system = Steel moment-resisting frames

1: Table 12.8-2 0.0724

1: Table 12.8-2 Numerical coefficient, x = 0.80

4 Height of Structure, h = 7.00 m

0.34 sec

Spectral Response

D - Stiff soil profile Soil type = D

Mapped acceleration parameters for Trinidad, return period = 95yrs:

3 0.35 gals 0.35

3 0.09 gals 0.09

0.00

1: Table 11.4-1 1.60 Fa = 1.60

1.50 Fv = 1.50

1: Cl. 11.4-3 0.56 0.56

1: Cl. 11.4-3 0.13 0.13

1: Cl. 11.4-4 0.37 0.37

1: Cl. 11.4-4 0.09 0.09

1: Cl. 11.3 0.05 sec 0.05

1: Cl. 11.3 0.23 sec 0.23

Approximate Fundamental Period of Structure, Ta

Numerical coefficient, Ct =

Approx. fundamental Period, Ta =

Soil Profile type =

for 0.2s , SS = SS =

for 1.0s, S1 = S1 =

Site coefficient, Fa =

Site coefficient, Fv =

SMS = FaSS = SMS =

SM1 = FvS1 = SM1 =

SDS = 2/3 SMS = SDS =

SD1 = 2/3 SM1 = SD1 =

T0 = 0.2SD1/SDS = T0 (sec) =

TS = SD1/SDs = TS (sec) =

T a=C thnx

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1: Cl. 11.4.5 Spectral Response curve data points

Interval T value Sa Chart plots

start 0.00 0.15 0.05 0.00

0.05 0.37 0.05 0.37

0.23 0.37 0.23 0.00

0.31 0.28 0.23 0.37

0.38 0.22 0.34 0.00

0.46 0.19 0.34 0.25

0.54 0.16 0.34 0.25

0.61 0.14 0.00 0.25

0.69 0.12

0.77 0.11

0.85 0.10

0.92 0.09

1.00 1.00 0.09 1.00 0.00 1.00 0.09

1.01 1.01 0.08 1.00 0.09 0.00 0.09

1.03 1.03 0.08

1.04 1.04 0.08

1.05 1.05 0.08

1.06 1.06 0.08

1.08 1.08 0.08

1.09 1.09 0.08

1.10 1.10 0.08

T0

Ts

0.00 0.20 0.40 0.60 0.80 1.00 1.20

0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

0.40 Design Response Spectrum

Period T (sec)

Sp

ec

tra

l R

es

po

ns

e a

cc

ele

ratio

n,

Sa

Ta

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Design Coefficients and Factors

1: Table 12.2-1 Building frame system = Building Frame systems

1: Table 12.2-1 Building frame sub-system = Steel ordinary concentrically braced frames

1: Table 12.2-1 Response modification coefficient, R = 3.25 R = 3.25

1: Table 12.2-1 2.00 2.00

1: Table 12.2-1 3.25 3.25

1: Table 12.2-1 Height limit, m = No limit 1000.00 Height limit = OK

1: Table 12.2-1 1.00 1.0

Risk Category & Importance factor

1: Table 1.5-1 3 Risk category = 3

1: Table 1.5-2 1.25 Importance fctr = 1.25

Seismic Design Category, Short Period Response

0.37

1: Table 11.6-1 Seismic Design category = C

Seismic Design Category, 1s Period Response

0.09

1: Table 11.6-2 Seismic Design category = B

C

1: Cl. 12.8.1.1 0.143

Subject to the provisos that:

0.096

and checked against:

0.020 OK

0.020 OK

0.016 S1<0.6g: OK

0.096 0.096

Overstrength factor, WO = WO =

Deflection Amplification Factor, Cd = Cd =

Redundancy factor, r = r =

Risk Category =

Seismic Importance Factor Ie =

SDS =

SD1 =

\ Adopt seismic category as worst-case

Seismic Response Coefficient, C S

CS = SDS / [R/Ie] =

CSmax = SD1 / [ Ta[R/Ie] ] =

CSMin = 0.044 SDSIe =

or CSMin ≥ 0.01

If S1 > 0.6g, CS= 0.5S1 / [R/Ie] =

\ Adopt a value of CS = CS =

E92

Accounts for: Ductility Overstrength Redundancy Damping Past behavior

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Seismic Base Shear, V

Use equivalent lateral force (ELF) procedure for seismic base shear

1: Cl. 12.8.1

V = 319.3 kN Base shear V = 319.3

Vertical distribution of forces

1: Cl. 12.8.3

k = 1.00

Tabulation of lateral storey forces

Floor Distribution Length (m)

