Calculation Chemical Storage (Steel)

August 28, 2017 | Author: bonnico | Category: Civil Engineering, Engineering, Structural Engineering, Building Engineering, Building
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GASSI TOUIL LNG PROJECT ARZEW, ALGERIA

CALCULATION OF CHEMICAL STORAGE SHELTER & FOUNDATION

0

JOB. NO.

: PD - 07503

DOC. NO.

:

DOC. TYPE

: CALCULATION

CLIENT

:

PROJECT TITLE

:

LOCATION

: ARZEW, ALGERIA

25-Sep-07

Issue for Review

AK

SWD

REV

DATE

DESCRIPTION

Prep'd

Check'd

Appr'd

By Date Client Approval

GASSI TOUIL LNG PROJECT ARZEW, ALGERIA Page

CALCULATION OF CHEMICAL STORAGE SHELTER & FOUNDATION GENERAL 1.1 SCOPE This calculation sheet is purposed to perform preliminary calculation of Administration Building and foundation for Gassi Touil LNG Project. 1.2 CODES AND STANDARD 1.2.1 1.2.2 1.2.3 1.2.4 1.2.5

Uniform Building Code, UBC 1997 American Society of Civil Engineers, ASCE 7 -98 American Welding Society American Institute of Steel Construction American Society for Testing and Materials

1.3 REFERENCES 1.3.1 1.3.2 1.3.3

9-8D-6379 9-4D-6379 9-15D-63.79

1.3.4 1.3.5

C15-1F-6379 9-12D-6379

Specification for Structural Design Specification for Design Requirments for Wind Loads Specification for Design Requirements for Eartquake Loads for LNG Facilities Fabricated Reinforcing Steel Basis Foundation Design

1.4 DESIGN BASIS 1.4.1 Material A. Steel - Steel shapes ASTM A36 or JIS G3101 SS 400 Fy = 235 MPa min. yield strength Fu = 400 MPa min. tensile strength - High strength bolt ASTM A325M Fvb = 1470 kg/cm2 Ftb = 3090 kg/cm2 B. Concrete - Concrete Item

Concrete Class Class C

Design strength 300 kg/cm2 (30 Mpa) Cement Type V (ASTM C150) Max. size of coarse 1 1/4 inches (30 mm) max. water cement ra0.45 slump max 100 mm _______________________________________________________________________________________ _ GTG SHELTER

GASSI TOUIL LNG PROJECT ARZEW, ALGERIA Page

CALCULATION OF CHEMICAL STORAGE SHELTER & FOUNDATION slump min 75 mm - Reinforcement ASTM A615, fy = 4200 kg/cm2 1.4.2. Loading data Equipment Loading data shall be refer to loading data information indicated in Doc No. 9-8D-6379 for equipment erection, provided by static group. Dead, Live and Wind Load shall be refered to project documents mentioned in section 2 1.4.2.1 Dead Load (DL) The Dead Load is the load of the structure itself (calculated by STAADPRO) and soil above footings (for foundation) but excludes equipment, machinery, and piping loads. This structure is not fire-proofed (as per Fire Proofing Zone info from HSE group) Th Table-1 Dead Loads of Major Materials Material Reinforced Concrete Plain Concrete Structural Steel Soil Grating Electrical & Instrument

Dead Load 2.4 ton/m3 2.3 ton/m3 7.85 ton/m3 1.8 ton/m3 50 kg/m2 80 kg/m2

(assumed)

Dead Load (DL) - Structure Selfweight Dead Load of structure will be calculated by computer itself (Staad3 program) with "Selfweigth Y-1" command.

a. Roof Load Roof Load system will be transfer at rafter as uniform load Space of purlin @ = 1.2 m - Purlin LC-125x50x20x2.3 G= 4.51 kg/m Rafter space @ = 8.0 m Rafter Length = 8.0 m No of purlin = 8 q1= 29 kg/m - Sagrod Ø 16 mm = 1.58 kg/m Sagrodspace @ = 4.0 m q2= 3.2 kg/m - Metal Sheet roofing thk = 0.50 mm q3= 31.4 kg/m _______________________________________________________________________________________ _ GTG SHELTER

