3cl-70174- design calculation bsdg building-16.01.15.xlsx

ARAR POWER PLANT - EXTENSION IV

Valid for: Responsible department: Data set: Lang: Page:

For Approval 21.01.2015 E 1

0B 21.01.2015 Issued for Approval SAN JIT BDH

0A 26.09.2014 Issued for Approval SAA JIT BDH

REV. DATE DESCRIPTION PREPARED CHECKED APPROVED

JOB DESCRIPTION:

ARAR POWER PLANT - EXTENSION IV

SAUDI ELECTRICITY COMPANY DOCUMENT NUMBER:JOB NUMBER DOC TYPE CODE SEQUENCE NO. REV

4 4 0 0 0 0 2 4 5 0 - 3CL - 70174 - C 0 0TITLE:

JOB NUMBER SECTAREA UNIT SYSTEM COMP DISC ACT TYPE NUMBER SHEET REV

A 4 G 0 0 3 3 0 0 0 0 U B N 0 C C C 0 0 1 3 3 9 0 B

DESIGN CALCULATION OF BLACK START DIESEL GENERATOR BUILDING

FORM SIZE

SADELMI POWER reserve all rights on this document and on the information contained therein. Reproduction, use or disclosure to third parties without express authority is strictly forbidden.


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CONTENTS

Sl.no. Description1.0 DESIGN INFORMATION

1.1 Scope1.2 Units of Measurement1.3 Codes & Standards and References1.4 Soil Data1.5 Material Specification

2.0 DESIGN PHILOSOPHY

3.0 LOAD CASES & LOAD COMBINATIONS3.1 Basic Load Cases3.2 Load Combinations

4.0 LOAD CALCULATIONS FOR BLACK START DISEL GENERATOR BUILDING4.1 Dead Load4.2 Live Load4.3 Roof Live Load4.4 Temperature Load Crane Load4.5 Seismic Load4.6 Snow Load4.7 Crane Load4.8 Wind Load

5.0 LOAD CALCULATIONS FOR BLACK START DISEL GENERATOR ELECTRICAL BUILDING RCC STRUCTURE

5.1 Dead Load5.2 Live Load5.3 Roof Live Load5.4 Temperature Load5.5 Seismic Load5.6 Snow Load5.7 Soil Load5.8 Wind Load

6.0 DESIGN OF BASE PLATE

7.0 DESIGN OF RCC PEDESTALS, COLUMNS, GRADE BEAM AND ROOF BEAM

8.0 ELECTRICAL BUILDING ROOF SLAB DESIGN

9.0 DESIGN OF BSDG BUILDING STEEL STRUCTURES

10.0 DESIGN OF CELLAR RAFT

11.0 DESIGN OF CELLAR WALL

12.0 DESIGN OF FOUNDATIONS

ANNEXURE - 1 - STAAD INPUT & OUTPUTANNEXURE - 2 - INPUT DRAWINGS

DESIGN CALCULATION OF BLACK START DIESEL GENERATOR

BUILDING


ANNEXURE - 3 - DESIGN DRAWINGS


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CALCULATION

1.0 DESIGN INFORMATION

1.1 ScopeThe scope of work in this document includes Reinforced Concrete Design of foundation and Superstructure of Black start diesel Generator Building

1.2 Units of MeasurementUnits of measurement used in analysis and design shall be of SI system.

1.3 Codes, Standards and ReferencesThe following codes and standards have been referred:

1) Reinforced Concrete i) ACI 318-08 - “Building code requirements for structural concrete”

2) Design loads i) ASCE 7-05 “Minimum design loads for buildings and other structures” ii) UBC97 “Uniform Building Code”

1.4 Soil Data [Refer Geotechnical Investigation]i) Soil Weight = 18ii) Allowable bearing Capacity(for Borehole #25) = 200iii) Coefficient of friction factor (soil and concrete) = 0.45iv) Modulus of Subgrade reaction = 25000

1.5 Material Specification1) R.C. Foundation i) Minimum compressive strength : 37.5 Mpa ii) Modulus of elasticity : 28782 Mpa

iii) Unit weight for concrete : 25

iv) Poisson's ratio for concrete : 0.15 v) Reinforcement steel

a) Minimum yield strength : 422 Mpab) Modulus of elasticity : 200000 Mpac) Diameters 8, 10, 12, 16, 20, 25 mmd) Concrete cover -

- To any reinforcement for underground element in contact wit : 75 mm - To any reinforcement for any external superstructure : 60 mm - To any reinforcement for column elements of internal supers : 40 mm - To any reinforcement for slab elements of internal superstru : 30 mm2) Structural Steel

: 275 MPa

: 235 MPa

iii) Unit weight for steel : 78.5 iv) Modulus of Elasticity : 200000 MPa

DESIGN CALCULATION OF BLACK START DIESEL

GENERATOR BUILDING

kN/m3

kN/m2

kN/m3

f'c = Ec =

wc = kN/m3

µc =

fy = Es =

i) Yield strength of Steel (rolled I-sections and wide flange sections)

fy =

ii) Yield strength of Steel (plates, channels & angles)

fy =

ws = kN/m3

Es =


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GENERATOR BUILDING

2.0 DESIGN PHILOSOPHY

STAAD.Pro V8i (SELECTSeries 3) is used for structural modeling and design of steel framedstructure of the building & RCC Electrical RoomAll reinforced concrete design and details are performed as per ACI:318.

3.0 LOAD CASES & LOAD COMBINATIONS3.1 Basic Load Cases:

The following abbreviations for load cases are used in STAAD Analysis & Design.

Load Case No. Load Case Description1 EX+ Earthquake load in +X direction2 EX- Earthquake load in -X direction3 EZ+ Earthquake load in +Z direction4 EZ- Earthquake load in -Z direction5 D Dead Load6 L Live Load7 RL Roof Live Load

CL Crane Load8 W+X,+CPI Wind Pressure in +X direction9 W+X,-CPI Wind Suction in +X direction

10 W-X,+CPI Wind Pressure in -X direction11 W-X,-CPI Wind Suction in -X direction12 W+Z,+CPI Wind Pressure in +Z direction

13 W+Z,-CPI Wind Suction in +Z direction

14 W-Z,+CPI Wind Pressure in -Z direction15 W-Z,-CPI Wind Suction in -Z direction16 H Lateral Earth Pressure Load17 S Snow Load (Not Applicable)18 T Temparature Load19 CR11 Crane Load with lifted loads20 CR12 Crane Load with lifted loads21 CR21 Crane Load without lifted loads22 CR22 Crane Load without lifted loads

3.2 Load combinations 3.2.1 Service (Unfactored) Load combinations

Sl No.. Combinations

1 (D)2 (D + L + CR11/CR12 + H + T)3 (D + RL + H)4 (D + 0.75 L + 0.75 LR + 0.75 T + 0.75CR11/CR12 + H)5 (D + W(8 CASES) + H)6 (D + E(4 CASES) + H)7 (D + 0.75L + 0.75W(8 CASES) + 0.75LR + 0.75CR11/CR12 + H)8 (D + 0.75L + 0.75E(4 CASES) + 0.75CR11/CR12 + H)9 (0.6D + W + H)

10 (0.6D + 0.7E H)


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GENERATOR BUILDING

3.2.2 Strength (Factored) Load combinations

Sl No.. Combinations

1 (1.40 D)2 (1.20 D + 1.60 L + 0.50RL + 1.20T + 1.6H + 1.6CR11/CR12)3 (1.2D + 1.60RL + L + CR11/CR12)4 (1.2D + 1.6RL + 0.8W(8 CASES)5 (1.2D + 1.6W(8 CASES) + L + 0.5RL + CR11/CR126 (1.2D + E(4 CASES) + L + CR21/CR22)7 (0.9D + W(8 CASES) + 1.6H)8 (0.9D + E(4 CASES) + 1.6H)


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GENERATOR BUILDING


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4.0 LOAD CALCULATIONS FOR BLACK START DIESEL GENERATOR BUILDING

4.1 Dead Load (D):All structural elements excluding Purlins and Side Runners are modelled in STAAD.Pro.Hence, the dead load of the same is taken into account by "Selfweight" command.

4.1.1 Dead Load of Roof covering

Dead Load of Roof Covering consists of Roof sheeting and purlins which are not modelled.Dead Load of Roof Sheeting and Purlins considered 1.00This load intensity is multiplied by the contributary width of roof beams and applied.

E 3 3.00D 6 6.00C 6 6.00B 6 6.00A 3 3.00

4.1.2 Dead Load of Side Sheeting / WallsDead Load consists of walls which are not modelled.Dead Load of wall considered 5.00

Uniform Moments

Lever Arm for Moment (m) ---> 0.8 0.53 - E 6.6 33 16 11.5 *3 - D 6 30 243 - C 6 30 243 - B 6 30 243 - A 6.6 33 16 11.51 - E 7.05 35.25 16 12.631 - D 6 30 24 *1 - C 6 30 24 *1 - B 6 30 241 - A 7.05 35.25 16 12.632 - E 7.65 38.25 19.132 - A 7.65 38.25 19.13

4.1.3 Dead Load of Cooling water expansion tank platform

Weight of Platform including equipments = 5 kN/m2

Grid Load (kN) Moment (kN)

1-D 3 1 15.00 0.5 7.501-E 3 1 15.00 0.5 7.50


BUILDING

kN/m2

Roof Beam on Grid

Contributary Length

(m)

Vertical Uniform

Load (kN/m)

kN/m2

This load intensity is multiplied by the contributary width of respective columns to get the vertical uniform loads and further multiplied with lever arms to get respective moments.

Column at grid

Contributary Length

(m)

Vertical Uniform

Load (kN/m)

About Longer

Direction (kN-m/m)

About Shorter

Direction (kN-m/m)

Length of Platform

(m)Width of Plat. (m)

Lever Arm (m)


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BUILDING

4.1.4 Dead Load of Crane Girder & Walkway

Crane Girder including Walkway and Horizontal TrussCrane Level WalkwayWeight of crane level walkway including plan bracing = 1.00 kN/m2Width of walkway = 0.80 mUDL due to walkway = 0.80 kN/m

Grid Load (kN)

E 3 2.4D 6 4.8C 6 4.8B 6 4.8A 3 2.4

Crane Girder Assumed size (HE 400B )Width of flange assumed = 0.30 mTotal depth assumed = 0.45 mFlange thickness assumed = 0.0240 mWeb thickness assumed = 0.0135 mGross X-sectional area = 0.01 m2Hence, weight per meter = 1.02 kN/m

Grid Load (kN) Lever Arm Moment

E 3 3.06 1.00 3.06D 6 6.12 1.00 6.12C 6 6.12 1.00 6.12B 6 6.12 1.00 6.12A 3 3.06 1.00 3.06

4.2 Live Load (L):On Crane Level WalkwayLive Load on crane walkway = 2.50 kN/m2Width of walkway Assumed = 0.80 mUDL due to walkway = 2.00 kN/m

Grid Load (kN)

E 3 6.0D 6 12.0C 6 12.0B 6 12.0A 3 6.0

Contributary Length

(m)

Contributary Length

(m)

Tributary Length (m)


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BUILDING

On Cage Ladder PlatformsLive load on cage ladder platforms 2.5 kN/m2

Grid Load (kN)Moment (kN)

1-D 3 1 7.50 0.5 3.751-E 3 1 7.50 0.5 3.75

4.3 Roof Live Load (RL):

Roof live load 1.5

Grid Load (kN)

E 3 4.5D 6 9.0C 6 9.0B 6 9.0A 3 4.5

4.4 Temperature Load (T):(Ref:4400002450-3DR-00004-01: Civil Work Design Guide)

18.33and the design temperature variation for stress computation andmember design shall be taken as 2/3 of average extreme variation2/3*[(00+55)/2] = 2/3*(55/2) for members exposed to weather

4.5 Seismic Load (E):

a) Zone factor, Z (Zone 1) Table 16 - I 0.075b) Soil type (Stiff soil) Table 16 - J c) Importance factor, I (Section 6.2) Table 16 - K 1.25d) Response reduction factor RW X Table 16 - N 3.5e) Response reduction factor RW Z Table 16 - N 3.5f) Na Table 16 - S 1g) Nv Table 16 - T 1

4.6 Snow Load (S):

Snow load is not applicable at this site.

Length of Platform

(m)Width of Plat. (m)

Lever Arm (m)

kN/m2


Weather temperature changes from 00C to 550C 0C

The Seismic Load is generated using STAAD-PRO software as per following parameters of UBC 97 & section 2.10 of Civil work design guide:

Sc

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4.0 LOAD CALCULATIONS

4.1 Seismic Load (EQX & EQZ)

a) Zone factor, Z (Zone 2B) Table 16 - I = 0.2

b) Soil type (Stiff soil) Table 16 - J =

c) Importance factor, I (Section 6.2) Table 16 - K = 1.25

d) Response reduction factor RW X Table 16 - N = 5.6

e) Response reduction factor RW Z Table 16 - N = 4.5

f) Na Table 16 - S = 1

g) Nv Table 16 - T = 1

Total dead load is considered for the calculation of Seismic weight of structure.

4.2 Dead Load (D)

4.2.1 Wall Cladding (Sandwitch pannel with 100mm thick insulation Wall Cladding)

Weight of Runner (UPE240) = 0.302 kN/m2

Weight of Sandwhich Panel (100mm Thick) (Refer Cl 5.1.1 DCD) = 0.17 kN/m2

Total weight of panel & runners 1 kN/m2

Uniform Moments

Lever Arm for Moment (m) ---> 1 0.5

2 - E 6 6 3.6 2.13 *

2 - D 5.2 5.2 5.2

2 - C 5.2 5.2 5.2

2 - B 5.2 5.2 5.2

2 - A 6 6 3.6 2.13

1 - E 6 6 3.6 2.13

1 - D 5.2 5.2 5.2 *

1 - C 5.2 5.2 5.2 *

1 - B 5.2 5.2 5.2 2.13

1 - A 6 6 3.6

4.2.2 Roof Cladding (Sandwitch pannel with 100mm thick insulation Roof Cladding )

Weight of Purlin (UPE240) = 0.302 kN/m2

Weight of Sandwhich Panel (100mm Thick) (Refer Cl 5.1.1 DCD) = 0.17 kN/m2

Total weight of panel & purlins ASSUMED 1 kN/m2

This load intensity is multiplied by the contributary width of roof beams and applied.

E 2.6 2.60

D 5.2 5.20


The Seismic Load is generated using STAAD-PRO software as per following parameters of UBC 97 & Cl-5.1.4 of Design Creteria applied in 2 directions in 2 different load cases:

Sc

Selfweight of all structural elements modelled in STAAD.Pro is applied in model using selfweight command.

This load intensity is multiplied by the contributary width of respective columns to get the vertical uniform loads and further multiplied with lever arms to get respective moments.

Column at grid


Vertical Uniform

Load (kN/m)

About Longer

Direction (kN-m/m

)

About Shorter

Direction (kN-m/m

)

Roof Beam on Grid


Vertical Uniform

Load (kN/m)

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BLACK START DIESEL GENERATOR BUILDING

C 5.2 5.20

B 5.2 5.20

A 2.6 2.60

4.2.3 Cage Ladder Platform and Internal Platform

Weight of cage ladder platform including members = 1 kN/m2

Grid Level

1-D EL +10.00 & +15.00 2.5 2.25 5.63 1.625 9.15

1-E EL +10.00 & +15.00 2.5 2.25 5.63 1.625 9.15

4.2.4 Equipments at Roof

Weight of Expansion Tank assumed and applied as point load = 20.00 kN

Moment acting on column for lever arm 2m = 40.00 kN/m

4.2.5 Crane Girder including Walkway and Horizontal Truss

Crane Level Walkway

Weight of crane level walkway including plan bracing = 1.00 kN/m2

Width of walkway = 0.80 m

UDL due to walkway = 0.80 kN/m

Grid Load (kN)

E 2.6 2.1

D 5.2 4.2

C 5.2 4.2

B 5.2 4.2

A 2.6 2.1

Crane Girder Assumed size (HE 400B )

Width of flange assumed = 0.30 m

Total depth assumed = 0.45 m

Flange thickness assumed = 0.0240 m

Web thickness assumed = 0.0135 m

Gross X-sectional area = 0.01 m2

Hence, weight per meter = 1.02 kN/m

Refer next page for the loads.

Grid Load (kN)

E 2.6 2.66

D 5.2 5.31

C 5.2 5.31

B 5.2 5.31

Length of Platform

(m)

Width of Plat. (m)

Load (kN)

Lever Arm (m)

Moment (kN)



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A 2.6 2.66

4.3 Live Load (L)

On Crane Level Walkway

Live Load on crane walkway = 2.50 kN/m2

(Refer Cl. 5.1.2, Doc. No. GAC-12-U-CR-LAH-001: Design Criteria - CSA Work)

Width of walkway = 0.80 m

UDL due to walkway = 2.00 kN/m

Grid Load (kN)

E 2.6 5.2

D 5.2 10.4

C 5.2 10.4

B 5.2 10.4

A 2.6 5.2

On Cage Ladder Platforms

Live load on cage ladder platforms 2.5 kN/m2

(Refer Cl. 5.1.2, Doc. No. GAC-12-U-CR-LAH-001: Design Criteria - CSA Work)

Grid Level

1-D EL +10.00 & +15.00 2.5 2.25 14.07 1.625 22.87

1-E EL +10.00 & +15.00 2.5 2.25 14.07 1.625 22.87

4.4 Maximum of Roof Live Load (RL)

Snow Load

Refer Section 1640, Chapter-16 Div-I, UBC-97

Ce (for Shelted Areas, Refer Table A-16-A, UBC-97) = 0.9

I (considering essential facilities, Refer Table A-16-B = 1.15

Pg (Basic ground Snow, refer Cl.5.1.8- Design Criteria = 1.2 kN/m2

Roof Snow Load, = 1.242 kN/m2

Roof Live Load

Live load for Accessible Roofs = 1.5 kN/m2

Hence,

Roof Live Load = 1.242 kN/m2


Length of Platform

(m)

Width of Plat. (m)

Load (kN)

Lever Arm (m)

Moment (kN)

Pf = Ce*I*Pg

Note: Although live load is more than snow load yet it should be noted that only few limited areas of the roof are accessible i.e. only roof walkways therefore full live load must not be considered over the entire roof and it is better to consider the value of snow load as roof live load distributed the entire roof.

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Grid Load (kN)

E 2.6 3.9

D 5.2 7.8

C 5.2 7.8

B 5.2 7.8

A 2.6 3.9

4.5 Crane Loads

Crane bridge weight = 75 kN

Trolley weight = 13.4 kN

Maximum Wheel Load = 100 kN

Capacity of Crane = 150 kN

Crane Bridge Load (CBR)

Bridge weight applied on each grid on each side = 37.5 kN

Crane Vertical Load on frames due to lifted load and trolley weight (CV)

163.4 kN1.37 m

13.00 m

146.18 kN 17.22 kN

Crane Transverse Load (CT)

As per Cl. 5.1.6, Doc. No. GAC-12-U-CR-LAH-001: Design Criteria - CSA Work

Crane Lateral Force (20% of cap. of crane + trolley & hoist weigh = 32.68 kN

Hence,

Lateral load applied on each frame at each end = 16.34 kN

Crane Longitudinal Load (CL)

Number of wheels on each side = 2

As per Cl. 5.1.6, Doc. No. GAC-12-U-CR-LAH-001: Design Criteria - CSA Work

Crane Longitudinal Force (10% of max. wheel load x no. of wheel = 20 kN


Refer crane vendor drawing no. GAC-12-SMA-MDF-KON-001 for crane weight, lifting capacity and maximum wheel loads

Crane bridge weight has been applied on differnet frames in different load cases equal on both grids A & E.

Maximum wheel load is the maximum reaction on crane girder support divided by number of wheels on each side when lifted load is extremely near the one end of the bridge and at the same time minimum reaction occurs on the other end. These reactions have been calculated and applied to the frames in all possible combinations in different load cases.