|| to Z-axis || to x-axis

GF 0.52 ### #VALUE! #VALUE! ###

1 0.23 ### #VALUE! #VALUE! ### 13.93 30.50

Roof 0.24 ### #VALUE! #VALUE! ### 12.20 18.30

0.00 0.00 0.00 #VALUE! ###

0.00 0.00 0.00 #VALUE! ###

0.00 0.00 0.00 0.00

0.00 #VALUE! ###

Seismic Base Shear, V = CSW

Lateral seismic force Fx at any height x is given by:

Fx = CvxV

wi (%) hki (m) wihk

i CVX Fx (kN)

Cvx=wxhx

k

∑i=1

n

wihik

E133

The 'k' exponent takes into consideration the whiplash effect. For k=1, there is no whiplash.

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Seismic Load Effects & Combinations

Seismic Load Effect, E

1: Cl. 12.4.2 [for Load combination 5, LC5]

1: Cl. 12.4.2 [for Load combination 7, LC7]

1: Cl. 2.3.2 Application of storey forces to load combinations

Floor E E

LC5 LC7

GF 1744.1 ### #VALUE! 129.9 ### ###

1 782.6 ### #VALUE! 58.3 ### ###

Roof 807.6 ### #VALUE! 60.1 ### ###

0.0 ### #VALUE! 0.0 ### ###

0.0 ### #VALUE! 0.0 ### ###

0.0 0.0 0.0 0.0 0.0

0.00 #VALUE! 248.2 ### ###

E = Eh + EV

E = Eh - EV

Eh = rQE = rFXi

EV = 0.2SDSDi

Di (kN) FX (kN) Eh (kN) EV (kN)

E149

Note: General research provides that E acts vertically in addition to the gravity loads

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Distribution of Seismic Forces - 1st Floor PLAN:

Assume application of seismic forces to joints/nodes

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Distribution of Seismic Forces - Roof PLAN:

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE! #VALUE! #VALUE! #VALUE!