GASSI TOUIL LNG PROJECT ARZEW, ALGERIA Page

CALCULATION OF CHEMICAL STORAGE SHELTER & FOUNDATION Total DL from roof, q area = b. Siding Load Space of purlin @ = 1.2 m - Purlin LC-125x50x20x2.3 G= Column space @ = High of wall = No of purlin = q1= 39 - Sagrod Ø 12 mm = 0.9 q2= 1.8 -. Metal sheet siding thk = 0.5 q 3 = 31.4 Total DL from siding, q area = 72.3

63.9 kg/m

4.51 kg/m 8.0 m 4.0 m 4 kg/m kg/m ; Spasi Sagrod @ = kg/m mm kg/m kg/m

4m

1.4.2.2. Live Load (LL) Minimmum roof live load for calculation Live Load On Rafter multiply by 8 m

= =

20 psf (UBC 1997, Table 16-C) 100 kg/m2 = 100 x 8 = 800 kg/m'

1.4.2.3. Piping Load “P” { P(E), P(O), and P(T) } This load is neglected

1.4.2.4. Wind Load (W) Wind load be calculated in accordance with the formula as given in ASCE 7-98, in general : Basic wind speed (V) = 33 m/s (from Meteorological Climate Summary) Exposure Category = Exposure C (from section 6.5.6.1 of ASCE 7-98 for open terrain with scattered obstructions having heights generally less than 9.1m) Classification of Buildings = III (from table 1.1 of ASCE 7-98) Importance Factor (I) = 1.15 (from Table 6-1 of ASCE 7-98 for hurricane prone regions with V>100mph & category III) Gust Factor (G) = 0.85 (from section 6.5.8 of ASCE 7-98 for rigid structure) The wind force shall be calculated using this formula : F = q x G x Cf x Af (N) (from eq. 6-20 of ASCE 7-98) where, q = 0.613 x Kz x Kzt x K(N/m x I 2x) V2 (from eq. 6-13 of ASCE 7-98) d _______________________________________________________________________________________ _ GTG SHELTER

GASSI TOUIL LNG PROJECT ARZEW, ALGERIA Page

CALCULATION OF CHEMICAL STORAGE SHELTER & FOUNDATION q = qz for windward walls evaluated at height z above the ground. q = qh for leeward walls, side walls, & roofs, evaluated at height h. Kz = velocity pressure exposure coefficient (from table 6.5 of ASCE 7-98 for exposure C) Kzt = the topographic factor (from eq. 6-1 of ASCE 7-98) Kd = wind directionality factor (from table 6.6 of ASCE 7-98 for buildings, i.e. main wind force resisting system) Table of velocity pressure at Y height above ground Kz Kzt Kd Height I V2 (m) (m/s)2 0 ~ 4.6 0.85 1 1.15 0.85 1089 4.6 ~ 6.1 0.9 1 1.15 0.85 1089 6.1 ~ 7.6 0.94 1 1.15 0.85 1089 0.98 7.6 ~ 9.1 1 1.15 0.85 1089 9.1 ~ 12.2 1.04 1 1.15 0.85 1089 12.2 ~ 15.2 1.09 1 1.15 0.85 1089 15.2 ~ 18 1.13 1 1.15 0.85 1089 18 ~ 21.3 1.17 1 1.15 0.85 1089 21.3 ~ 24.4 1.21 1 1.15 0.85 1089 Parameters : L= B=

16 m 48 m

qz, qh (N/m2) 554.656 587.283 613.385 639.486 678.638 711.265 737.367 763.468 789.570

(kg/m2) 56.540 59.866 62.526 65.187 69.178 72.504 75.165 77.826 80.486

Gz, Gh 1.32 1.29 1.27 1.26 1.23 1.21 1.2 1.19 1.18

4 m h= o 15 = Internal Coefficient, Cf

so that : L/B h/L Horizontal distance from windward edge =

(0 ~ 1) (>= 1)