Note: Crane Impact Load has been considered only in crane test load cases.

This load has been divided equally and applied on both grids i.e. grid A & E on each frame in different load cases.

= LIFTED WEIGHT + TROLLEY WEIGHT

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Crane Test Loads (CVT)

1) 1.2 x Safe Working Load Dynamic ---->

2) 1.4 x Safe Working Load Static ---->

20% increased lifted load = 180 kN

193.4 kN1.37 m

75 kN

13.00 m

210.52 kN 57.88 kNMax. Wheel Load = 105.26 kN

Lateral Load in test condition:

Crane Lateral Force [20% of (cap. of crane+trolley & hoist weight = 38.68 kN

Hence,

Lateral load applied on each frame at each end = 19.34 kN

Longitudinal Load in test condition:

Crane Longitudinal Force (10% of max. wheel load x no. of wheel = 21.051862 kN

4.6 Pipe Lateral Loads (PX & PZ)

This load has been applied on each frame and on each side (grid A or E) in different load cases.

As per the crane vendor documents for installation procedure GAC-12-SMA-MM-KON-001, clause no. 6.7.1 two testing conditiosn have to be checked i.e.

Applied at extreme end of the crane bridge (includes lateral & longitudinal loads)

Applied at the centre of the crane bridge (no lateral & longitudinal loads involved)

Investigating the above conditions it has been found that 1st condition i.e. 1.2 x SWL dynamic is more critical for the building frame and results in higher max. wheel load. Hence, the following loads have been calculated considering this conditions and applied on various frame in the similar way as explained earlier.

The above calculated reactions have been applied to the frames in all possible combinations in different load cases.

This load has been divided equally and applied on both grids i.e. grid A & E on each frame in different load cases.

This load has been applied on each frame and on each side (grid A or E) in different load cases.

30% of the pipe vertical loads shown below have been considered and applied in X and Z direction in STAAD model in 2 separate load cases PX & PZ respectively.

= 20% INCREASED LIFTED WEIGHT + TROLLEY WEIGHT

= BRIDGE WEIGHT

13 kN13 kN10 kN10 kN8 kN8 kN

AT EL +7.300

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4.7 Temperature Load (TL)

Maximum Temperature, Tmax = 41 deg C

Minimum Temperature, Tmin = -20 deg C

Design temperature variation = (Tmax-Tmin)/2* 2/3 = 20.33 deg C

4.8 Loads for Design of Crane Girder (For Crane Girder Model)

Dead Loads

Walkway load considered = 0.55 kN/m2

Width of walkway considered = 0.65 m

UDL on beams = (Walkway Load) x (width of walkway) / 2 = 0.18 kN/m

This load has been applied on walkway support beam and crane girder beam

Crane rail weight considered = 1.00 kN/m

This load has been applied on crane girder beam

Crane Loads

Refer to Crane Test Loads portion of section 4.5.

Maximum Vertical Wheel Load for Test Condition = 105.3 kN

Distance between top of crane rail & centre line of crane girder = 0.65 m

(height of crane rail 150mm + girder depth 1000mm / 2)

Total Lateral Load = 19.3 kN

Lateral Load under each wheel = 9.7 kN

Torsion in crane girder due to lateral load = 6.3 kN-m

The design temperature variation for stress computation shall be taken as two-third of average of extreme variation 61°C i.e. ± 20.33 °C.

8 kN10 kN10 kN

50 kN

50 kNAT EL +3.800 & +5.8

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Total Longitudinal Load = 21.1 kN

Longitudinal Load under each wheel = 10.5 kN

Moment in crane girder due to longitudinal load = 6.8 kN-m

Live Load

Live Load on crane walkway = 2.50 kN/m2

Width of walkway considered = 0.65 m

UDL on beams = (Live Load) x (width of walkway) / 2 = 0.82 kN/m

The above calculated loads have been applied on the crane girder at various locations along the length and in different directions in different load cases.


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4.7 Crane Loads with lifted loads

Centre to centre distance of gantry girders = B = 15.8 mWheel base = s = 3 mEdge Distance = g = 1 mWeight of crane = Wc = 90 KN assumedWeight of trolley = Wr = 45 KN assumedLifting capacity = Wl = 150 KNNo. of wheels of crane girder = n = 4Longitudinal spacing of columns = L = 6 mImpact for Column & Foundation design 5 % as per spec

Load Analysis -Vertical ForceConsidering crane near one end, the forces on wheels of near end1. From crane : W1 = Wc/4 = 90/4= 22.5 KN2. From trolley and lifting weight : W2 = (Wl+Wr)(B-g)/2B =

(150+45)x(15.8-1)/2x15.8= = 91.33 KN3. Total Static wheel load W3 = W1 + W2 = 22.5 + 91.33

= 113.83 KN4. Increase 5% for vertical load on columns & found = 1.05*W3 = 1.05 * 113.83

= 119.52 KNForces on wheels of far end1. From crane : W1 = Wc/4 = 90/4= 22.5 KN2. From trolley and lifting weight : W2 = (Wl+Wr)(g)/2B =

(150+45)x(1)/2x15.8= = 6.18 KN3. Total Static wheel load W3 = W1 + W2 = 22.5 + 6.18

= 28.68 KN4. Increase 5% for vertical load on columns & found = 1.05*W3 = 1.05 * 28.68

= 30.11 KN

As per Specification _Maximum of -20% of the combined static weight of trolley and the static load liftedHence total Transverse force = 20%of (Wl + Wr) = 0.20x(45 + 150)=

= 39 KN-15% of the combined static weight wheel load liftedHence total Transverse force = 15%of (Wc + Wl + Wr) = 0.15x(90 + 45 + 150)=

= 42.75 KNHence Transverse to be considered for design = 42.75Hence Transverse force on each wheel F1 = 10.69 KN

Total Longitudinal drag force FL = 10% of static wheel load (Wc+Wl+Wr) = 0.1*(90+45+150)= 28.5 KN

Hence maximum longitudinal force on each wheel on near end = FL(B-g)/2B= 28.5 * (15.8 - 1) / 2 * 15.8

13.35 KNMaximum longitudinal force on each wheel on far end = FL(g)/2B

= 28.5 * (1) / 2 * 15.80.9 KN


GENERATOR BUILDING

Lateral / Transverse force -


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GENERATOR BUILDING

Calculation of maximum vertical shear force on Column on near end - (considering following arrangement)119.52 119.52

119.52 3.00 Maximum shear force at support = 119.52*(6-3)/6+119.52== 179.28 KN

6.00

Self weight of girder is assumed to be = 100 Kg/m I.e., 1.00 KN/mHence Design Shear force = 1/2x6+179.28= 182.28 KN

Distance between centre of column upto centre of crane rail beam 1.00 mHence BM on column = 182.28 * 1 = 182.28 KNm

Calculation of maximum vertical shear force on Column on far end - (considering same arrangement)

Maximum shear force at support = 30.11*(6-3)/6+30.11 = 45.17 KNSelf weight of girder is assumed to be = 100 Kg/m I.e., 1.00 KN/mHence Design Shear force = 1/2x6+45.17= 48.17 KN


Calculation of Maximum Transverse shear on each column

Transverse load / wheel = 10.69 KNHence Transverse shear on column = 10.69*(6-3)/6+10.69= 16.04 KNDesign transverse shear on column = 16.04 KN

Calculation of Maximum Longitudinal shearLongitudinal load on near end / wheel = 13.35 KNHence Longitudinal load on near end longitudinal frame = 2 * Wheel load = 13.35 * 2

= 26.7 KNLongitudinal load on far end / wheel = 0.9 KNHence Longitudinal load on far end longitudinal frame = 2 * Wheel load = 0.9 * 2

= 1.8 KN

Crane Loads without lifted loads

Centre to centre distance of gantry girders = B = 15.8 mWheel base = s = 3 mEdge Distance = g = 1 mWeight of crane = Wc = 90 KN assumedWeight of trolley = Wr = 45 KN assumedLifting capacity = Wl = - KNNo. of wheels of crane girder = n = 4Longitudinal spacing of columns = L = 6 mImpact for Column & Foundation design 5 % as per spec


Date Rev.

21.01.2015 0A


GENERATOR BUILDING

Load Analysis -Vertical ForceConsidering crane near one one, the loads on near end wheels1. From crane : W1 = Wc/4 = 90/4= 22.5 KN2. From trolley and lifting weight : W2 = (Wl+Wr)(B-g)/2B =

(-+45)x(15.8-1)/2x15.8= = 21.08 KN3. Total Static wheel load W3 = W1 + W2 = 22.5 + 21.08

= 43.58 KN4. For vertical load on columns & foundations = 1.05 * W3 = 1.05 * 43.58

= 45.76 KNForces on wheels of far end1. From crane : W1 = Wc/4 = 90/4= 22.5 KN2. From trolley and lifting weight : W2 = (Wl+Wr)(g)/2B =

(-+45)x(1)/2x15.8= = 1.43 KN3. Total Static wheel load W3 = W1 + W2 = 22.5 + 1.43

= 23.93 KN4. For vertical load on columns & foundations = 1.05 * W3 = 1.05 * 23.93

= 25.13 KN

Calculation of maximum vertical shear force on Column - (considering following arrangement)45.76 45.76

45.76 3.00 Maximum shear force at support = 45.76*(6-3)/6+45.76== 68.64 KN

6.00

Self weight of girder is assumed to be = 100 Kg/m I.e., 1.00 KN/mHence Design Shear force = 1/2x6+68.64= 71.64 KN


Calculation of maximum vertical shear force on Column on far end - (considering same arrangement)

Maximum shear force at support = 25.13*(6-3)/6+25.13= 37.7 KNSelf weight of girder is assumed to be = 100 Kg/m I.e., 1.00 KN/mHence Design Shear force = 1/2x6+37.7= 38.70 KN



Date Rev.

21.01.2015 0A

4.8 Wind Load (WL)

= 12.6 m (Clear height)= 24 m (Along X-direction)= 15.3 m (Along Z-direction)

Design wind pressure for the MWFRS of building of all height shall be calculated by the formula :

P = -( As per clause : 6.5.12.2, ASCE 7-05 )

Here, q = Velocity pressure evaluated at height z above the ground.

=

clause : 6.5.10, ASCE 7-05where : kd = wind directionality factor defined in Table 6-4.

kz = velocity pressure exposure co-eff. defined in 6.5.6.6V = Basic wind speed in m/s.

kzt = topographic factor defined in6.5.7.2I = Importance factor

G = Gust effect factor from 6.5.8.1Cp = external pressure co-eff from Fig. 6-6 and 6-8.

Gcpi = internal pressure co-eff from fig. 6-5.

we have : kd = 0.85kz = 1.1

V = 50 m/skzt = 1

I = 1.15Gcpi = 0.18

-0.18 (Refer Fig. 6-5, ASCE 7-05)

therefore : q = 1.648*kzwhere kz varies with height.


Height of Building: hLength of building: LWidth of building: B

q.G.CP qi ( G Cpi )

0.613 x Kz x Kd x Kzt x V2 x I N/m2

kN/m2 = qi

Cl. 5.1.3, Doc. No GAC-12-U-CR-LAH-001, Design Basis Document - Civil, Structural and Architectural Work

X

Z

CB D12

E

1

2

15.3m

24.0 m

6m6m

A

6m 6m


Date Rev.



0.85

EVALUATION OF Cp : (Refer Figure 6-6, ASCE 7-05)Case I & II: Wind in (+X)/(-X) Direction:

For walls :(a) Windward wall = 0.8 (from fig. 6-6 ) L (m) = 24

for L / B = 1.6 B (m) = 15.3(b) Leeward wall = -0.3 (from fig. 6-6 )(c ) Sidewalls = -0.7(d) Roof = -0.9 (conservatively)

Considering negative internal pressure co-efficient (-Gcpi) : GCp - (-Gcpi) :

GCpi = -0.18

Windward wall Sidewalls Roof

Cp 0.8 -0.3 -0.7 -0.9GCp + Gcpi 0.86 -0.075 -0.415 -0.585

Considering positive internal pressure co-efficient (Gcpi) : GCp - (Gcpi) :

GCpi = 0.18

Windward wall Sidewalls Roof

Cp 0.8 -0.3 -0.7 -0.9GCp - Gcpi 0.5 -0.435 -0.775 -0.945

EVALUATION OF Cp : (Refer Figure 6-6, ASCE 7-05)Case III & IV: Wind in (+Z)/(-Z) Direction:

For walls :(a) Windward wall = 0.8 (from fig. 6-6 ) L (m) = 15.3

for L / B = 0.6 B (m) = 24(b) Leeward wall = -0.5 (from fig. 6-6 )(c ) Sidewalls = -0.7(d) Roof = -0.9 (conservatively)

Considering negative internal pressure co-efficient (-Gcpi) : GCp - (-Gcpi) :

GCpi = -0.18

Windward wall Sidewalls RoofCp 0.8 -0.5 -0.7 -0.9

GCp + Gcpi 0.86 -0.245 -0.415 -0.585

As the fundamental frequencies at all predominant modes shapes of the structure is more than 1 Hz, the structure is RIGID.

So, the Gust Effect factor for the structure: G

Leeward Wall

Leeward Wall

Leeward Wall


Date Rev.



Considering positive internal pressure co-efficient (Gcpi) : GCp - (Gcpi) :

GCpi = 0.18

Windward wall Sidewalls RoofCp 0.8 -0.5 -0.7 -0.9

GCp - Gcpi 0.5 -0.605 -0.775 -0.945Calculation of Wind Force on Individual Member:Case I & II: Wind in +X/-X Direction:

Case Building face/side

Grid - 1

1.648 1.417

4.55 6.45

Grid - 2 7.65 10.84

Grid - 3 4.55 6.45

Grid - 1

1.648 -0.124

4.55 -0.56

Grid - 2 7.65 -0.95

Grid - 3 4.55 -0.56

Sidewalls:R & S

Grid - E

1.648 -0.684

3.50 -2.39Grid -D 6.00 -4.1Grid -C 6.00 -4.1Grid -B 6.00 -4.1Grid -A 3.50 -2.39

Roof

Grid - E

1.648 -0.964



Grid - 1

1.648 0.824

4.55 3.75

Grid - 2 7.65 6.30

Grid - 3 4.55 3.75

Grid - 1

1.648 -0.717

4.55 -3.26

Grid - 2 7.65 -5.48

Grid - 3 4.55 -3.26

Sidewalls:R & S

Grid - E

1.648 -1.277


Roof

Grid - E

1.648 -1.557


Leeward Wall

Grid Location

q = qi

(kN/m2)

Pressure: q[GCp - (Gcpi)]

(kN/m2)

Contributary

width (m)

UDL on Member (kN/m)

Suction:q[GCp - (-Gcpi)]

Windward: Face 'P' for +X wind / Face 'Q' for -

X wind

Leeward: Face 'Q' for +X wind / Face 'P' for -

X wind

Grid Location

q = qi

(kN/m2)


(kN/m2)

Tributary width

(m)


Pressure:q[GCp - (Gcpi)]

Windward: Face 'P' for +X wind / Face 'Q' for -

X wind

Leeward: Face 'Q' for +X wind / Face 'P' for -

X wind



Date Rev.



Case III & IV: Wind in +Z/-Z Direction:


Grid - E

1.648 1.417

3.50 4.96Grid -D 6.00 8.50Grid -C 6.00 8.50Grid -B 6.00 8.50Grid -A 3.50 4.96Grid - E

1.648 -0.404


Sidewalls:P & QGrid - 1

1.648 -0.6844.55 -3.11

Grid - 2 7.65 -5.23Grid - 3 4.55 -3.11

Roof

Grid - E

1.648 -0.964



Grid - E

1.648 0.824

3.50 2.88Grid -D 6.00 4.94Grid -C 6.00 4.94Grid -B 6.00 4.94Grid -A 3.50 2.88Grid - E

1.648 -0.997


Sidewalls:P & QGrid - 1

1.648 -1.2774.55 -5.81

Grid - 2 7.65 -9.77Grid - 3 4.55 -5.81

Roof

Grid - E

1.648 -1.557


Note:

Grid Location

q = qi

(kN/m^2)


(kN/m^2)

Tributary width

(m)



Windward: Face 'R' for +Z wind / Face 'S' for -

Z wind

Leeward: Face 'S' for +Z wind / Face 'R' for -

Z wind

Grid Location

q = qi

(kN/m^2)


(kN/m^2)

Tributary width

(m)



Windward: Face 'R' for +Z wind / Face 'S' for -

Z wind

Leeward: Face 'S' for +Z wind / Face 'R' for -

Z wind

Positive wind force indicates wind towards the face (typical).Negative wind force indicates wind away from the face (typical).


Date Rev.

21.01.2015 0A

5.0 LOAD CALCULATIONS BSDG ELECTRICAL BUILDING RCC STRUCTURE

5.1 Dead Load (D):All structural elements excluding Walls, Parapet and Roof finish are modelled in STAAD.Pro.Hence, the dead load of the same is taken into account by "Selfweight" command.

5.1.1 Dead Load of Block Masonry Walls :

(a) 300 Thk Block Masonry Walls:Block wall width 0.25 m(150mm+100mm+50mm insulation)

Maximum walls height 3.8 mTotal thickness of plaster (Outside 25 mm + Inside 12 mm) 37 mmUnit weight of unit masonry wall 16Unit weight of plaster (assume) 23(Ref:4400002450-3DR-00004-01: Civil Work Design Guide)Load per unit length = 0.25*3.8*16 + 37*3.8*23/1000

18.5 kN/m

5.1.2 Weight of RCC Parapet Wall:

a) Weight of RCC parapet at Roof :Thickness of RCC parapet wall 150 mmHeight of wall 1 mLoad per unit length for RCC parapet wall 3.75 kN/m

5.1.3 Dead Load of Roof Slab :

Thickness of slab 0.150 mUnit weight of concrete : 25Dead load of slab : 3.8Dead load of false ceiling and roof finish 5(Ref:4400002450-3DR-00004-01: Civil Work Design Guide)Therefore, total dead load of slab : 8.8

5.2 Live Load (L):

No live load is considered as no floors supported on structure are there.

5.3 Roof Live Load (LR):

Roof live load (accessible) 1.5(Ref:4400002450-3DR-00004-01: Civil Work Design Guide)


BUILDING

kN/m3

kN/m3

kN/m3

kN/m2

kN/m2

kN/m2

kN/m2


Date Rev.

21.01.2015 0A


BUILDING

5.4 Temperature Load (T):(Ref:4400002450-3DR-00004-01: Civil Work Design Guide)

18.33and the design temperature variation for stress computation andmember design shall be taken as 2/3 of average extreme variation2/3*[(00+55)/2] = 2/3*(55/2) for members exposed to weather

5.5 Seismic Load (E):

a) Zone factor, Z (Zone 1) Table 16 - I 0.075b) Soil type (Stiff soil) Table 16 - J c) Importance factor, I (Section 6.2) Table 16 - K 1.25d) Response reduction factor RW X Table 16 - N 3.5e) Response reduction factor RW Z Table 16 - N 3.5f) Na Table 16 - S 1g) Nv Table 16 - T 1

5.6 Snow Load (S):

Snow load is not applicable at this site.

5.7 Earth Pressure / Surcharge Load (H):Lateral Earth Pressure :

0.5Depth from FGL to top of footing 1.1 mUnit weight of backfilled soil 20

Maximum earth Pressure load on basement wall 11.00This earth pressure load is applied on basement wall in terms of trapezoidal plate pressure.

Surcharge Pressure due to construction equipment / wheel loading :

A minimum surcharge pressure of 12.50 kN/sq.m multiplied by co-efficient of earth pressure at rest (0.50) has been applied on basement walls in addition of earth pressure.