13.93

30.50

12.20

18.30

SUPPLEMENTARY CALCULATIONS

Accelerations and return periods

0.2s 1s

Return period (yrs)→ 95 4275 95 4275

0.329 0.076

0.349 0.081

0.369 0.085

0.389 0.090

0.408 0.095

0.428 0.099

Table 11.4-1, Site Coefficient Fa

A 0.80 0.80 0.80 0.80 0.80

B 1.00 1.00 1.00 1.00 1.00

C 1.20 1.20 1.10 1.00 1.00

D 1.60 1.40 1.20 1.10 1.00

E 2.50 1.70 1.20 0.90 0.90

Table 11.4-2, Site Coefficient Fv

A 0.80 0.80 0.80 0.80 0.80

B 1.00 1.00 1.00 1.00 1.00

C 1.70 1.60 1.50 1.40 1.30

D 2.40 2.00 1.80 1.60 1.50

E 3.50 3.20 2.80 2.40 2.40

Table 11.6-1, Seismic Design Category, Short-Period

Risk Category

1 2 3 4

2.000 D D D D

0.500 C C C D

0.330 B B B C

0.167 A A A A

0.00 A A A A

Table 11.6-2, Seismic Design Category, 1s response

Risk Category

1 2 3 4

2.000 D D D D

0.200 C C C D

0.133 B B B C

0.067 A A A A

0.000 A A A A

SS≤0.25 SS=0.5 SS=0.75 SS=1.0 SS≥1.25

S1≤0.1 S1=0.2 S1=0.3 S1=0.4 S1≥0.5

SDS

SD1

0.00 1.70

0.10 1.70

0.15 1.60

0.20 1.50

0.30 1.40

0.40 1.40

Ct x

0.0488 0.75

0.0466 0.90

0.0731 0.75

Steel eccentrically braced frames 0.0731 0.75

0.0724 0.80

Seismic Design Category limits

A B C D E F

ndancy/Reliability factor 1.0 1.0 1.0 1.3 1.3 1.3

Analysis procedures

Table 20.3 SOIL PROFILE TYPES

Lower Upper Lower Upper Lower

A - Hard Rock 1,524 7,620

B - Rock 762 1,524

C - Very dense soil & soft rock 366 762 50 200 100

D - Stiff soil profile 183 366 15 50 50

E - Soft clay profile 0 183 0 15 0

F - Site specific evaluation

USE

ASCE 7-10 Table 12.2-1Basic Structural syste Lateral force resisting system

Table 12.8-1, Coefficient on upper limit on period, Cu

Table 12.8-2, Period parameters Ct and x (all metric)

All other structural systems

Concrete moment-resisting frames

Steel buckling-restrained braced frames

Steel moment-resisting frames

Return to topSoil profile name

Shear wave velocity (m/s)

SPT (N) blows per 300mm

Undrained shear strength (kPa)

Bearing wall system All other light framed walls

Braced frames - Concrete

Braced frames - Heavy timber

Braced frames - Steel

Concrete shear walls

Light steel-framed bearing walls with tension-only bracing

Light-framed walls with shear panels: wood structural panels for < 3 stories

Masonry shear walls

Building Frame systemAll other light framed walls

Concrete shear walls

Light-framed walls with shear panels: wood structural panels for < 3 stories

Masonry shear walls

Ordinary braced frames - Concrete

Ordinary braced frames - Heavy Timber

Ordinary braced frames - Steel

Special concentrically braced frames - steel with steel SMRF

Steel eccentrically braced frame (EBF)

Moment resisting fram Concrete intermediate moment-resisting frame (IMRF)

Masonry moment-resisting wall frame (MMRWF)

Ordinary moment-resisting frame - Concrete

Ordinary moment-resisting frame - Steel

Special moment resisting frame (SMRF) - Concrete

Special moment resisting frame (SMRF) - Steel

Special truss moment frame of steel (STMF)

Dual_ systems Ordinary braced frames - concrete with concrete IMRF

Ordinary braced frames - concrete with concrete SMRF

Ordinary braced frames - steel with steel OMRF

Ordinary braced frames - steel with steel SMRF

Shear walls - Concrete with concrete OMRF

Shear walls - Concrete with SMRF

Shear walls - Concrete with steel OMRF

Shear walls - Masonry with concrete OMRF

Shear walls - Masonry with masonry MMRWF

Shear walls - Masonry with SMRF

Shear walls - Masonry with steel OMRF

Special concentrically braced frames - steel with steel OMRF

Special concentrically braced frames - steel with steel SMRF

Steel EBF - with steel OMRF

Steel EBF - with steel SMRF

Shear wall-frame inter Concrete

Cantilevered column s Cantilevered column elements

Steel Systems not spefically designed

Return to top

Is Ii Iw Ie

1 0.80 0.80 1.00 1.00

2 1.00 1.00 1.00 1.00

3 1.10 1.25 1.00 1.25

4 1.20 1.25 1.00 1.50

Risk Category Snow Importance Ice Importance Ice Importance Seismic Importance

from Factor, Factor—Thickness, Factor—Wind, Factor,

Table 1.5-1

SUPPLEMENTARY CALCULATIONS

Upper

500

100

50

R W Build Build_R Bearing wa

Undrained shear strength (kPa)

4.5 2.8 Bearing wall system

2.8 2.2 Building Frame systems

2.8 2.2 Moment resisting frame

4.4 2.2 SMF_Dual: Dual systems with special moment frames

4.5 2.8 IMF_Dual: Dual systems with IMF capable of Resisting at

2.8 2.2 Shear wall-frame interactive system with ordinary reinfo

5.5 2.8 Cantilevered column Systems detailed to Conform to the

4.5 2.8 Steel systems not specifically detailed for seismic resist

5.0 2.8

5.5 2.8

6.5 2.8

5.5 2.8

5.6 2.2

5.6 2.2

5.6 2.2

6.4 2.2

7.0 2.8

5.5 2.8 Building F

6.5 2.8

3.5 2.8

4.5 2.8

8.5 2.8

8.5 2.8

6.5 2.8

4.2 2.8

6.5 2.8

4.2 2.8

6.5 2.8

6.5 2.8

8.5 2.8

4.2 2.8

4.2 2.8

6.0 2.8

5.5 2.8

4.2 2.8

4.2 2.8

7.5 2.8

4.2 2.8

8.5 2.8

5.5 2.8

2.2 2.0

Moment res

SMF_Dual:

IMF_Dual: D

Shear wall-

Cantilevere

Steel syste

#NAME?