0.3333 0.25

A. External Pressure Coefficient , Cp Table of Wall Pressure Coefficient, Cp Surface

L/B

Cp

Use with

Windward wall

All values

0.8

qz

Leeward wall

0~1 2 =>4

-0.5 -0.3 -0.2

qh

Sidewalls

All values

-0.7

qh

so that got Cp for wall is : _______________________________________________________________________________________ _ GTG SHELTER

GASSI TOUIL LNG PROJECT ARZEW, ALGERIA Page

CALCULATION OF CHEMICAL STORAGE SHELTER & FOUNDATION Cp,ww = 0.8 = wall pressure coefficient for windward Cp,lw = -0.5 = wall pressure coefficient for leeward Cp,sw = -0.7 = wall pressure coefficient for sidewall Table of Roof Pressure Coefficient, Cp for Use with qh Wind Direction

h/L

Normal to ridge for  >= 10o

Normal to ridge for  < 10o and parallel to ridge for all 

10

15

= 1

-1.3**

-1

2h

-0.2 0.3 -0.3 0.2 -0.5 0.0

*

Cp -0.9 -0.9 -0.5 -0.3

0 to h/2

-1.3**

>2h

-0.7

>=1

35

-0.2 0.3 -0.2 0.2 -0.3 0.2 *

0.0* 0.4 -0.2 0.3 -0.2 0.2

45

>=60

Leeward Angle  (o) 10 15 >=20

0.4

0.01

-0.3 -0.5

-0.6

0.0* 0.4

0.01

-0.5 -0.5

-0.6

0.0* 0.3

0.01

-0.7 -0.6

-0.6

Value is provided for interpolation purposes.

Value can be reduced linearly with area over which it is applicable as follows **

Area (sq ft) = 1000 (92.9 sq m)

Reduction Factor 1.00 0.90 0.80

Notes : 1. For flexible building use appropriate G as determined by rational analysis. 2. Plus & minus signs signify pressures acting toward & away from the surface, respectively. 3. Linier interpolation is permitted for values of L/B, h/L, &  other than show. 4. Where two values of Cp are listed, this indicates that the windward roof slope is subjected to either positive or negative pressures and the roof structure shall be designed for both conditions. 5. Notation : = height above ground (m) z mean roof height, except that eave height shall be used for  < 10o (m) = h qz, qh = velocity pressure, evaluated at respective height (kg/m2) = gust effect factor G = horizontal dimension of building, measured normal to wind direction (m) B = horizontal dimension of building, measured parallel to wind direction (m) L  Cp,wr = Cp,lr =

=

angle of plane of roof from horizontal ( o ) 1.3 = roof pressure coefficient for windward -0.7 = roof pressure coefficient for leeward

_______________________________________________________________________________________ _ GTG SHELTER

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CALCULATION OF CHEMICAL STORAGE SHELTER & FOUNDATION

Total wind pressure acting on gable hip roof is : L = distance between purlin A. Wind Acting Roof in X-Direction qh = For h = 4.000 m, so that : 56.5 kg/m2 Gh = 1.32 *Frame Line 2 & 3 L1 = 8 m *Windward UNI Y -0.776

=

0.776 ton/m

=

-0.418 ton/m

=

0.388 ton/m

=

-0.209 ton/m

=

0.477 ton/m

=

-0.298 ton/m

=

-0.209 ton/m

=

0.239 ton/m

=

-0.149 ton/m

=

-0.105 ton/m

*Leeward UNI Y 0.418

*Frame Line 1 & 7

L2 =

4 m

*Windward UNI Y -0.388 *Leeward UNI Y 0.209

B. Wind Acting Wall in X-Direction - Acting on Siding L = distance between columns qz = For z = 4 m, so that : Gz = *Frame Line2 & 3 L1 =