Earth Pressure on top of Raft 22.00

Weather temperature changes from 00C to 550C 0C

The Seismic Load is generated using STAAD-PRO software as per following parameters of UBC 97 & section 2.10 of Civil work design guide:

Sc

At rest earth pressure coefficient, K0

kN/m3

kN/m2

kN/m2


Date Rev.

21.01.2015 0A

5.8 Wind Load (WL)(BSDG Elec. Bldng)

= 4.5 m (Clear height)

= 12.87 m (Along X-direction)

= 4.72 m (Along Z-direction)

Design wind pressure for the MWFRS of building of all height shall be calculated by

the formula :

P = -

( As per clause : 6.5.12.2, ASCE 7-05 )

Here, q = Velocity pressure evaluated at height z above the

ground.

=

clause : 6.5.10, ASCE 7-05

where : kd = wind directionality factor defined in Table 6-4.

kz = velocity pressure exposure co-eff. defined in 6.5.6.6

V = Basic wind speed in m/s.

kzt = topographic factor defined in6.5.7.2

I = Importance factor

G = Gust effect factor from 6.5.8.1

Cp = external pressure co-eff from Fig. 6-6 and 6-8.


EXPOSURE CATEGORY D

we have : kd = 0.85

kz = 1.1

V = 50 m/s

kzt = 1

I = 1.15

Gcpi = 0.18

-0.18 (Refer Fig. 6-5, ASCE 7-05)

therefore : q = 1.648

where kz varies with height. (Refer Table. 6.3,

ASCE 7-05)


GENERATOR BUILDING

Height of Building: h

Length of building: L

Width of building: B

q.G.CP qi ( G Cpi )


kN/m2 = qi

Section 2.9, Doc. No.4400002450-3DR-00004-01, Civil Work Design Guide

X

Z4.72m

6.435 m

Bb Cc Ee

6.435 m


Date Rev.

21.01.2015 0A


GENERATOR BUILDING

0.85

EVALUATION OF Cp : (Refer Figure 6-6, ASCE 7-05)

Case I & II: Wind in (+X)/(-X) Direction:

For walls :

(a) Windward wa = 0.8 (from fig. 6-6 ) L (m) = 12.87

for L / B = 2.7 B (m) = 4.72

(b) Leeward wal = -0.3 (from fig. 6-6 )

(c ) Sidewalls = -0.7

(d) Roof = -0.18 (conservatively)

-0.9

Considering negative internal pressure co-efficient (-Gcpi) :

GCp - (-Gcpi) :

GCpi = -0.18

Roof

Cp 0.8 -0.3 -0.7 -0.18

GCp + Gcpi 0.86 -0.075 -0.415 0.027

Considering positive internal pressure co-efficient (Gcpi) :

GCp - (Gcpi) :

GCpi = 0.18

Roof

Cp 0.8 -0.3 -0.7 -0.9

GCp - Gcpi 0.5 -0.435 -0.775 -0.945

EVALUATION OF Cp : (Refer Figure 6-6, ASCE 7-05)Case III & IV: Wind in (+Z)/(-Z) Direction:

For walls :

(a) Windward wa = 0.8 (from fig. 6-6 ) L (m) = 4.72

for L / B = 0.4 B (m) = 12.87

(b) Leeward wal = -0.5 (from fig. 6-6 )

(c ) Sidewalls = -0.7

(d) Roof = -0.18 (conservatively)

-1.17


GCp - (-Gcpi) :

GCpi = -0.18

Roof

Cp 0.8 -0.5 -0.7 -0.18

GCp + Gcpi 0.86 -0.245 -0.415 0.027

As the fundamental frequencies at all predominant modes shapes of the structure is more than 1 Hz, the structure is RIGID.


Windward wall

Leeward Wall

Sidewalls

Windward wall

Leeward Wall

Sidewalls

Windward wall

Leeward Wall

Sidewalls


Date Rev.

21.01.2015 0A


GENERATOR BUILDING


GCp - (Gcpi) :

GCpi = 0.18

Roof

Cp 0.8 -0.5 -0.7 -1.17

GCp - Gcpi 0.5 -0.605 -0.775 -1.1745

Calculation of Wind Force on Individual Member:

Case I & II: Wind in +X/-X Direction:

Case

Grid - 31.648 1.417

2.69 3.81

Grid - 4 2.69 3.81

Grid - 31.648 -0.124

2.69 -0.33

Grid - 4 2.69 -0.33

Grid - Bb

1.648 -0.684

3.47 -2.37

Grid - Cc 6.435 -4.4

Grid - Ee 3.47 -2.37

Roof

Grid - Bb

1.648 0.044

3.2 0.14

Grid - Cc 6.435 0.29

Grid - Ee 3.2 0.14

Case

Grid - 31.648 0.824

2.69 2.22

Grid - 4 2.69 2.22

Grid - 31.648 -0.717

2.69 -1.93

Grid - 4 2.69 -1.93

Grid - Bb

1.648 -1.277

3.47 -4.43

Grid - Cc 6.435 -8.22

Grid - Ee 3.47 -4.43

Roof

Grid - Bb

1.648 -1.557

3.2 -4.98

Grid - Cc 6.435 -10.02

Grid - Ee 3.2 -4.98

Windward wall

Leeward Wall

Sidewalls

Building face/side

Grid Locatio

n

q = qi

(kN/m2)

Pressure:

q[GCp - (Gcpi)] (kN/m2)

Tributary width (m)



Windward: Face 'P' for +X wind / Face 'Q'

for -X wind

Leeward: Face 'Q' for +X wind /

Face 'P' for -X windSidewalls:R & S

Building face/side

Grid Locatio

n

q = qi

(kN/m2)

Pressure:

q[GCp - (Gcpi)] (kN/m2)

Tributary width (m)



Windward: Face 'P' for +X wind / Face 'Q'

for -X wind

Leeward: Face 'Q' for +X wind /

Face 'P' for -X windSidewalls:

R & S



Date Rev.

21.01.2015 0A


GENERATOR BUILDING

Case III & IV: Wind in +Z/-Z Direction:

Case

Grid - Bb

1.648 1.417

3.47 4.91

Grid - Cc 6.435 9.12

Grid - Ee 3.47 4.91

Grid - Bb

1.648 -0.404

3.47 -1.40

Grid - Cc 6.435 -2.60

Grid - Ee 3.47 -1.40

Grid - 31.648 -0.684

2.69 -1.84

Grid - 4 2.69 -1.84

Roof

Grid - Bb

1.648 0.044

3.2 0.14

Grid - Cc 6.435 0.29

Grid - Ee 3.2 0.14

Case

Grid - Bb

1.648 0.824

3.47 2.86

Grid - Cc 6.435 5.30

Grid - Ee 3.47 2.86

Grid - Bb

1.648 -0.997

3.47 -3.46

Grid - Cc 6.435 -6.42

Grid - Ee 3.47 -3.46

Grid - 31.648 -1.277

2.69 -3.44

Grid - 4 2.69 -3.44

Roof

Grid - Bb

1.648 -1.935

3.2 -6.19

Grid - Cc 6.435 -12.45

Grid - Ee 3.2 -6.19

Note:

5.7.1 Wind on Parapet:(Refer Cl. 6.5.12.2.4, ASCE 7-05)

(a) Wind on Parapet on Roof at TOC EL 4.5 m

, where qp = 1.500*kz

= 1.65

where kz = 1.1

(Refer Table 6-3, ASCE7-05)

GCpn = 1.5 for windward parapet

-1.0 for leeward parapet

2.47 for windward parapet


Height of parapet 1.0 m

Load on peripheral frame beam due to wind on parapet:

Windward Parapet Leeward Parapet

2.48 -1.65

Building face/side

Grid Locatio

n

q = qi

(kN/m^2)

Pressure:

q[GCp - (Gcpi)] (kN/m^

2)

Tributary width (m)



Windward: Face 'R' for +Z wind /

Face 'S' for -Z windLeeward:

Face 'S' for +Z wind /

Face 'R' for -Z wind

Sidewalls:P & Q

Building face/side

Grid Locatio

n

q = qi

(kN/m^2)

Pressure:

q[GCp - (Gcpi)] (kN/m^

2)

Tributary width (m)



Windward: Face 'R' for +Z wind /

Face 'S' for -Z windLeeward:

Face 'S' for +Z wind /

Face 'R' for -Z wind

Sidewalls:P & Q

Positive wind force indicates wind towards the face (typical).

Negative wind force indicates wind away from the face (typical).

Wind presure on parapet: pp= qp(GCpn)

kN/m2

kN/m2

pp = kN/m2

kN/m2

Horizontal Force (KN/m)

Horizontal Force (kN/m)


Date Rev.

21.01.2015 0A


GENERATOR BUILDING

Date Rev.

21.01.2015 0

5.7 Wind Load (W)

= 4 m (Max. height above ground)

= 6.5 m (Along X-direction)

= 4.7 m (Along Z-direction)

Design wind pressure for the MWFRS of building of all height shall be calculated by

the formula :

P = -

( As per clause : 6.5.12.2, ASCE 7 )

Here, q = Velocity pressure evaluated at height z above the

ground.

=

Clause : 6.5.10

where : kd = wind directionality factor defined in Table 6-4.

kz = velocity pressure exposure co-eff.Defined in cl. 6.5.6.6

V = Basic wind speed in m/s.

kzt = topographic factor defined in6.5.7.2

I = Importance factor

G = Gust effect factor from 6.5.8.1

Cp = external pressure co-eff from Fig. 6-6 and 6-8.


we have : kd = 0.85

V = 50 m/s

kzt = 1

I = 1.15

Gcpi = 0.18 (Refer Fig. 6-5, ASCE 7-05)

-0.18

therefore : q = 1.498*kz

where kz varies with height.


GENERATOR BUILDING

Height of Building: h

Length of building: L

Width of building: B

q.G.CP qi ( G Cpi )


kN/m2



Date Rev.

21.01.2015 0


GENERATOR BUILDING

As the fundamental frequencies at all predominant modes shapes of the structure is more than 1 Hz,

the structure is RIGID.

0.85

EVALUATION OF Cp : (Refer Figure 6-6, ASCE 7)

Case I & II: Wind in (+X)/(-X) Direction:

For walls :

(a) Windward wall = 0.8 (from fig. 6-6 ) L (m) = 6.5

for L / B = 1.38 B (m) = 4.7

(b) Leeward wall = -0.3 (from fig. 6-6 ) h (m) = 4

(c ) Sidewalls = -0.7 (from fig. 6-6 )

(d) Roof = -0.18 &

= -0.9 (Conservatively, from fig. 6-6 ) -0.18

h / L = 0.62


GCp - (-Gcpi) :

GCpi = -0.18

Roof

Cp 0.8 -0.3 -0.7 -0.18

GCp + Gcpi 0.86 -0.075 -0.415 0.027


GCp - (Gcpi) :

GCpi = 0.18

Roof

Cp 0.8 -0.3 -0.7 -0.9

GCp - Gcpi 0.5 -0.435 -0.775 -0.95

EVALUATION OF Cp : (Refer Figure 6-6, ASCE 7-05)

Case III & IV: Wind in (+Z)/(-Z) Direction:

For walls :

(a) Windward wall = 0.8 (from fig. 6-6 ) L (m) = 4.7

for L / B = 0.72 B (m) = 6.5

(b) Leeward wall = -0.5 (from fig. 6-6 ) h (m) = 4

(c ) Sidewalls = -0.7 (from fig. 6-6 )

(d) Roof = -0.18

-1.17 (Conservatively, from fig. 6-6 )

h / L = 0.85


GCp - (-Gcpi) :

GCpi = -0.18

Roof

Cp 0.8 -0.5 -0.7 -0.18

GCp + Gcpi 0.86 -0.245 -0.415 0.027


Windward wall

Leeward Wall

Sidewalls

Windward wall

Leeward Wall

Sidewalls

Windward wall

Leeward Wall

Sidewalls

Date Rev.

21.01.2015 0


GENERATOR BUILDING


GCp - (Gcpi) :

GCpi = 0.18

Roof

Cp 0.8 -0.5 -0.7 -1.17

GCp - Gcpi 0.5 -0.605 -0.775 -1.1745

4.8.1 Wind on Parapet: (Refer Cl. 6.5.12.2.4, ASCE 7-05)

(a) Wind on Parapet on Roof at TOC EL 4.5 m

, where qp = 1.498*kz

= 1.54

where kz = 1.03

(Refer Table 6-3, ASCE7-05)

GCpn = 1.5 for windward parapet


2.31 for windward parapet


Height of parapet 1.0 m

Load on peripheral frame beam due to wind on parapet:

Windward Parapet Leeward Parapet

Horizontal Force (KN/m)

2.31 -1.54

Windward wall

Leeward Wall

Sidewalls

Wind presure on parapet: pp= qp(GCpn) kN/m2

kN/m2

pp = kN/m2

kN/m2

Horizontal Force (kN/m)

Date Rev.

21.01.2015 0A

5.0 DESIGN OF RAFT FOUNDATION

Foundation Information:

37.5

422

20

75 mm

75 mm

Bottom of Foundation from FGL 0.300

Length of foundation in X-direction 13.6 m

Length of foundation in Z-direction 5.35 m

Isometric View of Foundation with Columns


Compressive strength of concrete, fc' N/mm2

Yield strength of steel, fY N/mm2

Unit weight of soil, gsoil kN/m3

Cover to top reinforcement, dct

Cover to bottom reinforcement, dcb

Load 125X

Y

Z

Date Rev.



Check for Bearing Capacity

Base Pressure Summary Horizontal Vertical Horizontal

Node L/C Fx N/mm2 Fy N/mm2 Fz N/mm2Max Px 1 101 0 0.017 0

Min Px 1 101 0 0.017 0

Max Py 2238 126 0 0.089 0

Min Py 456 134 0 0.003 0

Max Pz 1 101 0 0.017 0

Min Pz 1 101 0 0.017 0

From the above tables it can be observed that:The maximum bearing pressure below the foundation

= 89.00

< Allowable gross bearing capacity 206 kN/m2, HENCE OK(Net allowable bearing capacity 200.0 kN/m2Foundation laid at a distance below FGL 0.300 mGross allowable bearing capacity 206

Bearing Pressure Diagram for Governing Load Case: 126

Foundation Node Displacements Summary: Node L/C X mm Y mm Z mm mm

Max X 1 101 (D) 0 -0.677 0 0.677Min X 1 101 (D) 0 -0.677 0 0.677Max Y 456 134 (0.6 D)+(W+Z,-CPI)+ (H)) 0 -0.12 0 0.12Min Y 2238 0 -3.546 0 3.546Max Z 1 101 (D) 0 -0.677 0 0.677Min Z 1 101 (D) 0 -0.677 0 0.677

Max rX 243 0 -2.992 0 2.992

Min rX 241 111 (D)+(W-Z,+CPI) + (H) 0 -2.583 0 2.583Max rY 1 101 (D) 0 -0.677 0 0.677Min rY 1 101 (D) 0 -0.677 0 0.677Max rZ 1741 0 -1.516 0 1.516Min rZ 243 137 (D)+(0.53 EX+)+ (0.75 L)+ (0. 0 -2.913 0 2.913

Max Rst 2238 0 -3.546 0 3.546

The maximum settlement = 3.546 mm < 50 mmPermissible settlement

The following check for the bearing pressure under the foundation is made for the servicability load combinations i.e. 101 to 144

kN/m2

kN/m2)

126 (D)+(0.75 W+Z,-CPI)+(0.75 RL)+ (0.75 L) + (H)

139 (D)+(0.53 EZ+)+(0.75 L)+ (0.75 RL)+(H)

126 (D)+(0.75 W+Z,-CPI)+(0.75 RL)+ (0.75 L) + (H)

126 (D)+(0.75 W+Z,-CPI)+(0.75 RL)+ (0.75 L) + (H)

Load 126XY

Z

Base PressureN/mm2

<= 0.013

0.018

0.022

0.027

0.032

0.037

0.041

0.046

0.051

0.055

0.060

0.065

0.070

0.074

0.079

0.084

>= 0.089

Date Rev.



HENCE SAFE

Date Rev.



Strength Design of Foundation

(A) Design of Reinforcement for strips under columns :

Co-relation between plate element local co-ordinate system & STAAD global Co-ordinate

System:

Raft Moment Summary from STAAD (Table-1):

yx Reinf. For Sx & Mx

Reinf. For Sy & My

Reinforcement Along 'X' direction of plate element / Global X direction

Rein

forc

emen

t Alo

ng 'Y

' dire

ction

of

plat

e el

emen

t / G

loba

l Z d

irecti

on

Plate Local Co-ordinate System

STAAD Global Co-ordinate System

Date Rev.



Moment Diagrams

Moment Diagram (+Mx ) in X-Direction for Governing Load Case: 238

Moment Diagram (-MX) in X-Direction for Governing Load Case: 239

Moment Diagram (+My) in Y-Direction for Governing Load Case: 227

Load 238XY

Z

MX (local)kNm/m

<= -86.8

-75.4

-63.9

-52.5

-41

-29.6

-18.1

-6.66

4.8

16.2

27.7

39.2

50.6

62.1

73.5

85

>= 96.4

Load 239XY

Z

MX (local)kNm/m

<= -150

-139

-127

-116

-104

-92.4

-80.8

-69.2

-57.6

-46

-34.4

-22.8

-11.2

0.438

12

23.7

>= 35.3

Load 227XY

Z

MY (local)kNm/m

<= -73.3

-63

-52.7

-42.4

-32.2

-21.9

-11.6

-1.33

8.95

19.2

29.5

39.8

50.1

60.3

70.6

80.9

>= 91.2

Load 226XY

Z

MY (local)kNm/m

<= -80.4

-69.9

-59.3

-48.7

-38.2

-27.6

-17.1

-6.52

4.04

14.6

25.2

35.7

46.3

56.8

67.4

77.9

>= 88.5

Date Rev.



Moment Diagram (-My) in Y-Direction for Governing Load Case: 226

Load 226XY

Z

MY (local)kNm/m

<= -80.4

-69.9

-59.3

-48.7

-38.2

-27.6

-17.1

-6.52

4.04

14.6

25.2

35.7

46.3

56.8

67.4

77.9

>= 88.5

Date Rev.



Moments for Design From Staad output

Moment Annotation Load CaseMu

Element NokN.m/m

Mx

239 150.45 335

238 96.42 1908

My

226 80.41 715

227 91.17 2446

indicates tension in the mat bottom (plate element bottom)

Design of Reinforcement:Calculation of Reinforcement for bending along X-direction (Corresponding to Mx):

Sagging Hogging UnitWidth of segment considered, b 1000 mmOverall depth, D 500 mmClear cover to main reinforcement 75 75 mm

150.45 96.42 kNm

Design for Flexure

d = D- cover - dia of bar/2 417 417 mm

964.71 614.80

1286 820

450 450

Ast required 1286 820Dia of bar used (Main reinforcement, through bars) 16 16 mm

Spacing of bar required (if used alone) 156 245 mm

Spacing of bar provided 150 150 mm

Dia of bar used (Extra reinforcement bars) 0 0 mm



Total Ast provided 1340.4 1340.42

Moment Type

Sagging (Mat

bottom tension)

Hogging (Mat top tension)

Sagging (Mat

bottom tension)


** Note: Moment (+) value indicates tension in the mat top (plate element top) & Moment (-) value

Factored moment, MU

mm2

Minimum flexural reinforcement Ast =Min[ Max(0.25√fc'bd/fy, 1.4bd/fy),4/3*Astreq] (Cl. 10.5.1 & 10.5.3, ACI:318-08)

mm2

Minimum temperature reinforcement on each face Ast per face = 0.0018bD/2 (Cl. 7.12.2, ACI:318-08)

mm2

dbdbfc

Mu

fy

fcAstreq .)

.'.85.0

.2(11

'.85.02

Date Rev.



Date Rev.