Detailed plain concrete shear walls 14.2 2.00 2.50 2.00

ASCE Detailing section

Response modification coefficient, R

Overstrength factor, Ωo

Deflection Amplification factor, Cd

14.4 2.00 2.50 1.75

Intermediate precast shear walls 14.2 4.00 2.50 4.00

Intermediate reinforced masonry shear walls 14.4 3.50 2.50 2.25

Light-frame (cold-formed steel) wall systems 14.1 4.00 2.00 3.50

Light-frame (cold-formed steel) walls sheated wit 14.1 6.50 3.00 4.00

Light-frame (wood) walls sheathed with wood etc. 6.50 3.00 4.00

Light-frame walls with shear panels (other materia 2.00 2.50 2.00

Ordinary plain AAC masonry shear walls 14.4 1.50 2.50 1.50

Ordinary plain concrete shear walls 14.2 1.50 2.50 1.50

14.4 1.50 2.50 1.25

Ordinary precast shear walls 14.2 3.00 2.50 3.00

Ordinary reinforced AAC masonry shear walls 14.4 2.00 2.50 2.00

Ordinary reinforced concrete shear walls 14.2 4.00 2.50 4.00

Ordinary reinforced masonry shear walls 14.4 2.00 2.50 1.75

14.4 1.50 2.50 1.75

Special reinforced concrete shear walls 14.2 5.00 2.50 5.00

14.4 5.00 2.50 3.50

Detailed plain concrete shear walls 2.00 2.50 2.00

14.4 2.00 2.50 2.00

Intermediate precast shear walls 14.2 5.00 2.50 4.50

Intermediate reinforced masonry shear walls 14.4 4.00 2.50 4.00

Light-frame (cold-formed steel) walls sheathed wi 14.1 7.00 2.50 4.50

Light-frame (wood) walls sheathed wood etc. 14.5 7.00 2.50 4.50

Light-frame walls with shear panels other mtrls 2.50 2.50 2.50

Ordinary plain concrete shear walls 14.2 1.50 2.50 1.50

14.4 1.50 2.50 1.25

Ordinary precast shear walls 14.2 4.00 2.50 4.00

Ordinary reinforced concrete shear walls 14.2 5.00 2.50 4.50

Ordinary reinforced masonry shear walls 14.4 2.00 2.50 2.00

14.4 1.50 2.50 1.75

Special reinforced concrete shear walls 14.2 6.00 2.50 5.00

14.4 5.50 2.50 4.00

Steel and concrete composite ecc. Braced frame 14.3 8.00 2.50 4.00

Steel and concrete composite ordinary braced fr 14.3 3.00 2.00 3.00

Steel and concrete composite ordinary shear wall 14.3 5.00 2.50 4.50

Steel and concrete composite plate shear walls 14.3 6.50 2.50 5.50

Steel and concrete composite special conc. Brac 14.3 5.00 2.00 4.50

Steel and concrete composite special shear walls 14.3 6.00 2.50 5.00

Steel buckling-restrained braced frames 14.1 8.00 2.50 5.00

14.1 8.00 2.00 4.00

14.1 3.25 2.00 3.25

14.1 6.00 2.00 5.00

14.1 7.00 2.00 6.00

Detailed plain masonry shear walls

14.1 and 14.5

14.1 and 14.5

Ordinary plain masonry shear walls

Prestressed masonry shear walls

Special reinforced masonry shear walls

14.2 and 14.2.2.8

Detailed plain masonry shear walls

14.1and 14.5

Ordinary plain masonry shear walls

Prestressed masonry shear walls


Steel eccentrically braced frames