56.5 kg/m2 1.32 8 m

*Windward UNI GX 0.477 *Leeward UNI GX 0.298 *Side wall UNI GZ 0.209

*Frame Line1 & 7

L2 =

4 m

*Windward UNI GX 0.239 *Leeward UNI GX -0.149 *Side wall UNI GZ 0.1045

C. Wind Acting Wall in Z-Direction - Acting on Siding L = distance between columns qz = For z = 4 m, so that : Gz = *Frame LineA & B L1 =

56.50 kg/m2 1.32 4 m

_______________________________________________________________________________________ _ GTG SHELTER

GASSI TOUIL LNG PROJECT ARZEW, ALGERIA Page

CALCULATION OF CHEMICAL STORAGE SHELTER & FOUNDATION *Windward UNI GZ 0.239

=

0.239 ton/m

=

-0.149 ton/m

=

-0.105 ton/m

=

0.119 ton/m

=

-0.075 ton/m

=

-0.052 ton/m

*Leeward UNI GZ 0.149 *Side wall UNI GX 0.1045

*Frame Line A (side)

L2 =

2 m

*Windward UNI GZ 0.119 *Leeward UNI GZ -0.075 *Side wall UNI GX 0.052

1.4.2.4 Concept of Calculation a. The calculation will be designed as structural space based on assumption : Transversal direction (againstframe with moment connection Longitudinal direction (againsframe with pin connection b. Connection Connection between column base plate and pedestal is designed as pinned in both direction. c. The structure will be analyzed with STAAD PRO structural analysis computer programming and as space frame analysis.

2. PLAN, FRAMING ELEVATION AND DETAIL 3D-VIEW LAY OUT

3. LOADINGS DEAD & LIVE LOAD WIND LOAD X1 DIRECTION

WIND LOAD X2 DIRECTION

WIND LOAD Z1 DIRECTION

_______________________________________________________________________________________ _ GTG SHELTER

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CALCULATION OF CHEMICAL STORAGE SHELTER & FOUNDATION

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CALCULATION OF CHEMICAL STORAGE SHELTER & FOUNDATION 5

SUPPORT REACTION 5.1 Support Reaction to Loading Combination for Foundation Stability Table Support Force Reaction to Loading Combination for Foundation Stability

Joint 1

3

5

LC 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 121 122 123 124 125 126 127 128 129 130

Support Reaction FX FY FZ MX MY MZ (TON) (TON) (TON) (T.m) (T.m) (T.m) 0.007 0.449 0 0.076 1.53 0 -0.24 2.075 0.2 0.163 1.501 -0.2 -0.005 1.034 0 0.069 1.161 0 -0.067 0.322 0 0.007 0.449 0 0.081 0.576 0 0.007 0.449 0 -0.31 0.994 0.2 0.093 0.375 -0.2 0.324 -0.096 -0.2 -0.08 0.478 0.2 0.076 1.53 0 0 0.58 0 0 2.659 0 -0.131 2.995 0.253 0 2.675 -0.505 -0.058 2.13 0 0 2.13 -0.003 -0.058 0.58 0 0 0.58 -0.003 0.058 0.58 0 0 0.58 0.003 -0.131 0.917 0.253 0 0.538 -0.505 0.131 0.244 -0.253 0 0.565 0.505 0 2.659 0 -0.007 0.449 0 -0.076 1.53 0 -0.282 1.352 0.2 -0.163 1.501 -0.2 -0.142 1.288 0 -0.069 1.161 0 -0.081 0.576 0 -0.007 0.449 0 0.067 0.322 0 -0.007 0.449 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

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8

10

11

131 132 133 134 135 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 121 122 123 124 125 126 127 128 129 130 131