Calculation of Reinforcement for bending along Z-direction(Corresponding to My):

Sagging Hogging Unit

80.41 91.17 kNm

Design for Flexure

d = D- cover - dia of bar - dia of bar/2 401 401 mm

532.7 604.68

710 806

450 450

Ast required 710 806Dia of bar used (Main reinforcement, through bars) 16 16 mm



Dia of bar used (Extra reinforcement bars) 0 0

Spacing of bar required (if used alone) 0 0

Spacing of bar provided 150 150

Ast provided 1005.3 1005.31

Design Summary of Footing

Thickness of Mat = 500 mm

Reinforcement along X - Direction

Provide T 16 @ 150

Provide T 0 @ 150

Provide T 16 @ 150

Provide T 0 @ 150

Reinforcement along Z - Direction

Provide T 16 @ 200

Provide T 0 @ 150

Provide T 16 @ 200

(B) Check for One Way Shear

From Staad output

Shear Annotation Load Case DescriptionSQ

KN/m^2

SQX 228 644.00 242

SQY 228 643.00 242

Similarly, Qy is shear on a plane parallel to xz plane (local) and perpendicular to Z-axis (Global).

Factored moment, MU

mm2

Minimum flexural reinforcement Ast =Min[ Max(0.25√fc'bd/fy, 1.4bd/fy),4/3*Astreq] (Cl. 10.5.1 & 10.5.3, ACI:318-08)

mm2

Minimum temperature reinforcement Ast per face = 0.0018bD/2 (Cl. 7.12.2, ACI:318-08)

mm2

c / c. (at bottom Main)B1

c / c. (at bottom Extra)B2

c / c. (at top Main )T1

c / c. (at top Extra)T2




Check for One Way Shear for Qx & Qy

Element No.

Shear Stress

perpendicular to X-axis

(Global)Shear Stress

perpendicular to Z-axis

(Global).** Note: Qx is shear on a plane parallel to yz plane (local) and perpendicular to X-axis (Global).

dbdbfc

Mu

fy

fcAstreq .)

.'.85.0

.2(11

'.85.02

Date Rev.



Shear Diagram in X-Direction for Governing Load Case: 228

Shear Diagram in Y-Direction for Governing Load Case: 228

Check for Shear

Qx Qy Unit

Width of segment considered, b 1000 1000 mm

Overall depth of mat, D 500 mm

Clear cover to main reinforcement 75 75 mm

d = D- cover - dia of bar/2 417 401 mm

268.55 257.84 kN

325.6 313.09 kN

Factored Shear Force (Qu), Qux = SQX*b*d, Quy = SQY*b*d

Shear Strength (Ref. Cl. 11.3.1, ACI-318-08) Qs =

Load 228XY

Z

SQX (local)N/mm2

<= -0.507

-0.435

-0.363

-0.291

-0.219

-0.147

-0.075

-0.003

0.068

0.140

0.212

0.284

0.356

0.428

0.500

0.572

>= 0.644

Load 228XY

Z

SQY (local)N/mm2

<= -0.643

-0.587

-0.532

-0.477

-0.422

-0.366

-0.311

-0.256

-0.200

-0.145

-0.090

-0.035

0.021

0.076

0.131

0.187

>= 0.242

bdfc '17.0

Date Rev.



(C) Check for Punching Shear for Crude oil unloading Shed Steel Building Columns :

= Max. axial load of columns = 63.45 kN

[ Member 5. Load case 212 ]

= Max. disp. of mat fdn under the column = 0.3546 cm

[Node 2239 ,Load Case 139]

= Max soil bearing pressure at mat = 88.7 kPa

= Ks x δy / 100 < 200.0 kPa

OK

Dimensions:

= Thickness of mat = 0.500 m

= Effective thickness of mat* = tf - cover = 0.425 m

d = = 0.401 m

b = Long column width = 0.200 m

c = Short column width = 0.200 m

Critical sec is at d/2 from face of column

= Perimeter for punching shear = 2.404 m

2XWidth of foundation is considered for Punching shear as the same will be critical

= Ratio of long/short col width = 1.000

= Punching area = (b+d)*(c+d) = 0.361

= = 63.5 kN

( conservatively, the deduction due to base pressure has been neglected )

= as per Cl. No. 11.12.2.1(b) = 40

Shear carried by concrete

= = 3010.680 kN

(as per Equation No. 11-33)

= = 4249.154 kN


= = 1948.087 kN


= 1948.087 kN

= Strength reduction factor for shear = 0.75

(Cl. No. 9.3.2.1)

= Shear capacity of concrete = 1461.065 kN

> 63.5 kN

OK

Pu

δy

qs

tf

tf'

Dist of As to top of mat

bo

bc

Ap m2

Vu Design shear = Pu

aS

VC 0.17( 1 + 2 / bC ) x Ö f'C x b0 x d

VC 0.083( aS x d / b0 + 2 ) x Ö f'C x b0 x d

VC 0.33 x Ö f'C x b0 x d

Shear capacity of concrete, VC = minimum of above

S

ΦsVc

Date Rev.



(D) Check for Punching Shear for Electrical Building Columns :

= Max. axial load of columns = 137.53 kN

[ Member 199. Load case 213 ]

= Max. disp. of mat fdn under the column = 0.3546 cm

[Node 2239 ,Load Case 139]

= Max soil bearing pressure at mat = 88.7 kPa

= Ks x δy / 100 < 200.0 kPa

OK

Dimensions:

= Thickness of mat = 0.500 m

= Effective thickness of mat* = tf - cover = 0.425 m

d = = 0.401 m

b = Long column width = 0.300 m

c = Short column width = 0.300 m

Critical sec is at d/2 from face of column

= Perimeter for punching shear = 2.804 m

2 *(b+c+2d)

= Ratio of long/short col width = 1.000

= Punching area = (b+d)*(c+d) = 0.491

= = 137.5 kN

( conservatively, the deduction due to base pressure has been neglected )

= as per Cl. No. 11.12.2.1(b) = 40

Shear carried by concrete

= = 3511.625 kN


= = 4412.207 kN


= = 2272.228 kN


= 2272.228 kN

= Strength reduction factor for shear = 0.75

(Cl. No. 9.3.2.1)

= Shear capacity of concrete = 1704.171 kN

> 137.5 kN

OK

Pu

δy

qs

tf

tf'

Dist of As to top of mat

bo

bc

Ap m2

Vu Design shear = Pu

aS

VC 0.17( 1 + 2 / bC ) x Ö f'C x b0 x d

VC 0.083( aS x d / b0 + 2 ) x Ö f'C x b0 x d

VC 0.33 x Ö f'C x b0 x d

Shear capacity of concrete, VC = minimum of above

S

ΦsVc


Date Rev.

21.01.2015 0A

6.0 DESIGN OF BASE PLAT FOR BSDG BUILDING STEEL STRUCTURE

The Design of Base Plate is carried out as per the recommendations of AISC (ASD).

(Note: Tension and Shear forces shall be resisted by anchor bolts)

6.1 Design parameters

6.1 a) Basic Base Plate Parameters

Width of Base Plate B1 = 400.00 mm

Length of Base Plate N1 = 600.00 mm

Fig: Showing dimensional details of Base Plate and Column

6.1 b) Size of the column -HE 450A

Width of Flange Bf = 300.00 mm

Depth of Column D = 440.00 mm

6.1 c) Size of Pedestal/Foundation

Width of Pedestal/Foundation Bp = 500.00 mm

Length of Pedestal/Foundation Lp = 925.00 mm

6.1 d) Material Properties

Concrete strength = 37.50 MPa

Structural Steel strength = 345.00 MPa

6.2 Design Service Loads

Following is the summary table of reactions at column base:

Maximum Vertical Force, P = 1115.94 kN

Maximum Uplift Force, Pneg = 116.61 kN


fc'

fy

D N1

mm

Bf

0.8 Bf

B1

n n

0.95

D


Date Rev.



6.3 Design Calculations

6.3 a)

= Max of (500 x 925) or [1115.935 x 1000 / (0.175 x 37.5)] = 462500

6.3 b)

= = 132000

= 0.5 x (0.95 x 440 - 0.80 x 300) = 89.00 mm

= 132000^(0.5) + 89 = 452.32 mm

= 132000 / 452.32 = 291.83 mm

Adjustment in size of plate:

= Max [452.32 or (440 + 25) or 600] = 600.00 mm

= Max [291.83 or (300 +25 ) or 400] = 400.00 mm

= 400 x 600 = 240000

6.3 c) Calculation of Pressure

= 1115.935 x 1000 / (400 x 600) = 4.65 MPa

= Min [0.35 x 37.5 x (462500 / 240000)^(0.5) or 0.7 x 37.5] = 18.23 MPa

= 4.65 / 18.23 = 0.255

Check: As interaction ratio < 1, the provided area of base plate is OK.

6.3 d) Calculation of Projections

= (600 - 0.95 x 440) / 2 = 91.00 mm

= (400 - 0.80 x 300) / 2 = 80.00 mm

Area of Pier, A2 = Max of (Bp Lp) or [ P / (0.175 fc') ]

mm2

Area of Base Plate, A= Max of [(1 / A2) (P / 0.35fc)2] or [P / 0.7fc] or [Bf D]

Max of [ (1/462500)x(1115.935x1000/(0.35x37.5))^2 or 1115.935x1000/(0.7x37.5) or 300x440 ] mm2

Factor, Δ = 0.5 x (0.95D - 0.80Bf)

Derived Plate Length, N = √A + Δ

Derived Plate Width, B = A / N

N = Max of [N or (D + 25) or N1]

B = Max of [B or (Bf + 25) or B1]

Therefore, Area of Base Plate to be adopted, A1= B x N

mm2

Bearing Pressure, fp = P / (B x N)

Allowable Bearing Pressure, Fp = Min [0.35fc√(A2/A1) or 0.7fc]

Interaction Ratio of Bearing Pressure, IC1 = fp / Fp

Projection, m = (N - 0.95D) / 2

Projection, n = (B - 0.8Bf)/2


Date Rev.



6.3 e) Calculation of Factors: q, λ and n'

= Min of { [(4 x 4.65 x 440 x 300) / ((440 + 300)^2 x 18.23)] or 1} = 0.246

l = Min of { [(2 / √q) x (1 - √(1 - q))] or 1}

= Min of {[(2 / (0.246)^(0.5) x (1 - (1 - 0.246)^(0.5)) or 1]} = 0.531

= [(440 x 300)^(0.5)] / 4 = 90.83 mm

6.3 f) Calculation of Thickness of Base Plate

= Max of [91 or 80 or (0.531 x 90.83)] = 91.00 mm

= 2 x 91 x (4.65 / 345)^(0.5) = 21.13 mm

= 40.00 mm

6.3 g) Design of Base Plate for tension in Anchor

Distance, x1 = 125.00 mmDistance, x2 = 225.00 mmDistance, x3 = 257.40 mmDistance, b = 150.00 mm

where,Design Tensile force per bolt, N = 29.15 kN

= 7.51 kN-mMin Yield strength of plate, fy = 345.00 MPa

= 227.70 MPa Therefore, tptp = sqrt [6 x 7.51x10e6 / (150 x 227.7]

= 36.32 mm

6.3 h) Provided thickness of base plate = 40.00 mm

6.4 SUMMARY

Provide Base Plate of size 400 x 600 x 40 mm thick.

q = Min of { [(4 fp D Bf) / ((D + Bf)2 Fp)] or 1 }

n' = √(D x Bf) / 4

Factor, c = Max of [m or n or (l x n')]

Thickness of Plate, tp=2 c √(fp / fy)

Thickness Provided, Tp

Thickness of base plate, tp = √(6 M/b s)

Design Unfactored Moment, M=N x3

Allowable stress, s = 0.66 fy

x1

x2

x3


Date Rev.

21.01.2015 0A

7.0 DESIGN OF RCC PEDESTALS, COLUMNS, GRADE BEAM AND ROOF BEAM

All RCC elements like, pedestals and grade beam of BSDG building and columns, grade beams androof beams of Electrical building are modelled in STAAD and designed in STAAD itself.

STAAD results are attached in Annex-1

STAAD results are used for preparation of drawings.


BUILDING


Date Rev.

21.01.2015 0A

8.0 ELECTRICAL BUILDING ROOF SLAB DESIGNTwo Way Slab Panel (One long and one short edge discontinuous)

Slab Arrangment Load Calculation for Slab design Dead LoadDepth of slab, D = 150 mmSelfweight of slab 150*25/1000 = 3.75Thickness of floor finish = 200 mmDead Load due to Finishing 200*20/1000 = 4.00Any other load to be added for partitions etc = 0.00Total Dead load 7.75Live load Live load (LL) = 1.50Load FactorsFor Dead Load (DL) = 1.2For Live Load (LL) = 1.6

= 11.7

= 4.72 m= 3.20 m= 1.47

Support Conditions : One long edge and one short Edge Discountinous.

Calculation of ultimate bending moment using coefficients α and β from Fig-52 of Reynold's hand book= 0.057

Hence bending moment = = 0.057 = 6.83 kN-m = 0.017

Hence bending moment = = 0.017 = 4.43 kN-m

= 0.075

Hence bending moment = = 0.075 = 8.99 kN-m = 0.022

Hence bending moment = = 0.022 = 5.73 kN-m

Design parametersCompressive Strenght of concrete ,f'c = 37.5 Mpa

= 422.0 MpaStrength reductionn factor for moment, Φ (Cl. 9.3.2.1 of ACI 318) = 0.90Clear cover to reinforcement = 30 mmMinimum ratio of tension reinforcement ( As per Cl. No. 10.5.4) = 0.0018


kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

Therefore Factored Load (Wut) kN/m2

Length of slab ( Ly ) Width of slab ( Lx ) Ratio of spans = k = (L y/L x)

Coefficient for (+)ve span moment along shorter span βx1

βx1 x Wut x Lx2 x Wut x Lx

2

Coefficient for (+)ve span moment along longer span βy1

βy1 x Wut x Ly2 x Wut x Ly

2

Coefficient for (+)ve span moment along shorter span β'x1

β'x1 x Wut x Lx2 x Wut x Lx

2

Coefficient for (+)ve span moment along longer span β'y1

β'y1 x Wut x Ly2 x Wut x Ly

2

Yield strength of steel, fY

4720(LY)

3200

(LX)


Date Rev.



Design on shorter span for positive span momentThickness of slab = 150 mmDia of bar in shorter span = 10 mmSpacing of bars = 200 mmEffective depth, d = D - clear cover - bar dir /2 = 115 mmDesign Moment = 6.83 kN-m/m

= 0.85 - 0.05/6.89476 * (f'c - 27.579) = 0.78= 0.035

= 0.0018

= 0.014

= 0.015

= 0.001Remarks = O.K.

= 270= 290 mm

Max spacing (as per Cl. No.10.5.4) = 3D or 18 inch whichever is lesser = 450 mm= 200 mm= 393= 0.003

Remarks = O.K.Hence Provide T-10 @200mm c/c

Design on longer span for positive span momentThickness of slab = 150 mmDia of bar in shorter span = 10 mmSpacing of bars = 200 mmEffective depth, d = D - clear cover - bar dir /2 = 105 mmDesign Moment = 4.43 kN-m/m

= 0.85 - 0.05/6.89476 * (f'c - 27.579) = 0.78= 0.035

= 0.0018

= 0.011

= 0.012

= 0.001Remarks = O.K.

= 270= 290 mm



Factor β1 as per Cl. 10.2.7.3

Maximum ratio of tension reinforcement, ρmax = [0.85 x β1 x f'C x 600] / {fY x (600 + fY)}

Minimum ratio of tension reinforcement,ρmin ( As per Cl. No. 10.5.4)

MU / bd2f'C

w by solving the equation MU / bd2f'C = Φ x w x ( 1- 0.59w ),where w = As/bd x fy/f'c

Hence ρ = w x f'C / fY

Area of tension reinforcement, Ast,reqd. ( Max of ρxbxd & rminxbxD) mm2 / mSpacing of bars sreqd. =1000Af / Ast

Spacing of bars sprovided.

Area of reinforcement Ast provided=1000Af/Sprovided mm2 / mr provided




MU / bd2f'C

w by solving the equation MU / bd2f'C = Φ x w x ( 1- 0.59w ),where w = As/bd x fy/f'c

Hence ρ = w x f'C / fY





Date Rev.



Design on shorter span for negative support momentThickness of slab = 150 mmDia of bar in shorter span = 10 mmSpacing of bars = 200 mmEffective depth, d = D - clear cover - bar dir /2 = 115 mmDesign Moment = 8.99 kN-m/m

= 0.85 - 0.05/6.89476 * (f'c - 27.579) = 0.78= 0.035

= 0.0018

= 0.018= 0.020= 0.002

Remarks = O.K.= 270= 290 mm


Remarks = O.K.Hence Provide T-10 @200mm c/cDesign on longer span for positive span momentThickness of slab = 150 mmDia of bar in shorter span = 10 mmSpacing of bars = 200 mmEffective depth, d = D - clear cover - bar dir /2 = 105 mmDesign Moment = 5.73 kN-m/m

= 0.85 - 0.05/6.89476 * (f'c - 27.579) = 0.78= 0.035

= 0.0018

= 0.014= 0.016= 0.001

Remarks = O.K.= 270= 290 mm



Design Summary:Thickness of slab 150 mmReinforcementShorter direction T-10 at 200mm c/c at bottom

T-10 at 200mm c/c at topLonger Direction T-10 at 200mm c/c at bottom




MU / bd2f'C w by solving the equation MU / bd2f'C = Φ x w x ( 1- 0.59w ),where w = As/bd x fy/f'cHence ρ = w x f'C / fY







MU / bd2f'C w by solving the equation MU / bd2f'C = Φ x w x ( 1- 0.59w ),where w = As/bd x fy/f'cHence ρ = w x f'C / fY





Date Rev.



T-10 at 200mm c/c at top


Date Rev.

21.01.2015 0A

9.0 DESIGN OF BSDG BUILDING STEEL STRUCTURES

The members are modelled appropriately in STAAD and analysed and designed as per AISC ASD.As per the STAAD results, all the members are passed.

Horizontal Deflection CheckSummary of Horizontal Deflection of Columns are as given below

Maximum Horizontal Deflection 30.987 mm(For Node No. 12 in Member No. 6)Height of Column 12000 mm

As per Cl. 3.5.3 of Civil Work Design GuideAllowable Lateral Deflection h / 300

= 40 mmOK

Vertical Deflection CheckSummary of Vertical Deflection of Beams are as given below

Maximum Vertical Deflection 25.632 mm(For Node No. 228 at junction of Members 170 & 175)Span (Length) of beam 15300 mmAs per Cl. 3.5.3 of Civil Work Design GuideAllowable Deflection h / 300

= 51 mmOK

DESIGN CALCULATION OF BLACK

START DIESEL GENERATOR BUILDING


Date Rev.

06.11.2014 0A

10.0 DESIGN OF RAFT FOUNDATION

Foundation Information:37.5422

2075 mm75 mm

Bottom of Foundation from FGL 1.400Length of foundation in X-direction 12.870 mLength of foundation in Z-direction 4.720 m

Isometric View of Raft with side walls

CRUDE OIL TREATMENT PLANT STEEL & RCC STRUCTURE AND FOUNDATION - CALCULATION

REPORT




Cover to top reinforcement, dct

Cover to bottom reinforcement, dcb


Date Rev.

06.11.2014 0A


REPORT

Check for Bearing Capacity

Base Pressure Summary

From the above tables it can be observed that:The maximum bearing pressure below the foundation

= 171.00< Allowable gross bearing capacity 228 kN/m2, HENCE OK

(Net allowable bearing capacity 200.0 kN/m2Foundation laid at a distance below FGL 1.400 mGross allowable bearing capacity 228

Bearing Pressure Diagram for Governing Load Case: 128

Foundation Node Displacements Summary:

The maximum settlement = 6.857 mm < 50 mm

The following check for the bearing pressure under the foundation is made for the servicability load combinations i.e. 101 to 182

kN/m2

kN/m2)


Date Rev.