Steel ordinary concentrically braced frames

Steel special concentrically braced frames

Steel special plate shear walls

14.10 3.50 3.00 3.50

Intermediate reinforced concrete moment frames 14.20 5.00 3.00 4.50

14.20 3.00 3.00 2.50

Special reinforced concrete moment frames 8.00 3.00 5.50

14.30 5.00 3.00 4.50

14.30 3.00 3.00 2.50

14.30 6.00 3.00 5.50

8.00 3.00 5.50

4.50 3.00 4.00

3.50 3.00 3.00

8.00 3.00 5.50

14.10 7.00 3.00 5.50

14.4 4.00 3.00 3.50

14.2 6.00 2.50 5.00

14.2 7.00 2.50 5.50

14.4 5.50 3.00 5.00

14.3 8.00 2.50 4.00

14.3 6.00 2.50 5.00

14.3 7.50 2.50 6.00

14.3 6.00 2.50 5.00

14.3 7.00 2.50 6.00

14.1 8.00 2.50 5.00

14.1 8.00 2.50 4.00

14.1 7.00 2.50 5.50

14.1 8.00 2.50 6.50

14.4 3.50 3.00 3.00

14.2 5.50 2.50 4.50

14.4 3.00 3.00 2.50

14.2 6.50 2.50 5.00

14.3 3.50 2.50 3.00

14.3 5.00 3.00 4.50

14.3 5.50 2.50 4.50

14.1 6.00 2.50 5.00

Shear wall-frame interactive system with ordinar 4.50 2.50 4.00

Intermediate reinforced concrete moment frames 14.2 1.50 1.25 1.50

14.2 1.00 1.25 1.00

2.50 1.25 2.50

14.1 1.25 1.25 1.25

14.1 2.50 1.25 2.50

14.5 1.50 1.50 1.50

Steel systems not specifically detailed for seism 14.1 3.00 3.00 3.00

Cold-formed steel—special bolted moment framep

Ordinary reinforced concrete moment frames

12.2.5.5 and 14.2

Steel and concrete composite intermediate moment frames

Steel and concrete composite ordinary moment frames

Steel and concrete composite partially restrained moment frames

Steel and concrete composite special moment frames 12.2.5.5 and 14.3

Steel intermediate moment frames 12.2.5.7 and 14.1

Steel ordinary moment frames 12.2.5.6 and 14.1

Steel special moment frames 14.1 and 12.2.5.5

Steel special truss moment frames

Intermediate reinforced masonry shear walls

Ordinary reinforced concrete shear wallsl

Special reinforced concrete shear wallsl


Steel and concrete composite eccentrically braced frames

Steel and concrete composite ordinary shear walls

Steel and concrete composite plate shear walls

Steel and concrete composite special concentrically braced frames

Steel and concrete composite special shear walls

Steel buckling-restrained braced frames

Steel eccentrically braced frames

Steel special concentrically braced frames

Steel special plate shear walls

Intermediate reinforced masonry shear walls

Ordinary reinforced concrete shear wallsl

Ordinary reinforced masonry shear walls

Special reinforced concrete shear wallsl

Steel and concrete composite ordinary braced frames

Steel and concrete composite ordinary shear walls

Steel and concrete composite special concentrically braced frames

Steel special concentrically braced framesf

12.2.5.8 and 14.2

Ordinary reinforced concrete moment frames