-0.212 0.271 0.2 -0.093 0.375 -0.2 0.199 0.627 -0.2 0.08 0.478 0.2 -0.076 1.53 0 -0.001 0.401 0 -0.01 2.632 0 -0.124 4.372 0.22 -0.012 2.653 -0.44 -0.087 2.165 0 -0.009 2.11 0 -0.079 0.456 0 -0.001 0.401 0 0.077 0.346 0 -0.001 0.401 0 -0.115 2.141 0.22 -0.002 0.382 -0.44 0.113 -1.34 -0.22 0.001 0.38 0.44 -0.01 2.632 0 0.001 0.401 0 0.01 2.632 0 -0.102 1.627 0.22 0.012 2.653 -0.44 -0.069 2.055 0 0.009 2.11 0 -0.077 0.346 0 0.001 0.401 0 0.079 0.456 0 0.001 0.401 0 -0.112 -0.604 0.22 0.002 0.382 -0.44 0.114 1.405 -0.22 -0.001 0.38 0.44 0.01 2.632 0 0.783 2.336 0 4.621 9.808 0 3.833 13.311 0 4.727 9.808 0 3.784 8.505 0 4.195 8.729 0.001 0.373 2.112 0 0.783 2.336 0.001 1.193 2.56 0 0.783 2.336 -0.001 -0.005 5.84 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

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14

16

19

132 133 134 135 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 121 122 123 124 125 126 127 128 129 130 131

0.81 1.572 0.678 4.621 -0.783 -4.621 -6.313 -4.727 -4.605 -4.195 -1.193 -0.783 -0.373 -0.783 -2.475 -0.81 0.908 -0.678 -4.621 0.793 4.631 3.843 4.7 3.756 4.162 0.344 0.75 1.243 0.837 0.005 0.782 1.581 0.725 4.631 -0.793 -4.631 -6.323 -4.7 -4.654 -4.162 -1.243 -0.75 -0.344 -0.837 -2.485

2.103 -1.167 2.336 9.808 2.336 9.808 9.261 9.808 8.953 8.729 2.56 2.336 2.112 2.336 1.79 2.103 2.883 2.336 9.808 2.635 10.111 13.674 9.678 8.786 8.345 2.389 1.949 2.881 3.322 6.198 1.939 -0.927 3.068 10.111 2.635 10.111 9.623 9.678 9.277 8.345 2.881 1.949 2.389 3.322 2.147

0 0 0 0 0 0 0 0 0 0.001 0 0.001 0 -0.001 0 0 0 0 0 0.252 0.26 0.32 -0.128 0.258 -0.375 0.251 -0.382 0.253 0.885 0.312 -0.161 0.192 0.639 0.26 0.252 0.26 0.318 -0.128 0.26 -0.375 0.253 -0.382 0.251 0.885 0.31

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

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21

24

26

132 133 134 135 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 121 122 123 124 125 126 127 128 129 130 131

-0.782 0.899 -0.725 -4.631 0.803 4.641 3.852 4.747 3.759 4.215 0.348 0.803 1.259 0.803 0.014 0.829 1.592 0.697 4.641 -0.803 -4.641 -6.332 -4.747 -4.67 -4.215 -1.259 -0.803 -0.348 -0.803 -2.494 -0.829 0.888 -0.697 -4.641 0.793 4.631 3.843 4.774 3.756 4.248 0.344 0.837 1.243 0.75 0.005

1.939 3.123 3.068 10.111 2.929 10.391 13.777 10.412 9.07 9.313 2.686 2.929 3.173 2.929 6.315 2.657 -0.457 2.908 10.392 2.929 10.391 9.727 10.412 9.557 9.313 3.173 2.929 2.686 2.929 2.265 2.657 3.594 2.908 10.392 2.635 10.111 13.674 10.524 8.786 9.718 2.389 3.322 2.881 1.949 6.198

-0.161 0.194 0.639 0.26 0 0 0 -0.755 0 -1.268 0 -1.268 0 1.268 0 -0.755 0 0.755 0 0 0 0.00 -0.755 0 -1.268 0 -1.268 0 1.268 0 -0.755 0 0.755 0 -0.252 -0.26 -0.32 -0.627 -0.258 -0.892 -0.251 -0.885 -0.253 0.382 -0.312

