141511079 seismic design
DESCRIPTION
1TRANSCRIPT
Page 1 of22
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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 =
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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 =
Page 5 of22
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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
Page 6 of22
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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)
Page 7 of22
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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
Special reinforced 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
Special reinforced masonry shear walls
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