06.11.2014 0A


REPORT

Permissible settlementHENCE SAFE


Date Rev.

06.11.2014 0A


REPORT

Strength Design of Foundation

(A) Design of Reinforcement for strips under columns :

Co-relation between plate element local co-ordinate system & STAAD global Co-ordinate System:

Raft Moment Summary from STAAD (Table-1):

yx Reinf. For Sx & Mx

Reinf. For Sy & My

Reinforcement Along 'X' direction of plate element / Global X direction

Rein

forc

emen

t Alo

ng 'Y

' dire

ction

of

plat

e el

emen

t / G

loba

l Z d

irecti

on

Plate Local Co-ordinate System

STAAD Global Co-ordinate System


Date Rev.

06.11.2014 0A


REPORT

Moment Diagrams

Moment Diagram (+Mx) in X-Direction for Governing Load Case: 247

Moment Diagram (-Mx) in X-Direction for Governing Load Case: 231

Moment Diagram (+My) in Y-Direction for Governing Load Case: 231


Date Rev.

06.11.2014 0A


REPORT

Moment Diagram (-My) in Y-Direction for Governing Load Case: 205Moments for Design From Staad output

Moment Annotation Load Case Moment TypeMu

Element NokN.m/m

Mx231 86.64 8818

247 24.95 8783

My205 89.85 8772

231 58.91 8320

indicates tension in the mat bottom (plate element bottom)

Design of Reinforcement:Calculation of Reinforcement for bending along X-direction (Corresponding to Mx):

Sagging Hogging UnitWidth of segment considered, b 1000 mmOverall depth, D 300 mmClear cover to main reinforcement 75 75 mm

86.64 24.95 kNm

Sagging (Mat bottom tension)


Sagging (Mat bottom tension)


** Note: Moment (+) value indicates tension in the mat top (plate element top) & Moment (-) value

Factored moment, MU


Date Rev.

06.11.2014 0A


REPORT


Date Rev.

06.11.2014 0A


REPORT

Design for Flexured = D- cover - dia of bar/2 219 219 mm

1076.70 302.67

794 404

540 540

Ast required 1077 540Dia of bar used (Main reinforcement, through bars) 12 12 mmSpacing of bar required (if used alone) 105 209 mmSpacing of bar provided 100 100 mmDia of bar used (Extra reinforcement bars) 0 0 mmSpacing of bar required (if used alone) 0 0 mmSpacing of bar provided 200 200 mmTotal Ast provided 1130.98 1130.98

Calculation of Reinforcement for bending along Z-direction(Corresponding to My):Sagging Hogging Unit

89.85 58.91 kNm

Design for Flexured = D- cover - dia of bar - dia of bar/2 219 207 mm

1118.07 768.13

794 751

540 540

Ast required 1118 768Dia of bar used (Main reinforcement, through bars) 12 12 mmSpacing of bar required (if used alone) 101 147 mmSpacing of bar provided 100 100 mmDia of bar used (Extra reinforcement bars) 0 0Spacing of bar required (if used alone) 0 0Spacing of bar provided 200 200Ast provided 1130.98 1130.98

Design Summary of Raft at BSDG Building Steel Column support Pedestal locationsThickness of Mat = 300 mm Reinforcement along X - DirectionProvide T 12 @ 100Provide T 0 @ 200Provide T 12 @ 100Provide T 0 @ 200Reinforcement along Z - DirectionProvide T 12 @ 100Provide T 0 @ 200Provide T 12 @ 100

mm2

Minimum flexural reinforcement Ast =Min[ Max(0.25√fc'bd/fy, 1.4bd/fy),4/3*Astreq] (Cl. 10.5.1 & 10.5.3, ACI:318-08) mm2

Minimum temperature reinforcement on each face Ast per face = 0.0018bD (Cl. 7.12.2, ACI:318-08)

mm2

Factored moment, MU

mm2


Minimum temperature reinforcement Ast per face = 0.0018bD (Cl. 7.12.2, ACI:318-08)

mm2




c / c. (at top Extra)T2




dbdbfc

Mu

fy

fcAstreq .)

.'.85.0

.2(11

'.85.02

dbdbfc

Mu

fy

fcAstreq .)

.'.85.0

.2(11

'.85.02


Date Rev.

06.11.2014 0A


REPORT

In all other locations of raft, uniform reinforcement of 12dia bars at 200mm c/c is provided in bothdirections in both top and bottom, considering the bending moment at these locations are much less.


Date Rev.

06.11.2014 0A


REPORT

(B) Check for One Way Shear

From Staad output


Element No.KN/m^2

SQX 203 448.00 8277

SQY 231 343.00 8286

Similarly, Qy is shear on a plane parallel to xz plane (local) and perpendicular to Z-axis (Global).


Shear Diagram in Y-Direction for Governing Load Case: 231Check for Shear

Qx Qy UnitWidth of segment considered, b 1000 1000 mmOverall depth of mat, D 300 mmClear cover to main reinforcement 75 75 mmd = D- cover - dia of bar/2 219 219 mm

98.11 75.12 kN

171.0 170.99 kN

Remarks OK OK


Shear Stress perpendicular to

X-axis (Global)

Shear Stress perpendicular to Z-axis (Global).

** Note: Qx is shear on a plane parallel to yz plane (local) and perpendicular to X-axis (Global).


Shear Strength (Ref. Cl. 11.3.1, ACI-318-08) Qs = bdfc '17.0


Date Rev.

06.11.2014 0A

11.0 DESIGN OF WALL

Wall Information:37.5422

1975 mm

Height of wall 3.600 mPlan dimensions of Wall:Length of wall in X-direction 21.80 mLength of wall in Z-direction 12.00 m

3D- View of Basement Wall with raft

CRUDE OIL TREATMENT PLANT STEEL & RCC STRUCTURE AND FOUNDATION - CALCULATION REPORT




Cover to reinforcement, dc


Date Rev.

06.11.2014 0ACRUDE OIL TREATMENT PLANT STEEL & RCC STRUCTURE

AND FOUNDATION - CALCULATION REPORT

(A) Design of Wall Reinforcement

Co-relation between plate element local co-ordinate system & STAAD global Co-ordinate System:Wall Moment Summary from STAAD (Table-1):

Moment Diagrams

Moment Diagram (+Mx) in X-Direction for Governing Load Case: 225

y

x Reinf. For Sx & Mx

Reinf. For Sy & My

Reinforcement Along 'X' direction of plate element / Horizontal Reinf.

Rein

forc

emen

t Alo

ng 'Y

' dire

ction

of

plat

e el

emen

t / V

ertic

al R

einf

.


Date Rev.



Moment Diagram (-Mx) in X-Direction for Governing Load Case: 226

Moment Diagram (My) in Y-Direction for Governing Load Case: 244


Date Rev.



Moment Diagram (-My) in Y-Direction for Governing Load Case: 228


Date Rev.



Design

Moments for design

Moment Annotation Load Case Moment TypeMu

Element NokN.m/m

226 Tension inside 30.15 9372

225 Tension outside 27.71 9222

228 Tension inside 26.30 9372

244 Tension outside 31.20 9156

(A) Design of Wall Reinforcement :

Calculation of Reinforcement for bending in horizontal direction (Corresponding to Mx):Outside Inside Unit

Width of segment considered, b 1000 mmOverall depth, D 300 mmClear cover to main reinforcement 75 75 mm

27.71 30.15 kNm

Design for Flexure

d = D- cover - dia of bar - dia of bar/2 207 207 mm

356.49 388.28

475 518

540 540

Ast required 540 540

Dia of bar used 12 12 mmSpacing of bar required 209 209 mmSpacing of bar provided 200 200 mmAst provided 565.49 565.49

Mx (For Horizontal Reinforcement )

My (For Vertical Reinforcement)

Factored moment, MU

mm2


Minimum reinforcement considering max. (temperature reinforcement, wall horizontal reinforcement) on each face Ast = 0.0018bD (Cl. 7.12.2 & 14.3, ACI:318-08)

mm2

dbdbfc

Mu

fy

fcAstreq .)

.'.85.0

.2(11

'.85.02


Date Rev.




Date Rev.



Calculation of Reinforcement for bending in vertical direction (Corresponding to My):Outside Inside Unit

31.20 26.30 kNm

Design for Flexured = D- cover - dia of bar/2 219 219 mm

379.46 319.29

506 426

540 540

Ast required 540 540

Dia of bar used 12 12 mmSpacing of bar required 209 209 mmSpacing of bar provided 200 200 mmAst provided 565.49 565.49

Design Summary of Longer Wall (W1 & W2)Thickness of Wall = 300 mm Horizontal ReinforcementProvide T 12 @ 200 c / c. (at outside)Provide T 12 @ 200 c / c. (at inside )Vertical ReinforcementProvide T 12 @ 200 c / c. (at outside)Provide T 12 @ 200 c / c. (at inside)

Factored moment, MU

mm2


Minimum reinforcement considering max. (temperature reinforcement, wall vertical reinforcement) on each face Ast = 0.0018bD (Cl. 7.12.2 & 14.3, ACI:318-08)

mm2

Note : Reinforcement higher than those required from calculation is provided to take care of crack control on earth face of wall. Please refer to Crack check in following section.

dbdbfc

Mu

fy

fcAstreq .)

.'.85.0

.2(11

'.85.02


Date Rev.




Date Rev.



(B) Check for Shear

From Staad output


KN/m^2

SQX 231 457.00 9132

SQY 231 412.00 9132

Similarly, Qy is shear on a plane parallel to xz plane (local).


Shear Diagram in Y-Direction for Governing Load Case: 276Check for Shear

Qx Qy UnitWidth of segment considered, b 1000 1000 mmOverall depth of Wall, D 300 mmClear cover to main reinforcement 75 75 mmd = D- cover - dia of bar/2 207 219 mm

94.60 90.23 kN

161.6 170.99 kN

Remarks OK OK


Element No.

Shear Stress perpendicular to horizontal reinf.

Shear Stress perpendicular to

vertical reinf.

** Note: Qx is shear on a plane parallel to yz plane (local).


Shear Strength (Ref. Cl. 11.3.1, ACI-318-08) Qs = bdfc '17.0


Date Rev.




Date Rev.



Check for Crack Width of wall section Earth Face Vertical Crack Check (Corresponding to Vertical Reinforcement)

As per Text Book "Reinforced Concrete Structures" - by Robert Park & Thomas Paulay

300 mmNominal Cover to reinforcement 75 mm

12 mm200 mm

Maximum Bending Moment M (Service Case) (L/C No.244 ; Plate No. 9156) 15 kN.mMinimum Compressive Strength of Concrete 37.50 MpaYield strength of steel 422 Mpa

Calculations:75 mm93 mm

207 mmDistance from the critical point on

130.56 mm

Modulus of elasticity of concerete, Ec 28782 MpaModulus of elasticity of steel, Es 200000 Mpa

6.95

Considering 1 m wide stip of wall/slab,Area of reinforcement As = 1000*Abar/s 565.5

= As/(bd) 0.0027.

k 0.18= k*d 37.26 mm

Based on cracked section concept,1.3E+08135.62

Yield strength of steel 60000 psi19670.0 psi

93 mmSpacing of bar, S = 200 mm

372000.011 inch

0.271 mmPermissible crack width 0.3 mm

(Ref:4400002450-3DR-00004-01: Civil Work Design Guide)

Depth of wall/slab D

Rebar Diameter db

Rebar Spacing s

Minimum Cover to tension rebar Cmin

Effective cover to tension rebar dc

Effective depth d

surface to the nearest rebar acr

Modular Ratio m

mm2

Reinforcement fraction p

Depth of neutral axis x

Cracked moment of inertia Icr mm4

Stess in tenion steel fst = m*M*(d-x)/Icr N/mm2

Stess in tenion steel fst

Effective cover, tb =h1+dia+dia/2

Effective area of bar, A = S x tb x2= mm2

Maximum crack width b =( 0.076 x 3√ tb x A x 1.2fSt x 10-6 ) inch =

S

2tb

t b

h1

W1RL(-)0.10MTOC

2/)2/( 22bc dds

Ec

Es

)()()(2 2 pmpmpm

23 )(3/ xdmAsbx


Date Rev.



Remarks Ok


Date Rev.

21.01.2015 0A

ANNEXURE 1

STAAD INPUT & OUTPUT


GENERATOR BUILDING


Date Rev.

21.01.2015 0A

ANNEXURE 2

INPUT DRAWINGS

Following drawings are considered as input drawings and submitted separately

EA-713385 Equipment Layout - Black start diesel generator 6.3MW at site conditionEA-713424 Cabling Layout - BSDG building



Date Rev.

21.01.2015 0A

ANNEXURE 3

DESIGN DRAWINGS

Submitted Separately

DESIGN CALCULATION OF BLACK START

DIESEL GENERATOR BUILDING

Date Rev.

28.03.14 0

ANNEXURE 3

DESIGN DRAWINGS

Submitted Separately

DESIGN CALCULATION OF BLACK START

DIESEL GENERATOR BUILDING

1115.935 87.735 11.65-116.661 -86.758 -23.996

5006 142 1 798.613 -16.581 -11.674 -0.002 0 05006 132 1 780.935 -15.417 -7.434 0.054 0 05006 103 1 777.992 -18.654 -10.819 -0.009 0 05006 134 1 769.404 -12.593 -3.81 0.101 0 05006 118 1 748.268 -15.023 -11.666 -0.003 0 05006 141 1 748.065 -16.012 -11.67 -0.002 0 05006 131 1 739.792 -14.278 -7.486 0.052 0 05006 133 1 728.261 -11.454 -3.862 0.1 0 05006 102 1 695.706 -16.376 -10.922 -0.011 0 05006 113 1 678.073 -13.271 -6.094 0.071 0 05006 106 1 675.437 -17.72 -11.061 -0.007 0 05006 120 1 662.984 -15.155 -20.329 -0.112 0 05006 114 1 662.698 -9.505 -1.261 0.134 0 05006 124 1 653.201 -15.228 -10.812 0.009 0 05006 122 1 651.431 -12.331 -16.705 -0.064 0 05006 136 1 650.171 -18.21 -11.7 -0.029 0 05006 126 1 641.649 -12.404 -7.188 0.057 0 05006 105 1 634.294 -16.581 -11.112 -0.008 0 05006 138 1 631.302 -18.351 -11.657 0.029 0 05006 119 1 621.841 -14.016 -20.38 -0.113 0 05006 123 1 612.059 -14.089 -10.863 0.008 0 05006 121 1 610.288 -11.192 -16.756 -0.065 0 05006 125 1 600.507 -11.265 -7.239 0.055 0 05006 135 1 599.622 -17.641 -11.696 -0.029 0 05006 137 1 580.754 -17.782 -11.654 0.029 0 05006 104 1 560.392 -17.252 -11.673 0 0 05006 115 1 552.212 -17.175 -11.7 -0.038 0 05006 154 1 534.997 -8.096 -6.999 -0.003 0 05006 101 1 533.177 -17.317 -11.667 0 0 05006 116 1 527.292 -17.361 -11.644 0.038 0 05006 107 1 520.805 -12.921 -23.287 -0.15 0 05006 128 1 517.178 -26.565 -7.456 0.058 0 05006 109 1 507.762 -13.018 -10.597 0.011 0 05006 130 1 505.649 -23.741 -3.832 0.105 0 05006 108 1 505.401 -9.156 -18.454 -0.086 0 05006 110 1 492.359 -9.253 -5.765 0.075 0 05006 140 1 482.86 -19.98 -11.683 0.002 0 05006 127 1 476.035 -25.426 -7.508 0.056 0 05006 149 1 464.802 -6.344 -1.427 0.071 0 05006 129 1 464.506 -22.602 -3.883 0.104 0 05006 150 1 449.427 -2.578 3.405 0.134 0 05006 139 1 432.312 -19.411 -11.68 0.002 0 05006 151 1 338.941 -10.248 -7.033 -0.038 0 05006 117 1 331.236 -19.513 -11.679 0.003 0 0

5006 111 1 326.397 -28.135 -6.123 0.076 0 05006 152 1 314.021 -10.434 -6.977 0.038 0 05006 112 1 311.025 -24.369 -1.291 0.14 0 05006 143 1 307.534 -5.994 -18.62 -0.15 0 05006 145 1 294.491 -6.091 -5.93 0.011 0 05006 144 1 292.13 -2.229 -13.787 -0.086 0 05006 146 1 279.088 -2.326 -1.098 0.075 0 05006 153 1 117.965 -12.586 -7.012 0.003 0 05006 147 1 113.126 -21.208 -1.456 0.076 0 05006 148 1 97.754 -17.442 3.376 0.14 0 05001 102 2 1109.759 7.627 -11.775 0.007 0 05001 105 2 1029.631 11.572 -12.01 0.007 0 05001 127 2 1027.202 9.068 -8.493 0.005 0 05001 139 2 1026.932 10.825 -12.627 0.006 0 05001 137 2 1021.753 15.051 -12.579 0.001 0 05001 129 2 1021.308 3.555 -4.946 0.004 0 05001 123 2 1021.018 6.121 -11.793 0.002 0 05001 135 2 1020.885 14.969 -12.662 0.011 0 05001 119 2 1020.582 6.082 -21.102 0.011 0 05001 131 2 1016.062 25.22 -8.483 0.004 0 05001 141 2 1015.706 19.195 -12.615 0.005 0 05001 125 2 1015.126 0.607 -8.245 0.001 0 05001 121 2 1014.69 0.569 -17.554 0.009 0 05001 133 2 1010.169 19.706 -4.936 0.003 0 05001 140 2 973.63 10.632 -12.624 0.006 0 05001 103 2 973.033 12.916 -11.845 0.009 0 05001 138 2 968.452 14.858 -12.577 0.001 0 05001 136 2 967.584 14.776 -12.66 0.011 0 05001 142 2 962.405 19.002 -12.612 0.006 0 05001 106 2 961.269 14.216 -12.045 0.008 0 05001 128 2 958.839 11.713 -8.528 0.006 0 05001 130 2 952.946 6.199 -4.98 0.005 0 05001 124 2 952.656 8.766 -11.828 0.003 0 05001 120 2 952.219 8.727 -21.136 0.012 0 05001 132 2 947.7 27.865 -8.518 0.005 0 05001 126 2 946.763 3.252 -8.28 0.002 0 05001 122 2 946.327 3.213 -17.589 0.011 0 05001 134 2 941.807 22.351 -4.971 0.004 0 05001 104 2 938.508 16.049 -12.623 0.006 0 05001 117 2 929.018 10.421 -12.634 0.005 0 05001 116 2 922.178 16.003 -12.571 -0.002 0 05001 101 2 921.914 15.979 -12.631 0.004 0 05001 115 2 921.032 15.894 -12.681 0.012 0 05001 111 2 917.604 11.461 -7.184 0.004 0 05001 118 2 914.192 21.476 -12.618 0.005 0 05001 112 2 909.747 4.109 -2.454 0.003 0 05001 109 2 909.36 7.53 -11.584 0 0 05001 107 2 908.778 7.479 -23.996 0.011 0 0