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

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29

31

34

132 133 134 135 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 121 122 123 124 125 126 127 128 129 130 131

0.857 1.581 0.651 4.631 -0.793 -4.631 -6.323 -4.774 -4.654 -4.248 -1.243 -0.837 -0.344 -0.75 -2.485 -0.857 0.899 -0.651 -4.631 0.783 4.621 3.833 4.727 3.784 4.195 0.373 0.783 1.193 0.783 -0.005 0.81 1.572 0.678 4.621 -0.783 -4.621 -6.313 -4.727 -4.605 -4.195 -1.193 -0.783 -0.373 -0.783 -2.475

2.784 -0.927 2.222 10.111 2.635 10.111 9.623 10.524 9.277 9.718 2.881 3.322 2.389 1.949 2.147 2.784 3.123 2.222 10.111 2.336 9.808 13.311 9.808 8.505 8.729 2.112 2.336 2.56 2.336 5.84 2.103 -1.167 2.336 9.808 2.336 9.808 9.261 9.808 8.953 8.729 2.56 2.336 2.112 2.336 1.79

-0.594 -0.192 0.115 -0.26 -0.252 -0.26 -0.318 -0.627 -0.26 -0.892 -0.253 -0.885 -0.251 0.382 -0.31 -0.594 -0.194 0.115 -0.26 0 0 0 0 0 0.001 0 0.001 0 -0.001 0 0 0 0 0 0 0 0 0 0 0.001 0 0.001 0 -0.001 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

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37

39

41

132 133 134 135 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 121 122 123 124 125 126 127 128 129 130 131

-0.81 2.103 0 0.908 2.883 0 -0.678 2.336 0 -4.621 9.808 0 0.007 0.449 0 0.076 1.53 0 -0.24 2.075 -0.2 0.163 1.501 -0.14 -0.005 1.034 0 0.069 1.161 0 -0.067 0.322 0 0.007 0.449 0 0.081 0.576 0 0.007 0.449 0 -0.31 0.994 -0.2 0.093 0.375 -0.14 0.324 -0.096 0.2 -0.08 0.478 0.14 0.076 1.53 0 0 0.58 0 0 2.659 0 -0.131 2.995 -0.253 0 2.675 -0.378 -0.058 2.13 0 0 2.13 -0.003 -0.058 0.58 0 0 0.58 -0.003 0.058 0.58 0 0 0.58 0.003 -0.131 0.917 -0.253 0 0.538 -0.378 0.131 0.244 0.253 0 0.565 0.378 0 2.659 0 -0.007 0.449 0 -0.076 1.53 0 -0.282 1.352 -0.2 -0.163 1.501 -0.14 -0.142 1.288 0 -0.069 1.161 0 -0.081 0.576 0 -0.007 0.449 0 0.067 0.322 0 -0.007 0.449 0 -0.212 0.271 -0.2

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

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45

5.4.

132 133 134 135 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 0 0 0

-0.093 0.375 0.199 0.627 0.08 0.478 -0.076 1.53 -0.001 0.401 -0.01 2.632 -0.124 4.372 -0.012 2.653 -0.087 2.165 -0.009 2.11 -0.079 0.456 -0.001 0.401 0.077 0.346 -0.001 0.401 -0.115 2.141 -0.002 0.382 0.113 -1.34 0.001 0.38 -0.01 2.632 0.001 0.401 0.01 2.632 -0.102 1.627 0.012 2.653 -0.069 2.055 0.009 2.11 -0.077 0.346 0.001 0.401 0.079 0.456 0.001 0.401 -0.112 -0.604 0.002 0.382 0.114 1.405 -0.001 0.38 0.01 2.632 0 0 0 0 0 0

-0.14 0.2 0.14 0 0 0 -0.22 -0.33 0 0 0 0 0 0 -0.22 -0.33 0.22 0.33 0 0 0 -0.22 -0.33 0 0 0 0 0 0 -0.22 -0.33 0.22 0.33 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