Special reinforced concrete moment framesn 12.2.5.5 and 14.2

Steel ordinary cantilever column systems

Steel special cantilever column systems

Timber frames

B C D E F

1000.0 0.0 0.0 0.0 0.0

Height limitations (m) Note: 0.0 = Not permitted

1000.0 0.0 0.0 0.0 0.0

1000.0 1000.0 12.2 12.2 12.2

1000.0 1000.0 0.0 0.0 0.0

1000.0 1000.0 19.8 19.8 19.8

1000.0 1000.0 19.8 19.8 19.8

1000.0 1000.0 19.8 19.8 19.8

1000.0 1000.0 10.7 0.0 0.0

1000.0 0.0 0.0 0.0 0.0

1000.0 0.0 0.0 0.0 0.0

1000.0 0.0 0.0 0.0 0.0

1000.0 0.0 0.0 0.0 0.0

1000.0 10.7 0.0 0.0 0.0

1000.0 1000.0 0.0 0.0 0.0

1000.0 48.8 0.0 0.0 0.0

1000.0 0.0 0.0 0.0 0.0

1000.0 1000.0 48.8 48.8 30.5

1000.0 1000.0 48.8 48.8 30.5

1000.0 0.0 0.0 0.0 0.0

1000.0 0.0 0.0 0.0 0.0 0.30

1000.0 1000.0 12.2 12.2 12.2

1000.0 1000.0 0.0 0.0

1000.0 1000.0 19.8 19.8 19.8

1000.0 1000.0 19.8 19.8 19.8

1000.0 1000.0 10.7 0.0 0.0

1000.0 0.0 0.0 0.0 0.0

1000.0 0.0 0.0 0.0 0.0

1000.0 0.0 0.0 0.0 0.0

1000.0 1000.0 0.0 0.0 0.0

1000.0 48.8 0.0 0.0 0.0

1000.0 0.0 0.0 0.0 0.0

1000.0 1000.0 48.8 48.8 30.5

1000.0 1000.0 48.8 48.8 30.5

1000.0 1000.0 48.8 48.8 30.5

1000.0 1000.0 0.0 0.0 0.0

1000.0 1000.0 0.0 0.0 0.0

1000.0 1000.0 48.8 48.8 30.5

1000.0 1000.0 48.8 48.8 30.5

1000.0 1000.0 48.8 48.8 30.5

1000.0 1000.0 48.8 48.8 30.5

1000.0 1000.0 48.8 48.8 30.5

1000.0 1000.0 10.7 10.7 0.0

1000.0 1000.0 48.8 48.8 30.5

1000.0 1000.0 48.8 48.8 30.5

10.67 10.67 10.67 10.67 10.67

1000.00 1000.00 0.00 0.00 0.00

1000.00 0.00 0.00 0.00 0.00

1000.00 1000.00 1000.00 1000.00 1000.00

1000.00 1000.00 0.00 0.00 0.00

1000.00 0.00 0.00 0.00 0.00

48.77 48.77 30.48 0.00 0.00

1000.00 1000.00 1000.00 1000.00 1000.00

1000.00 1000.00 10.67 0.00 0.00

1000.00 1000.00 0.00 0.00 0.00

1000.00 1000.00 1000.00 1000.00 1000.00

1000.00 1000.00 48.77 30.48 0.00

1000.0 1000.0 0.0 0.0 0.0

1000.0 1000.0 0.0 0.0 0.0

1000.0 1000.0 1000.0 1000.0 1000.0

1000.0 1000.0 1000.0 1000.0 1000.0

1000.0 1000.0 1000.0 1000.0 1000.0

1000.0 1000.0 0.0 0.0 0.0

1000.0 1000.0 1000.0 1000.0 1000.0

1000.0 1000.0 1000.0 1000.0 1000.0

1000.0 1000.0 1000.0 1000.0 1000.0

1000.0 1000.0 1000.0 1000.0 1000.0

1000.0 1000.0 1000.0 1000.0 1000.0

1000.0 1000.0 1000.0 1000.0 1000.0

1000.0 1000.0 1000.0 1000.0 1000.0

1000.0 1000.0 0.0 0.0 0.0

1000.0 1000.0 0.0 0.0 0.0

1000.0 48.8 0.0 0.0 0.0

1000.0 1000.0 18.3 30.5 30.5

1000.0 1000.0 0.0 0.0 0.0

1000.0 1000.0 0.0 0.0 0.0

1000.0 1000.0 18.3 30.5 0.0

1000.0 1000.0 10.7 0.0 0.0

1000.0 0.0 0.0 0.0 0.0

10.7 10.7 0.0 0.0 0.0

10.7 0.0 0.0 0.0 0.0

10.7 10.7 10.7 10.7 10.7

10.7 10.7 0.0 0.0 0.0

10.7 10.7 10.7 10.7 10.7

10.7 10.7 10.7 0.0 0.0

1000.0 1000.0 0.0 0.0 0.0

Documents

141511079 Seismic Design