5001 113 2 902.752 32.996 -7.172 0.003 0 05001 110 2 901.504 0.178 -6.854 -0.001 0 05001 108 2 900.922 0.127 -19.266 0.01 0 05001 114 2 894.894 25.644 -2.442 0.002 0 05001 153 2 560.252 4.03 -7.581 0.004 0 05001 152 2 553.412 9.612 -7.519 -0.003 0 05001 151 2 552.266 9.503 -7.628 0.01 0 05001 147 2 548.839 5.069 -2.132 0.002 0 05001 154 2 545.426 15.085 -7.565 0.003 0 05001 148 2 540.981 -2.283 2.598 0.001 0 05001 145 2 540.594 1.139 -6.532 -0.002 0 05001 143 2 540.012 1.088 -18.943 0.01 0 05001 149 2 533.987 26.604 -2.119 0.001 0 05001 146 2 532.738 -6.213 -1.802 -0.003 0 05001 144 2 532.156 -6.264 -14.214 0.008 0 05001 150 2 526.129 19.252 2.611 0 0 05002 137 4 675.631 13.474 0.068 0.001 0 05002 138 4 669.226 17.021 0.071 0.001 0 05002 116 4 597.234 19.214 0.066 -0.001 0 05002 102 4 576.62 15.717 0.323 0.003 0 05002 103 4 572.626 33.514 0.334 0.005 0 05002 123 4 564.542 0.417 0.095 0.001 0 05002 124 4 562.545 9.315 0.101 0.002 0 05002 125 4 547.393 -11.623 0.101 0.001 0 05002 126 4 545.396 -2.725 0.107 0.002 0 05002 105 4 522.253 13.323 0.254 0.003 0 05002 106 4 520.256 22.222 0.259 0.005 0 05002 139 4 517.334 8.493 0.048 0.006 0 05002 140 4 510.928 12.04 0.051 0.007 0 05002 127 4 503.37 7.235 0.062 0.006 0 05002 128 4 501.373 16.134 0.067 0.008 0 05002 131 4 500.294 48.073 0.074 0.002 0 05002 132 4 498.297 56.972 0.08 0.003 0 05002 141 4 495.954 18.542 0.063 0.002 0 05002 142 4 489.548 22.089 0.066 0.003 0 05002 129 4 486.206 -4.805 0.068 0.006 0 05002 130 4 484.209 4.094 0.074 0.008 0 05002 133 4 483.133 36.033 0.08 0.002 0 05002 134 4 481.137 44.932 0.086 0.003 0 05002 152 4 442.813 11.524 0.049 -0.002 0 05002 104 4 436.062 13.8 0.053 0.004 0 05002 119 4 432.008 0.488 0.003 0.006 0 05002 120 4 430.011 9.387 0.008 0.007 0 05002 109 4 421.488 1.788 0.094 0 0 05002 121 4 414.916 -11.552 0.009 0.006 0 05002 122 4 412.919 -2.653 0.015 0.007 0 05002 110 4 398.622 -14.266 0.103 0 0 05002 117 4 388.162 12.635 0.039 0.007 0 0

5002 101 4 386.051 19.225 0.042 0.004 0 05002 118 4 359.924 25.908 0.059 0.001 0 05002 111 4 339.925 10.879 0.05 0.007 0 05002 135 4 337.656 13.561 0.043 0.008 0 05002 113 4 335.824 65.329 0.066 0.001 0 05002 136 4 331.251 17.108 0.045 0.008 0 05002 112 4 317.04 -5.175 0.059 0.007 0 05002 114 4 312.943 49.276 0.075 0.001 0 05002 145 4 267.068 -5.903 0.078 -0.001 0 05002 107 4 244.775 1.883 -0.029 0.007 0 05002 146 4 244.202 -21.956 0.086 -0.001 0 05002 153 4 233.741 4.945 0.022 0.005 0 05002 108 4 221.987 -14.171 -0.02 0.007 0 05002 154 4 205.504 18.217 0.042 0 0 05002 147 4 185.505 3.189 0.033 0.006 0 05002 149 4 181.404 57.639 0.05 0 0 05002 148 4 162.619 -12.865 0.042 0.006 0 05002 150 4 158.523 41.586 0.058 0 0 05002 115 4 150.852 19.329 0.032 0.009 0 05002 143 4 90.355 -5.807 -0.045 0.005 0 05002 144 4 67.566 -21.861 -0.037 0.005 0 05002 151 4 -3.568 11.639 0.015 0.007 0 05008 136 5 644.141 -13.75 -0.063 -0.002 0 05008 135 5 596.243 -14.758 -0.061 -0.002 0 05008 115 5 567.547 -20.324 -0.055 -0.002 0 05008 120 5 544.226 5.806 -0.084 -0.002 0 05008 103 5 534.114 -4.192 -0.259 -0.003 0 05008 122 5 529.736 19.132 -0.088 -0.002 0 05008 140 5 511.182 -19.705 -0.053 -0.001 0 05008 106 5 497.563 -8.685 -0.217 -0.002 0 05008 128 5 493.514 -46.305 -0.039 -0.001 0 05008 130 5 479.01 -32.979 -0.044 -0.001 0 05008 142 5 478.835 -7.524 -0.072 -0.003 0 05008 119 5 477.283 1.565 -0.1 -0.002 0 05008 139 5 463.284 -20.714 -0.051 -0.001 0 05008 121 5 462.793 14.891 -0.104 -0.002 0 05008 132 5 458.397 -1.223 -0.059 -0.002 0 05008 134 5 443.896 12.103 -0.064 -0.002 0 05008 141 5 430.937 -8.533 -0.07 -0.003 0 05008 105 5 430.619 -12.926 -0.233 -0.003 0 05008 104 5 430.286 -15.566 -0.059 -0.002 0 05008 127 5 426.571 -50.546 -0.056 -0.002 0 05008 107 5 424.186 -0.632 -0.107 -0.002 0 05008 151 5 413.745 -12.26 -0.036 -0.002 0 05008 129 5 412.066 -37.22 -0.06 -0.002 0 05008 124 5 409.453 5.974 0.013 -0.001 0 05008 108 5 404.866 17.136 -0.113 -0.002 0 05008 102 5 400.227 -12.674 -0.291 -0.004 0 0

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7035 154 4894 12.304 -11.474 -1.248 0.002 -5.43 -0.0157035 150 4894 -8.033 7.855 -0.931 -0.134 -4.051 -176.5347035 149 4894 -16.184 -1.129 -0.942 -0.071 -4.099 -94.4997035 118 4894 -120.452 -19.124 -1.486 0.002 -6.465 -0.0257035 114 4894 -140.79 0.205 -1.169 -0.134 -5.086 -176.5447035 113 4894 -148.941 -8.779 -1.18 -0.071 -5.134 -94.5097035 133 4894 -156.293 -4.623 -1.26 -0.1 -5.481 -132.4327035 131 4894 -162.406 -11.361 -1.268 -0.053 -5.517 -70.9067035 144 4894 -165.13 -23.947 -0.351 0.086 -1.527 113.8477035 143 4894 -173.251 -32.931 -0.362 0.149 -1.576 195.8817035 146 4894 -178.231 -0.629 -0.31 -0.075 -1.347 -99.047035 151 4894 -179.945 -21.504 -0.418 0.023 -1.818 43.6127035 134 4894 -184.371 -4.624 -1.249 -0.102 -5.434 -132.437035 145 4894 -186.353 -9.593 -0.321 -0.011 -1.396 -17.1867035 132 4894 -190.484 -11.362 -1.257 -0.054 -5.47 -70.9047035 141 4894 -192.071 -19.12 -1.341 0.002 -5.832 -0.0447035 142 4894 -194.919 -19.12 -1.334 0.002 -5.805 -0.0427035 152 4894 -205.081 -1.446 -0.338 -0.023 -1.471 -43.639

7035 102 4894 -209.562 -19.122 -1.053 0.011 -4.581 -0.0367035 103 4894 -265.719 -19.123 -1.031 0.008 -4.486 -0.0327035 121 4894 -274.116 -28.475 -0.825 0.065 -3.588 85.3547035 119 4894 -280.207 -35.213 -0.833 0.113 -3.625 146.8797035 125 4894 -283.942 -10.986 -0.794 -0.055 -3.453 -74.3117035 105 4894 -288.054 -19.118 -0.896 0.008 -3.896 -0.0527035 123 4894 -290.033 -17.709 -0.802 -0.008 -3.49 -12.9217035 108 4894 -297.887 -31.597 -0.589 0.086 -2.562 113.8377035 122 4894 -302.194 -28.475 -0.814 0.064 -3.541 85.3567035 107 4894 -306.008 -40.581 -0.6 0.149 -2.611 195.8717035 120 4894 -308.285 -35.213 -0.822 0.111 -3.577 146.8827035 110 4894 -310.988 -8.279 -0.548 -0.075 -2.382 -99.057035 126 4894 -312.02 -10.987 -0.783 -0.057 -3.406 -74.3097035 115 4894 -312.701 -29.153 -0.656 0.023 -2.853 43.6027035 106 4894 -316.132 -19.119 -0.885 0.006 -3.849 -0.057035 124 4894 -318.111 -17.71 -0.791 -0.009 -3.442 -12.9197035 109 4894 -319.11 -17.243 -0.559 -0.011 -2.431 -17.1967035 101 4894 -331.892 -19.124 -0.595 0 -2.588 -0.0257035 135 4894 -337.631 -26.713 -0.712 0.017 -3.097 32.9887035 116 4894 -337.838 -9.096 -0.576 -0.023 -2.506 -43.6497035 136 4894 -340.479 -26.714 -0.706 0.017 -3.07 32.9917035 104 4894 -355.942 -19.119 -0.674 0 -2.932 -0.0497035 137 4894 -356.663 -11.527 -0.652 -0.018 -2.835 -33.0747035 148 4894 -358.41 7.853 0.484 -0.139 2.104 -176.5267035 138 4894 -359.511 -11.527 -0.645 -0.018 -2.807 -33.0717035 147 4894 -366.564 -1.131 0.473 -0.076 2.056 -94.4927035 153 4894 -397.33 -11.475 0.492 -0.002 2.141 -0.0127035 129 4894 -419.076 -4.625 -0.199 -0.104 -0.865 -132.4267035 127 4894 -425.191 -11.363 -0.207 -0.056 -0.901 -70.97035 130 4894 -447.154 -4.625 -0.188 -0.105 -0.818 -132.4247035 128 4894 -453.269 -11.363 -0.196 -0.058 -0.854 -70.8987035 112 4894 -491.167 0.203 0.246 -0.14 1.069 -176.5367035 111 4894 -499.32 -8.781 0.235 -0.076 1.021 -94.5027035 139 4894 -502.223 -19.12 -0.023 -0.002 -0.1 -0.0417035 140 4894 -505.071 -19.121 -0.017 -0.002 -0.073 -0.0397035 117 4894 -530.087 -19.125 0.254 -0.003 1.105 -0.0227036 150 4895 -126.385 -6.962 -1.743 0.015 -7.582 172.6527036 154 4895 -134.346 11.473 -2.349 0.001 -10.219 0.0217036 149 4895 -143.062 1.606 -1.787 0.008 -7.775 92.4277036 146 4895 -253 23.382 -0.313 -0.009 -1.363 -111.3877036 144 4895 -263.656 1.137 -0.208 0.006 -0.904 96.8297036 145 4895 -269.73 31.95 -0.358 -0.016 -1.557 -191.6127036 143 4895 -280.385 9.687 -0.252 -0.001 -1.098 16.787036 152 4895 -286.548 21.39 -0.512 -0.004 -2.227 -43.1167036 151 4895 -306.447 1.577 -0.293 0.002 -1.275 43.0677036 114 4895 -316.522 0.692 -1.981 0.015 -8.615 172.6417036 118 4895 -324.483 19.128 -2.587 0 -11.252 0.017036 113 4895 -333.199 9.26 -2.025 0.008 -8.809 92.415

7036 133 4895 -349.374 5.295 -2.098 0.011 -9.124 129.5117036 131 4895 -361.881 11.721 -2.131 0.006 -9.27 69.3427036 141 4895 -392.846 19.126 -2.163 0 -9.408 0.0177036 134 4895 -393.659 5.297 -1.976 0.01 -8.594 129.5017036 132 4895 -406.167 11.723 -2.009 0.005 -8.739 69.3317036 102 4895 -406.972 19.027 -1.496 -0.001 -6.508 0.4497036 142 4895 -408.905 19.128 -2.177 -0.001 -9.469 0.0097036 148 4895 -410.38 -6.933 1.367 0.012 5.947 172.5267036 147 4895 -427.052 1.635 1.323 0.005 5.753 92.37036 110 4895 -443.137 31.036 -0.551 -0.009 -2.396 -111.3987036 125 4895 -444.335 28.053 -1.025 -0.007 -4.46 -83.5187036 121 4895 -452.327 11.37 -0.946 0.004 -4.116 72.6447036 108 4895 -453.793 8.792 -0.445 0.005 -1.937 96.8187036 123 4895 -456.882 34.479 -1.059 -0.012 -4.606 -143.6877036 153 4895 -458.648 11.494 1.544 -0.003 6.716 -0.0697036 109 4895 -459.867 39.604 -0.596 -0.016 -2.591 -191.6247036 119 4895 -464.874 17.782 -0.98 -0.001 -4.262 12.6077036 107 4895 -470.522 17.341 -0.49 -0.001 -2.132 16.7697036 101 4895 -475.342 19.136 -0.594 -0.001 -2.584 -0.0287036 116 4895 -476.685 29.044 -0.75 -0.004 -3.26 -43.1277036 105 4895 -478.114 19.052 -1.083 -0.002 -4.709 0.3387036 126 4895 -488.62 28.055 -0.903 -0.008 -3.929 -83.5287036 103 4895 -495.543 19.032 -1.252 -0.004 -5.447 0.4287036 115 4895 -496.583 9.232 -0.531 0.001 -2.309 43.0567036 122 4895 -496.613 11.372 -0.824 0.003 -3.585 72.6337036 124 4895 -501.168 34.481 -0.937 -0.013 -4.075 -143.6987036 137 4895 -508.085 26.634 -0.772 -0.004 -3.357 -32.6437036 120 4895 -509.159 17.784 -0.858 -0.002 -3.731 12.5967036 106 4895 -522.4 19.055 -0.961 -0.003 -4.178 0.3287036 135 4895 -523.151 11.634 -0.606 0 -2.636 32.6097036 138 4895 -524.143 26.636 -0.786 -0.004 -3.418 -32.6527036 104 4895 -527.502 19.132 -0.657 -0.002 -2.859 -0.0097036 136 4895 -539.209 11.635 -0.62 0 -2.698 32.6017036 129 4895 -562.37 5.316 0.235 0.009 1.022 129.4167036 127 4895 -574.874 11.743 0.202 0.004 0.877 69.2477036 112 4895 -600.516 0.721 1.13 0.012 4.913 172.5157036 130 4895 -606.655 5.319 0.357 0.007 1.553 129.4067036 111 4895 -617.189 9.289 1.085 0.005 4.72 92.2897036 128 4895 -619.16 11.745 0.324 0.002 1.408 69.2377036 139 4895 -638.39 19.142 0.785 -0.003 3.414 -0.0517036 117 4895 -648.785 19.148 1.306 -0.003 5.683 -0.087036 140 4895 -654.448 19.144 0.771 -0.003 3.353 -0.059

5006 148 3392 -7.952 4.9 21.926 -0.14 10.343 -6.8425006 147 3392 -23.324 -0.393 15 -0.076 5.784 -3.5165006 153 3392 -28.163 12.586 7.012 -0.003 0.487 -13.0045006 112 3392 -161.355 11.827 26.593 -0.14 10.634 -9.137

5006 111 3392 -176.727 6.534 19.667 -0.076 6.075 -5.815006 117 3392 -181.566 19.513 11.679 -0.003 0.778 -15.2995006 146 3392 -189.286 21.793 15.295 -0.075 5.646 -10.7115006 144 3392 -202.328 21.696 -2.544 0.086 -5.567 -10.2875006 145 3392 -204.689 16.5 8.369 -0.011 1.087 -7.3835006 143 3392 -217.732 16.402 -9.47 0.15 -10.126 -6.965006 152 3392 -224.219 10.434 6.977 -0.038 0.336 -3.6335006 151 3392 -249.139 10.248 7.033 0.038 0.581 -2.8225006 139 3392 -282.642 19.411 11.68 -0.002 0.783 -14.8575006 129 3392 -314.836 13.195 22.86 -0.104 8.152 -8.2695006 127 3392 -326.365 9.226 17.666 -0.056 4.733 -5.7745006 140 3392 -333.19 19.98 11.683 -0.002 0.799 -17.3335006 110 3392 -342.689 28.72 19.962 -0.075 5.937 -13.0055006 108 3392 -355.731 28.622 2.123 0.086 -5.276 -12.5825006 130 3392 -355.979 14.334 22.809 -0.105 7.928 -13.2295006 109 3392 -358.092 23.426 13.036 -0.011 1.378 -9.6785006 150 3392 -359.625 17.777 21.897 -0.134 10.216 -2.5165006 128 3392 -367.508 10.364 17.614 -0.058 4.508 -10.7345006 107 3392 -371.135 23.329 -4.803 0.15 -9.835 -9.2545006 149 3392 -375 12.484 14.971 -0.071 5.657 0.815006 116 3392 -377.622 17.361 11.644 -0.038 0.627 -5.9285006 101 3392 -383.507 17.317 11.667 0 0.728 -5.7375006 115 3392 -402.542 17.175 11.7 0.038 0.872 -5.1165006 104 3392 -410.722 17.252 11.673 0 0.754 -5.4515006 137 3392 -431.084 17.782 11.654 -0.029 0.669 -7.7625006 154 3392 -445.195 8.096 6.999 0.003 0.43 6.5495006 135 3392 -449.952 17.641 11.696 0.029 0.855 -7.1485006 125 3392 -450.837 25.865 17.887 -0.055 4.629 -11.175006 121 3392 -460.618 25.792 4.508 0.065 -3.78 -10.8535006 123 3392 -462.389 21.895 12.692 -0.008 1.21 -8.6755006 119 3392 -472.171 21.822 -0.687 0.113 -7.2 -8.3575006 138 3392 -481.632 18.351 11.657 -0.029 0.685 -10.2385006 105 3392 -484.624 16.581 11.112 0.008 -1.688 -2.5315006 126 3392 -491.979 27.004 17.836 -0.057 4.405 -16.135006 136 3392 -500.501 18.21 11.7 0.029 0.87 -9.6245006 122 3392 -501.761 26.931 4.456 0.064 -4.005 -15.8135006 124 3392 -503.531 23.034 12.641 -0.009 0.986 -13.6355006 114 3392 -513.028 24.704 26.564 -0.134 10.507 -4.8115006 120 3392 -513.314 22.961 -0.738 0.112 -7.424 -13.3175006 106 3392 -525.767 17.72 11.061 0.007 -1.912 -7.4915006 113 3392 -528.403 19.411 19.638 -0.071 5.948 -1.4845006 102 3392 -546.036 16.376 10.922 0.011 -2.515 -1.6395006 133 3392 -578.591 22.853 22.838 -0.1 8.057 -5.0245006 131 3392 -590.122 18.884 17.644 -0.052 4.637 -2.535006 141 3392 -598.395 16.012 11.67 0.002 0.741 -0.0525006 118 3392 -598.598 15.023 11.666 0.003 0.722 4.2555006 134 3392 -619.734 23.992 22.787 -0.101 7.833 -9.9855006 103 3392 -628.322 18.654 10.819 0.009 -2.964 -11.559

5006 132 3392 -631.265 20.023 17.592 -0.054 4.413 -7.495006 142 3392 -648.943 16.581 11.674 0.002 0.756 -2.5285007 151 3395 -109.983 11.933 0.035 0.001 0.151 10.7425007 144 3395 -136.092 7.822 0.092 0.001 0.402 101.2885007 143 3395 -168.413 10.127 0.1 0.001 0.437 57.4885007 148 3395 -210.014 22.468 0.019 -0.002 0.085 -81.9835007 150 3395 -232.532 10.205 0.013 0.002 0.055 74.9785007 147 3395 -242.315 24.774 0.028 -0.002 0.12 -125.7835007 149 3395 -264.84 12.51 0.021 0.002 0.091 31.1785007 153 3395 -284.693 19.832 0.03 -0.001 0.13 -23.6555007 115 3395 -305.57 19.932 0.052 0.002 0.227 17.7145007 146 3395 -316.227 7.871 -0.034 0 -0.146 101.0725007 154 3395 -330.073 4.097 0.035 0.003 0.151 44.8695007 108 3395 -331.679 15.821 0.11 0.001 0.478 108.265007 145 3395 -348.645 10.177 -0.025 0 -0.11 57.2735007 107 3395 -364 18.126 0.118 0.001 0.513 64.465007 112 3395 -405.6 30.467 0.037 -0.001 0.161 -75.0115007 114 3395 -428.119 18.204 0.03 0.002 0.131 81.955007 111 3395 -437.901 32.773 0.045 -0.001 0.197 -118.815007 135 3395 -455.66 14.408 0.056 0.002 0.243 41.7745007 113 3395 -460.426 20.509 0.038 0.003 0.167 38.155007 121 3395 -474.114 9.749 0.098 0.002 0.427 116.5415007 117 3395 -480.28 27.831 0.047 -0.001 0.206 -16.6835007 101 3395 -488.966 19.998 0.044 0.001 0.19 17.435007 119 3395 -498.355 11.478 0.104 0.002 0.453 83.6925007 152 3395 -504.783 11.996 0.03 0 0.13 10.4715007 110 3395 -511.813 15.87 -0.016 0 -0.07 108.0445007 136 3395 -516.206 13.377 0.059 0.002 0.258 46.2625007 118 3395 -525.659 12.096 0.052 0.003 0.227 51.8415007 129 3395 -529.555 20.734 0.043 0 0.189 -20.9115007 122 3395 -535.548 5.501 0.08 0.001 0.35 135.0415007 109 3395 -544.232 18.176 -0.008 0.001 -0.034 64.2455007 133 3395 -546.444 11.537 0.038 0.003 0.167 96.8095007 127 3395 -553.781 22.463 0.05 0 0.216 -53.7615007 120 3395 -559.789 7.23 0.086 0.001 0.377 102.1925007 131 3395 -570.675 13.266 0.044 0.003 0.194 63.9595007 104 3395 -580.137 15.375 0.052 0.001 0.226 37.5645007 102 3395 -586.489 12.488 -0.194 0.003 -0.845 50.1375007 139 3395 -587.94 20.388 0.052 -0.001 0.227 15.7295007 130 3395 -590.989 16.486 0.026 -0.001 0.112 -2.4115007 105 3395 -607.719 12.745 -0.132 0.002 -0.576 49.0145007 134 3395 -607.878 7.289 0.021 0.002 0.09 115.3095007 125 3395 -609.215 9.786 0.004 0.001 0.016 116.385007 128 3395 -615.215 18.215 0.032 -0.001 0.139 -35.2615007 141 3395 -622.299 8.475 0.056 0.003 0.243 67.6125007 132 3395 -632.109 9.018 0.027 0.002 0.117 82.4595007 123 3395 -633.529 11.515 0.01 0.001 0.043 83.535007 140 3395 -648.487 19.358 0.056 -0.001 0.242 20.218

5007 106 3395 -669.153 8.497 -0.15 0.001 -0.653 67.5145007 126 3395 -670.649 5.539 -0.014 0.001 -0.061 134.885007 142 3395 -682.846 7.444 0.059 0.003 0.258 72.15007 124 3395 -694.963 7.268 -0.008 0.001 -0.034 102.035007 116 3395 -700.369 19.995 0.047 0 0.206 17.4435007 103 3395 -709.356 3.992 -0.229 0.002 -0.999 87.1365007 137 3395 -754.58 14.455 0.052 0.001 0.227 41.5685007 138 3395 -815.126 13.424 0.056 0.001 0.242 46.0565008 152 3396 62.153 11.903 0.035 0 0.151 10.8755008 146 3396 10.5 7.935 -0.037 0 -0.159 100.7955008 145 3396 -8.723 10.199 -0.042 0.001 -0.183 57.1755008 116 3396 -37.007 19.967 0.054 0.001 0.236 17.5635008 150 3396 -54.647 10.215 0.06 0.002 0.262 74.9345008 149 3396 -73.981 12.48 0.055 0.002 0.237 31.3125008 110 3396 -88.66 15.999 -0.017 0.001 -0.073 107.4835008 148 3396 -101.466 22.768 0.033 0 0.145 -83.2885008 109 3396 -107.883 18.263 -0.022 0.001 -0.097 63.8635008 154 3396 -113.454 4.037 0.048 0.002 0.208 45.1315008 147 3396 -120.805 25.032 0.028 0 0.121 -126.9095008 114 3396 -153.807 18.279 0.08 0.002 0.348 81.6225008 153 3396 -156.176 20.126 0.023 0 0.098 -24.9365008 137 3396 -161.373 14.488 0.06 0.001 0.26 41.4245008 144 3396 -169.101 8.159 0.093 0.001 0.404 99.8215008 113 3396 -173.141 20.544 0.074 0.002 0.323 385008 143 3396 -188.421 10.423 0.087 0.001 0.38 56.2015008 125 3396 -191.487 9.96 0.007 0.002 0.032 115.6225008 112 3396 -200.626 30.832 0.053 0.001 0.231 -76.65008 123 3396 -205.904 11.658 0.003 0.002 0.014 82.9085008 138 3396 -209.271 13.479 0.062 0.001 0.269 45.8185008 118 3396 -212.614 12.101 0.068 0.003 0.294 51.8195008 111 3396 -219.965 33.097 0.047 0.001 0.206 -120.2215008 133 3396 -240.348 11.67 0.08 0.003 0.348 96.2275008 101 3396 -247.9 20.161 0.049 0.001 0.215 16.725008 131 3396 -254.848 13.369 0.076 0.003 0.329 63.515008 117 3396 -255.336 28.19 0.042 0.001 0.184 -18.2485008 126 3396 -258.431 5.719 -0.009 0.001 -0.038 134.0925008 102 3396 -263.622 12.674 0.291 0.004 1.267 49.3255008 108 3396 -268.261 16.223 0.113 0.002 0.49 106.5095008 124 3396 -272.848 7.417 -0.013 0.001 -0.056 101.3775008 129 3396 -275.461 21.085 0.06 0.002 0.26 -22.445008 107 3396 -287.581 18.487 0.107 0.002 0.466 62.8895008 127 3396 -289.966 22.783 0.056 0.002 0.242 -55.1565008 104 3396 -293.681 15.566 0.059 0.002 0.255 36.7325008 105 3396 -294.014 12.926 0.233 0.003 1.016 48.2295008 141 3396 -294.332 8.533 0.07 0.003 0.304 67.3615008 134 3396 -307.291 7.429 0.064 0.002 0.277 114.6965008 132 3396 -321.792 9.128 0.059 0.002 0.259 81.985008 121 3396 -326.188 10.128 0.104 0.002 0.455 114.892

5008 139 3396 -326.679 20.714 0.051 0.001 0.22 14.315008 151 3396 -331.782 12.26 0.036 0.002 0.156 9.325008 119 3396 -340.677 11.826 0.1 0.002 0.437 82.1775008 142 3396 -342.23 7.524 0.072 0.003 0.313 71.7545008 130 3396 -342.405 16.844 0.044 0.001 0.19 -3.975008 128 3396 -356.909 18.542 0.039 0.001 0.171 -36.6865008 106 3396 -360.958 8.685 0.217 0.002 0.945 66.6995008 140 3396 -374.577 19.705 0.053 0.001 0.229 18.7045008 122 3396 -393.131 5.887 0.088 0.002 0.384 133.3625008 103 3396 -397.509 4.192 0.259 0.003 1.126 86.2655008 120 3396 -407.621 7.585 0.084 0.002 0.366 100.6475008 115 3396 -430.942 20.324 0.055 0.002 0.242 16.0085008 135 3396 -459.638 14.758 0.061 0.002 0.264 40.2475008 136 3396 -507.536 13.75 0.063 0.002 0.273 44.6415009 150 3397 -142.064 10.253 0.091 0.001 0.396 74.7695009 144 3397 -150.508 8.115 0.125 0.001 0.545 100.0095009 146 3397 -150.559 7.979 -0.092 0.001 -0.403 100.6055009 148 3397 -154.553 22.563 0.046 0.002 0.2 -82.3955009 149 3397 -167.78 12.534 0.071 0.001 0.307 31.0755009 143 3397 -176.226 10.396 0.105 0.001 0.456 56.3195009 145 3397 -176.278 10.259 -0.113 0.001 -0.491 56.9165009 147 3397 -180.269 24.844 0.026 0.001 0.111 -126.095009 153 3397 -217.987 19.988 0.012 0.001 0.051 -24.3355009 151 3397 -218.504 12.219 0.055 0.001 0.239 9.4995009 152 3397 -218.637 12 -0.002 0.001 -0.009 10.4525009 154 3397 -219.153 4.231 0.041 0.001 0.18 44.2855009 114 3397 -287.77 18.347 0.107 0.001 0.465 81.3295009 108 3397 -296.214 16.209 0.141 0.002 0.614 106.5685009 110 3397 -296.265 16.072 -0.077 0.002 -0.334 107.1645009 112 3397 -300.259 30.657 0.062 0.002 0.269 -75.8365009 113 3397 -313.486 20.628 0.086 0.001 0.376 37.6345009 107 3397 -321.932 18.49 0.121 0.002 0.525 62.8795009 109 3397 -321.984 18.353 -0.097 0.001 -0.422 63.4755009 111 3397 -325.975 32.938 0.041 0.002 0.18 -119.5315009 117 3397 -363.693 28.082 0.027 0.001 0.12 -17.7765009 115 3397 -364.21 20.313 0.071 0.001 0.308 16.0585009 101 3397 -364.265 20.235 0.04 0.001 0.173 16.3985009 116 3397 -364.342 20.094 0.014 0.001 0.06 17.0115009 118 3397 -364.859 12.325 0.057 0.001 0.249 50.8455009 133 3397 -390.421 11.58 0.095 0.002 0.412 96.625009 121 3397 -396.754 9.977 0.12 0.002 0.524 115.5495009 125 3397 -396.793 9.874 -0.043 0.002 -0.187 115.9975009 129 3397 -399.788 20.813 0.061 0.002 0.265 -21.2545009 131 3397 -409.708 13.291 0.079 0.002 0.346 63.8495009 119 3397 -416.043 11.687 0.105 0.002 0.457 82.7825009 123 3397 -416.082 11.585 -0.058 0.002 -0.253 83.2295009 127 3397 -419.075 22.524 0.046 0.002 0.198 -54.0255009 102 3397 -424.377 12.291 0.744 0.002 3.238 50.991

5009 104 3397 -431.603 15.7 0.047 0.001 0.207 36.1485009 105 3397 -447.811 12.818 0.572 0.001 2.493 48.6965009 139 3397 -452.695 20.658 0.036 0.001 0.159 14.5565009 135 3397 -453.086 14.775 0.069 0.002 0.301 40.1735009 137 3397 -453.186 14.61 0.026 0.001 0.114 40.8955009 141 3397 -453.577 8.728 0.059 0.002 0.256 66.5125009 134 3397 -455.327 7.309 0.048 0.001 0.21 115.2225009 122 3397 -461.66 5.706 0.074 0.002 0.322 134.1525009 126 3397 -461.699 5.603 -0.089 0.001 -0.389 134.5995009 130 3397 -464.694 16.541 0.014 0.002 0.063 -2.6515009 132 3397 -474.614 9.02 0.033 0.001 0.144 82.4515009 120 3397 -480.949 7.416 0.059 0.001 0.255 101.3855009 124 3397 -480.987 7.313 -0.105 0.001 -0.455 101.8325009 128 3397 -483.981 18.252 -0.001 0.002 -0.003 -35.4225009 140 3397 -507.398 19.594 0.037 0.001 0.161 19.195009 136 3397 -507.789 13.711 0.07 0.002 0.303 44.8075009 138 3397 -507.889 13.546 0.027 0.002 0.115 45.5295009 142 3397 -508.28 7.664 0.059 0.002 0.258 71.1455009 106 3397 -512.717 8.547 0.526 0.001 2.291 67.2985009 103 3397 -554.188 3.748 0.651 0.001 2.835 88.1965010 148 3398 167.268 -6.95 -14.874 0.193 -9.681 2.9585010 153 3398 166.902 0.578 0.013 0.001 0.056 -2.5175010 147 3398 160.458 -12.426 -7.962 0.104 -5.182 7.085010 112 3398 69.612 -7.397 -14.857 0.193 -9.606 4.9015010 117 3398 69.246 0.132 0.03 0.001 0.131 -0.5735010 111 3398 62.802 -12.872 -7.945 0.104 -5.107 9.0235010 139 3398 -46.179 0.4 0.04 0.001 0.174 -1.7445010 140 3398 -81.138 0.817 0.04 0.001 0.174 -3.5575010 144 3398 -98.158 11.208 -8.238 0.107 -4.961 -6.425010 143 3398 -104.904 5.731 -1.326 0.018 -0.463 -2.2965010 146 3398 -115.756 11.18 9.527 -0.12 5.93 -6.35010 151 3398 -117.014 -0.598 0.058 0.044 0.254 2.6065010 130 3398 -119.723 -4.384 -11.21 0.144 -7.498 -1.395010 145 3398 -122.502 5.704 16.44 -0.21 10.429 -2.1765010 128 3398 -124.83 -8.491 -6.026 0.077 -4.124 1.7015010 129 3398 -133.615 -5.398 -11.13 0.145 -7.147 3.0255010 127 3398 -138.723 -9.505 -5.945 0.078 -3.773 6.1175010 152 3398 -150.559 -0.634 -0.004 -0.044 -0.016 2.7635010 108 3398 -195.815 10.761 -8.221 0.107 -4.886 -4.4765010 107 3398 -202.56 5.285 -1.308 0.018 -0.387 -0.3535010 110 3398 -213.413 10.734 9.545 -0.12 6.006 -4.3565010 115 3398 -214.67 -1.045 0.076 0.044 0.329 4.555010 109 3398 -220.158 5.258 16.457 -0.209 10.504 -0.2325010 104 3398 -242.164 -1.117 0.051 0 0.223 4.8635010 101 3398 -244.14 -1.116 0.043 0 0.188 4.8595010 116 3398 -248.216 -1.081 0.014 -0.043 0.059 4.7075010 135 3398 -261.144 -0.49 0.074 0.034 0.323 2.1355010 137 3398 -286.543 -0.518 0.027 -0.033 0.119 2.254

5010 136 3398 -296.103 -0.074 0.074 0.034 0.323 0.3225010 122 3398 -318.793 9.234 -6.233 0.079 -3.958 -8.4245010 138 3398 -321.502 -0.101 0.027 -0.033 0.119 0.445010 120 3398 -323.852 5.127 -1.049 0.012 -0.584 -5.3315010 126 3398 -331.991 9.214 7.091 -0.091 4.211 -8.3335010 121 3398 -332.685 8.22 -6.152 0.08 -3.608 -4.0085010 124 3398 -337.05 5.107 12.275 -0.158 7.585 -5.2415010 119 3398 -337.744 4.113 -0.968 0.013 -0.234 -0.9155010 150 3398 -340.473 7.584 -14.824 0.191 -9.464 0.0675010 106 3398 -341.941 -2.993 0.857 -0.016 3.731 13.0335010 125 3398 -345.884 8.2 7.172 -0.09 4.561 -3.9185010 149 3398 -347.278 2.108 -7.912 0.102 -4.966 4.1895010 123 3398 -350.943 4.093 12.356 -0.157 7.935 -0.8255010 105 3398 -355.834 -4.007 0.937 -0.015 4.081 17.4495010 154 3398 -434.475 -1.811 0.042 -0.001 0.181 7.8865010 103 3398 -436.093 -2.608 1.064 -0.022 4.636 11.3585010 114 3398 -438.129 7.138 -14.807 0.191 -9.389 2.0115010 113 3398 -444.934 1.662 -7.895 0.102 -4.89 6.1335010 102 3398 -463.877 -4.636 1.225 -0.02 5.336 20.1895010 134 3398 -500.529 6.517 -11.173 0.142 -7.335 -3.5585010 141 3398 -501.508 -1.408 0.062 0 0.269 6.1335010 132 3398 -505.633 2.41 -5.989 0.075 -3.961 -0.4675010 133 3398 -514.421 5.503 -11.092 0.143 -6.985 0.8575010 131 3398 -519.525 1.396 -5.908 0.076 -3.611 3.9495010 118 3398 -532.132 -2.257 0.059 0 0.257 9.835010 142 3398 -536.467 -0.992 0.062 0 0.268 4.3195001 150 3403 -330.5 -6.71 22.692 0 10.725 14.7245001 144 3403 -336.528 -13.203 -2.118 -0.008 -6.663 -26.6995001 146 3403 -337.11 -13.254 15.999 0.003 5.759 -26.4765001 149 3403 -338.358 -5.003 15.663 -0.001 5.719 27.0175001 143 3403 -344.384 -11.496 -9.146 -0.01 -11.669 -14.4075001 145 3403 -344.966 -11.547 8.97 0.002 0.754 -14.1845001 148 3403 -345.353 -12.916 22.704 -0.001 10.779 -18.6545001 154 3403 -349.798 -15.085 7.565 -0.003 -0.055 23.8865001 147 3403 -353.21 -11.21 15.676 -0.002 5.774 -6.3615001 151 3403 -356.638 -9.503 7.628 -0.01 0.218 -0.4235001 152 3403 -357.784 -9.612 7.519 0.003 -0.258 0.0525001 153 3403 -364.624 -4.03 7.581 -0.004 0.015 -24.2585001 114 3403 -568.847 -13.101 27.744 -0.002 10.727 14.6875001 108 3403 -574.874 -19.594 2.935 -0.01 -6.661 -26.7365001 110 3403 -575.456 -19.645 21.052 0.001 5.761 -26.5145001 113 3403 -576.704 -11.395 20.716 -0.003 5.721 26.985001 107 3403 -582.73 -17.888 -4.094 -0.011 -11.667 -14.4445001 109 3403 -583.312 -17.939 14.023 0 0.755 -14.2225001 112 3403 -583.699 -19.308 27.757 -0.003 10.781 -18.6915001 118 3403 -588.144 -21.476 12.618 -0.005 -0.053 23.8495001 111 3403 -591.557 -17.601 20.728 -0.004 5.775 -6.3985001 115 3403 -594.984 -15.894 12.681 -0.012 0.22 -0.461

5001 101 3403 -595.866 -15.979 12.631 -0.004 0.005 -0.0935001 116 3403 -596.13 -16.003 12.571 0.002 -0.257 0.0145001 117 3403 -602.97 -10.421 12.634 -0.005 0.017 -24.2955001 104 3403 -612.46 -16.049 12.623 -0.006 -0.032 0.2125001 134 3403 -615.759 -12.944 23.948 -0.004 7.967 7.1745001 122 3403 -620.28 -17.814 5.341 -0.011 -5.074 -23.8945001 126 3403 -620.716 -17.852 18.928 -0.002 4.243 -23.7275001 132 3403 -621.652 -11.664 18.676 -0.005 4.212 16.3935001 120 3403 -626.172 -16.534 0.069 -0.012 -8.829 -14.6755001 124 3403 -626.608 -16.572 13.657 -0.003 0.488 -14.5085001 130 3403 -626.898 -17.599 23.957 -0.005 8.008 -17.865001 128 3403 -632.792 -16.319 18.686 -0.006 4.253 -8.645001 106 3403 -635.221 -14.216 12.045 -0.008 -2.549 -7.7675001 142 3403 -636.358 -19.002 12.612 -0.006 -0.077 13.0755001 136 3403 -641.536 -14.776 12.66 -0.011 0.13 -5.3315001 138 3403 -642.404 -14.858 12.577 -0.001 -0.231 -4.9715001 103 3403 -646.986 -12.916 11.845 -0.009 -3.42 -13.4295001 140 3403 -647.583 -10.632 12.624 -0.006 -0.024 -23.3775001 133 3403 -684.122 -10.299 23.913 -0.003 7.815 -4.3445001 121 3403 -688.642 -15.169 5.306 -0.009 -5.225 -35.4125001 125 3403 -689.079 -15.207 18.893 -0.001 4.091 -35.2455001 141 3403 -689.659 -19.195 12.615 -0.005 -0.067 13.9145001 131 3403 -690.015 -9.019 18.641 -0.004 4.061 4.8755001 119 3403 -694.534 -13.889 0.034 -0.011 -8.98 -26.1935001 135 3403 -694.837 -14.969 12.662 -0.011 0.14 -4.4925001 123 3403 -694.971 -13.927 13.622 -0.002 0.337 -26.0265001 129 3403 -695.261 -14.954 23.922 -0.004 7.856 -29.3785001 137 3403 -695.705 -15.051 12.579 -0.001 -0.221 -4.1325001 139 3403 -700.884 -10.825 12.627 -0.006 -0.014 -22.5385001 127 3403 -701.154 -13.674 18.651 -0.005 4.102 -20.1585001 105 3403 -703.584 -11.572 12.01 -0.007 -2.701 -19.2865001 102 3403 -783.711 -7.627 11.775 -0.007 -3.722 -36.4655002 151 3405 85.531 -11.639 -0.015 -0.007 -0.065 -12.0255002 144 3405 14.397 -11.498 0.037 -0.005 0.161 -85.2765002 143 3405 -8.392 -12.048 0.045 -0.005 0.198 -49.1225002 115 3405 -14.247 -19.329 -0.032 -0.009 -0.138 -20.3435002 150 3405 -76.56 -20.072 -0.058 0 -0.253 71.5485002 148 3405 -80.656 -13.178 -0.042 -0.006 -0.183 -62.035002 108 3405 -85.382 -19.189 0.02 -0.007 0.087 -93.5945002 149 3405 -99.441 -20.622 -0.05 0 -0.216 107.7025002 147 3405 -103.542 -13.728 -0.033 -0.006 -0.146 -25.8765002 107 3405 -108.17 -19.738 0.029 -0.007 0.124 -57.4395002 154 3405 -123.541 -18.217 -0.042 0 -0.184 16.6255002 153 3405 -151.778 -4.945 -0.022 -0.005 -0.095 -41.1765002 146 3405 -162.239 -11.403 -0.086 0.001 -0.375 -85.6925002 114 3405 -176.338 -27.762 -0.075 -0.001 -0.327 63.2315002 112 3405 -180.435 -20.868 -0.059 -0.007 -0.257 -70.3475002 145 3405 -185.105 -11.953 -0.078 0.001 -0.338 -49.538

5002 136 3405 -194.646 -17.108 -0.045 -0.008 -0.198 -30.0165002 113 3405 -199.219 -28.312 -0.066 -0.001 -0.29 99.3845002 135 3405 -201.051 -13.561 -0.043 -0.008 -0.185 -45.4615002 111 3405 -203.32 -21.418 -0.05 -0.007 -0.22 -34.1945002 118 3405 -223.319 -25.908 -0.059 -0.001 -0.257 8.3075002 101 3405 -249.446 -19.225 -0.042 -0.004 -0.184 -20.7945002 117 3405 -251.557 -12.635 -0.039 -0.007 -0.169 -49.4935002 110 3405 -262.017 -19.093 -0.103 0 -0.449 -94.0095002 122 3405 -276.314 -22.366 -0.015 -0.007 -0.064 -61.5955002 121 3405 -278.311 -13.468 -0.009 -0.006 -0.039 -100.3495002 109 3405 -284.883 -19.643 -0.094 0 -0.411 -57.8555002 120 3405 -293.406 -22.779 -0.008 -0.007 -0.036 -34.4795002 119 3405 -295.403 -13.88 -0.003 -0.006 -0.011 -73.2335002 104 3405 -299.457 -13.8 -0.053 -0.004 -0.232 -44.4235002 134 3405 -344.532 -28.796 -0.086 -0.003 -0.374 56.0235002 133 3405 -346.529 -19.898 -0.08 -0.002 -0.35 17.275002 130 3405 -347.604 -23.626 -0.074 -0.008 -0.322 -44.165002 129 3405 -349.601 -14.727 -0.068 -0.006 -0.297 -82.9145002 142 3405 -352.944 -22.089 -0.066 -0.003 -0.288 -8.3245002 141 3405 -359.349 -18.542 -0.063 -0.002 -0.275 -23.7695002 152 3405 -360.85 -11.524 -0.049 0.002 -0.214 -12.5255002 132 3405 -361.692 -29.209 -0.08 -0.003 -0.346 83.1385002 131 3405 -363.689 -20.31 -0.074 -0.002 -0.322 44.3855002 128 3405 -364.768 -24.038 -0.067 -0.008 -0.294 -17.0455002 127 3405 -366.765 -15.14 -0.062 -0.006 -0.269 -55.7995002 140 3405 -374.323 -12.04 -0.051 -0.007 -0.221 -52.0875002 139 3405 -380.729 -8.493 -0.048 -0.006 -0.208 -67.5325002 106 3405 -383.651 -22.222 -0.259 -0.005 -1.13 -7.7435002 105 3405 -385.648 -13.323 -0.254 -0.003 -1.105 -46.4975002 126 3405 -408.791 -22.295 -0.107 -0.002 -0.466 -61.9075002 125 3405 -410.788 -13.396 -0.101 -0.001 -0.441 -100.665002 124 3405 -425.94 -22.707 -0.101 -0.002 -0.438 -34.7915002 123 3405 -427.937 -13.808 -0.095 -0.001 -0.413 -73.5455002 103 3405 -436.021 -33.514 -0.334 -0.005 -1.456 41.4335002 102 3405 -440.015 -15.717 -0.323 -0.003 -1.406 -36.0755002 116 3405 -460.629 -19.214 -0.066 0.001 -0.288 -20.8435002 138 3405 -532.621 -17.021 -0.071 -0.001 -0.311 -30.3955002 137 3405 -539.026 -13.474 -0.068 -0.001 -0.298 -45.845003 152 3406 -25.634 -11.607 -0.059 0.002 -0.256 -12.1625003 146 3406 -74.691 -11.387 -0.089 0.001 -0.387 -85.7625003 145 3406 -109.197 -11.92 -0.105 0.001 -0.458 -49.6835003 148 3406 -135.704 -12.627 0.017 -0.003 0.075 -64.4295003 147 3406 -170.191 -13.16 0.001 -0.004 0.004 -28.355003 116 3406 -183.778 -19.121 -0.073 0.001 -0.316 -21.2495003 150 3406 -191.096 -20.058 0.001 0 0.006 71.4875003 153 3406 -225.554 -4.378 -0.017 -0.004 -0.073 -43.6465003 149 3406 -225.588 -20.591 -0.015 0 -0.066 107.5665003 110 3406 -232.835 -18.9 -0.103 0 -0.447 -94.85

5003 144 3406 -251.68 -10.976 0.044 -0.005 0.192 -87.5535003 109 3406 -267.341 -19.433 -0.119 0 -0.518 -58.775003 154 3406 -272.747 -18.146 -0.037 -0.001 -0.161 16.3155003 143 3406 -286.263 -11.508 0.028 -0.005 0.12 -51.4755003 112 3406 -293.848 -20.14 0.004 -0.005 0.016 -73.5175003 111 3406 -328.335 -20.673 -0.013 -0.005 -0.056 -37.4375003 114 3406 -349.24 -27.571 -0.012 -0.001 -0.054 62.3995003 117 3406 -383.698 -11.891 -0.031 -0.005 -0.133 -52.7345003 113 3406 -383.732 -28.104 -0.029 -0.002 -0.126 98.4785003 125 3406 -388.47 -17.945 -0.076 -0.001 -0.331 -80.855003 137 3406 -393.114 -13.209 -0.071 0 -0.307 -46.9935003 101 3406 -395.36 -18.783 -0.034 -0.003 -0.15 -22.7195003 138 3406 -397.523 -16.715 -0.073 -0.001 -0.319 -31.7255003 108 3406 -409.824 -18.489 0.03 -0.006 0.132 -96.6415003 123 3406 -414.35 -18.344 -0.088 -0.001 -0.385 -53.795003 118 3406 -430.891 -25.66 -0.051 -0.002 -0.221 7.2285003 129 3406 -434.23 -18.875 0.004 -0.005 0.016 -64.855003 107 3406 -444.407 -19.021 0.014 -0.007 0.06 -60.5625003 127 3406 -460.095 -19.275 -0.009 -0.005 -0.038 -37.7915003 151 3406 -472.667 -10.917 0.005 -0.007 0.022 -15.1695003 133 3406 -475.774 -24.448 -0.008 -0.002 -0.036 37.0875003 104 3406 -484.897 -13.224 -0.045 -0.004 -0.196 -46.9285003 126 3406 -485.756 -21.896 -0.101 -0.002 -0.442 -63.6435003 131 3406 -501.643 -24.848 -0.021 -0.002 -0.09 64.1465003 124 3406 -511.636 -22.296 -0.114 -0.002 -0.495 -36.5835003 102 3406 -515.678 -25.038 0.212 -0.003 0.925 4.525003 121 3406 -521.212 -17.636 0.024 -0.006 0.103 -82.1935003 105 3406 -524.885 -17.69 0.139 -0.003 0.603 -27.4825003 130 3406 -531.516 -22.826 -0.022 -0.006 -0.095 -47.6435003 139 3406 -544.482 -7.736 -0.039 -0.005 -0.169 -70.8315003 119 3406 -547.149 -18.036 0.011 -0.006 0.049 -55.1345003 140 3406 -548.891 -11.241 -0.042 -0.005 -0.181 -55.5635003 128 3406 -557.381 -23.226 -0.034 -0.006 -0.149 -20.5835003 134 3406 -573.06 -28.399 -0.034 -0.003 -0.147 54.2945003 141 3406 -580.214 -18.16 -0.054 -0.003 -0.235 -25.4325003 142 3406 -584.623 -21.666 -0.057 -0.003 -0.247 -10.1645003 132 3406 -598.929 -28.799 -0.046 -0.003 -0.201 81.3535003 122 3406 -618.497 -21.588 -0.002 -0.007 -0.008 -64.9865003 106 3406 -622.171 -21.641 0.113 -0.004 0.492 -10.2755003 115 3406 -630.811 -18.43 -0.009 -0.008 -0.038 -24.2575003 120 3406 -644.435 -21.987 -0.014 -0.007 -0.062 -37.9275003 103 3406 -710.249 -32.94 0.161 -0.005 0.703 38.9355003 135 3406 -731.582 -12.687 -0.022 -0.007 -0.096 -49.275003 136 3406 -735.991 -16.192 -0.025 -0.008 -0.109 -34.0025004 148 3407 -114.379 -12.703 0.08 -0.012 0.348 -64.15004 146 3407 -124.414 -11.265 -0.14 0.001 -0.611 -86.2915004 144 3407 -124.787 -11.052 0.111 -0.009 0.484 -87.2225004 150 3407 -140.047 -19.916 0.069 0 0.3 70.87

5004 147 3407 -143.091 -13.23 0.039 -0.011 0.169 -28.0435004 145 3407 -153.124 -11.794 -0.181 0.001 -0.79 -50.2315004 143 3407 -153.497 -11.58 0.07 -0.009 0.305 -51.1625004 149 3407 -168.758 -20.444 0.028 0 0.121 106.9275004 153 3407 -194.735 -3.91 -0.008 -0.009 -0.034 -45.6825004 152 3407 -199.166 -11.429 -0.117 0.002 -0.509 -12.9375004 151 3407 -199.747 -11.088 0.088 -0.011 0.382 -14.4235004 154 3407 -204.178 -18.607 -0.021 0 -0.093 18.3225004 112 3407 -247.377 -20.203 0.073 -0.014 0.317 -73.2465004 110 3407 -257.412 -18.765 -0.147 -0.002 -0.641 -95.4375004 108 3407 -257.785 -18.552 0.104 -0.012 0.454 -96.3685004 114 3407 -273.045 -27.416 0.062 -0.003 0.27 61.7245004 111 3407 -276.089 -20.73 0.032 -0.014 0.138 -37.1895004 109 3407 -286.123 -19.294 -0.188 -0.001 -0.82 -59.3775004 107 3407 -286.496 -19.08 0.063 -0.012 0.275 -60.3085004 113 3407 -301.757 -27.944 0.021 -0.003 0.091 97.7815004 117 3407 -327.734 -11.41 -0.015 -0.012 -0.064 -54.8285004 116 3407 -332.165 -18.929 -0.124 -0.001 -0.539 -22.0835004 101 3407 -332.496 -18.75 -0.017 -0.006 -0.076 -22.8655004 115 3407 -332.745 -18.588 0.081 -0.014 0.351 -23.5695004 118 3407 -337.176 -26.107 -0.028 -0.003 -0.123 9.1765004 130 3407 -362.317 -15.065 0.04 -0.014 0.176 -81.4435004 126 3407 -369.843 -13.987 -0.125 -0.004 -0.543 -98.0855004 122 3407 -370.123 -13.827 0.064 -0.012 0.278 -98.7835004 134 3407 -381.568 -20.475 0.032 -0.005 0.14 19.7855004 128 3407 -383.851 -15.461 0.009 -0.014 0.041 -54.45004 124 3407 -391.376 -14.383 -0.156 -0.004 -0.678 -71.045004 120 3407 -391.656 -14.223 0.033 -0.012 0.144 -71.7395004 104 3407 -402.091 -13.272 -0.024 -0.008 -0.105 -46.7215004 132 3407 -403.102 -20.871 0.001 -0.005 0.006 46.8285004 103 3407 -405.55 -17.422 0.666 -0.007 2.9 -28.6455004 140 3407 -423.332 -6.983 -0.022 -0.012 -0.095 -74.1085004 106 3407 -426.124 -13.831 0.495 -0.007 2.157 -44.2845004 138 3407 -426.687 -12.676 -0.104 -0.004 -0.454 -49.3155004 136 3407 -427.126 -12.418 0.051 -0.014 0.22 -50.445004 129 3407 -427.959 -10.871 0.067 -0.012 0.292 -99.7095004 142 3407 -430.481 -18.111 -0.032 -0.005 -0.139 -25.6485004 125 3407 -435.486 -9.793 -0.098 -0.003 -0.427 -116.3515004 121 3407 -435.765 -9.633 0.09 -0.011 0.394 -117.055004 133 3407 -447.21 -16.281 0.059 -0.004 0.256 1.5195004 139 3407 -449.197 -5.16 -0.02 -0.011 -0.087 -82.0485004 127 3407 -449.493 -11.267 0.036 -0.012 0.157 -72.6665004 137 3407 -452.552 -10.853 -0.102 -0.003 -0.446 -57.2565004 135 3407 -452.991 -10.594 0.052 -0.013 0.228 -58.3815004 141 3407 -456.346 -16.287 -0.03 -0.005 -0.131 -33.5895004 123 3407 -457.018 -10.189 -0.129 -0.003 -0.562 -89.3075004 119 3407 -457.298 -10.029 0.06 -0.01 0.26 -90.0055004 131 3407 -468.744 -16.677 0.028 -0.004 0.122 28.562

5004 105 3407 -491.767 -9.637 0.522 -0.005 2.273 -62.555004 102 3407 -536.835 -9.034 0.719 -0.004 3.132 -65.1785005 150 3408 -326.64 -6.772 -15.069 -0.182 -10.529 14.9975005 149 3408 -334.79 -1.543 -8.072 -0.097 -5.66 11.9465005 146 3408 -338.163 -21.912 9.63 0.116 6.378 11.2285005 144 3408 -339.529 -21.648 -8.371 -0.107 -5.54 10.0795005 154 3408 -342.434 -15.735 -0.014 0 -0.059 26.7175005 145 3408 -346.304 -16.682 16.627 0.2 11.247 8.185005 143 3408 -347.671 -16.418 -1.374 -0.023 -0.672 7.035005 148 3408 -356.247 -14.985 -15.06 -0.192 -10.491 -9.6435005 152 3408 -358.116 -10.927 -0.14 0.04 -0.611 5.7785005 151 3408 -361.154 -10.359 0.124 -0.048 0.539 3.3075005 147 3408 -364.398 -9.755 -8.063 -0.107 -5.623 -12.6945005 153 3408 -376.836 -5.551 -0.003 -0.008 -0.013 -17.6325005 114 3408 -567.628 -13.732 -15.072 -0.184 -10.544 17.4355005 113 3408 -575.778 -8.503 -8.075 -0.099 -5.675 14.3845005 110 3408 -579.151 -28.871 9.627 0.113 6.363 13.6665005 108 3408 -580.517 -28.608 -8.374 -0.11 -5.555 12.5175005 118 3408 -583.422 -22.695 -0.017 -0.002 -0.074 29.1555005 109 3408 -587.292 -23.642 16.624 0.198 11.232 10.6185005 107 3408 -588.659 -23.378 -1.377 -0.025 -0.687 9.4685005 112 3408 -597.235 -21.945 -15.064 -0.194 -10.506 -7.2055005 116 3408 -599.104 -17.887 -0.144 0.038 -0.626 8.2165005 115 3408 -602.142 -17.319 0.12 -0.05 0.524 5.7455005 101 3408 -602.47 -17.4 -0.008 -0.005 -0.037 6.0955005 111 3408 -605.386 -16.715 -8.067 -0.11 -5.638 -10.2565005 104 3408 -617.453 -17.67 -0.014 -0.007 -0.06 7.2725005 117 3408 -617.824 -12.511 -0.006 -0.01 -0.028 -15.1945005 134 3408 -619.52 -15.618 -11.314 -0.141 -7.951 18.8195005 132 3408 -625.633 -11.695 -6.066 -0.077 -4.3 16.535005 126 3408 -628.162 -26.972 7.21 0.082 4.729 15.9925005 122 3408 -629.187 -26.774 -6.291 -0.085 -4.21 15.135005 124 3408 -634.268 -23.05 12.458 0.146 8.381 13.7055005 120 3408 -635.293 -22.852 -1.043 -0.021 -0.558 12.8435005 142 3408 -638.095 -21.896 -0.02 -0.004 -0.087 25.6795005 130 3408 -641.725 -21.777 -11.308 -0.148 -7.923 0.3395005 106 3408 -645.389 -14.934 0.874 0.008 3.804 -4.6425005 128 3408 -647.839 -17.855 -6.06 -0.085 -4.272 -1.955005 138 3408 -649.968 -18.256 -0.116 0.026 -0.505 9.8255005 136 3408 -652.268 -17.827 0.084 -0.041 0.366 7.9555005 103 3408 -657.628 -14.705 1.167 0.013 5.084 -5.6395005 141 3408 -664.023 -22.158 -0.019 -0.004 -0.081 26.825005 140 3408 -664.142 -14.186 -0.012 -0.011 -0.052 -7.8995005 137 3408 -675.896 -18.518 -0.114 0.026 -0.498 10.9665005 135 3408 -678.197 -18.089 0.085 -0.04 0.372 9.0965005 133 3408 -685.649 -16.848 -11.287 -0.139 -7.832 24.1785005 139 3408 -690.07 -14.448 -0.01 -0.01 -0.046 -6.7585005 131 3408 -691.762 -12.926 -6.039 -0.075 -4.181 21.89

5005 125 3408 -694.292 -28.203 7.237 0.085 4.848 21.3515005 121 3408 -695.316 -28.005 -6.263 -0.083 -4.091 20.495005 123 3408 -700.398 -24.281 12.485 0.148 8.499 19.0655005 119 3408 -701.423 -24.083 -1.015 -0.019 -0.44 18.2035005 129 3408 -707.855 -23.008 -11.28 -0.146 -7.804 5.6985005 105 3408 -711.519 -16.165 0.901 0.01 3.923 0.7185005 127 3408 -713.968 -19.086 -6.033 -0.083 -4.153 3.415005 102 3408 -789.887 -17.166 1.222 0.018 5.322 5.08

3cl-70174- design calculation bsdg building-16.01.15.xlsx

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