STEEL TAKE OFF

Profil

Length

Weight

(m)

(TON)

ST UC 203X203X46 219.16

10.077

________________________________________________________________________________________ GTG SHELTER

GASSI TOUIL LNG PROJECT ARZEW, ALGERIA

28 of 38

Page

CALCULATION OF CHEMICAL STORAGE SHELTER & FOUNDATION ST UB 610X305X14 119.9

17.846

T UC3 05X305X97 45.25 ST Dia 19 mm 90.45

2.18 201.21

TOTAL

231.316

________________________________________________________________________________________ GTG SHELTER

29 of 38

GASSI TOUIL LNG PROJECT ARZEW, ALGERIA

Page

CALCULATION OF CHEMICAL STORAGE SHELTER & FOUNDATION 4

DESIGN COCRETE STRUCTURE 4.1

DEFLECTION CHECK Calculation of deflection is based on STAAD 3 output and actual deflection is obtained from : for beam :

D = D =

for column :

D = D =

max displ. (cm) Y-trans.

or

max displ. (cm) or [(X-trans.)^2 + (Z-trans.)^2]^0.5

4.1.1 Check Column Deflection

Joint displacement maximum, (See Attach- 2) JOINT

LOAD

7

134

∆ allow = H / 200

H (cm) 400

=

X-Trans. (cm) 0.003

2 cm

>

Y-Trans. (cm) -0.001

 Global

Z-Trans. (cm) -0.760

Global ∆ (cm) 0.760

Ok

4.1.2 Check Beam Deflection

Actual Joint displacement maximum, (See Attach-2) a. Longitudinal Beam Y < Y - displ allow = L / 240 MEMBER

Length (L) cm

14

800

LC

max actual displ (cm)

135

0.237

Y-displ allw.

3.333

Cek

OK !

c. Tranversal Beam Y < Y - displ allow = L / 240 MEMBER

18

Length (L) cm

800

LC

max actual displ (cm)

123

0.303

Y-displ allw.

3.333

Cek

OK !

_______________________________________________________________________________________ _ GTG SHELTER

CONCRETE FOUNDATION DESIGN CHEMICAL STORAGE SHELTER (STEEL) Foundation Design F1

Bf 200

Bp

Lf

Hp

Z

Lp

Hs

X

Hf

Bf = Lf =

2.5 2.5

m m

Bp =

0.75

m

Lp =

0.5

m

BOF El = Hf = Hs = Hp =

1.4 0.5 0.9 0.9

m m m m

Foundation Weight W ftg = 7.50 ton W ped = 0.81 ton W soil =

B.O.F El.

Resistant Moment Zx = 1/6 Bf Lf2

(f-p)/2 4*hf 0.88 2.00 OK 1.00 2.00 OK

ZZ = 1/6 Lf Bf2

8.99

ton

Zx =

2.60

m3

Wfdn = 17.30

ton

ZZ =

2.60

m3

Soil Pressure Check S+ = FY' / (Bf x Lf) + MX' / Zx + MZ' / Zz

to be checked against :

S- = FY' / (Bf x Lf) + MX' / Zx + MZ' / Zz

Allow. Soil Bearing Capacity =

17 t/m2 (permanent load condition)

with FY' = FY + W fdn FX' = FX

Allow. Soil Bearing Capacity =

22.67 t/m2 (temporary load condition)

FZ' = FZ Foundation Stability Check SFsld = 0.5FY'/(FX'2+FZ'2)0.5 --> Minimum value of SFsliding =

1.5 SFOT-X = 0.5Lf FY' / { (BOF+0.2) FZ' } --> Minimum value of SFoverturning = =

1.5 1.8

(Erection) (Operating&Test)

=

1.5 1.8

(Erection) (Operating&Test)

SFOT-Z = 0.5Bf FY' / { (BOF+0.2) FX' } --> Minimum value of SFoverturning =

JOINT LOAD 16

19

SUPPORT REACTION FROM STAAD PRO (MTON) FX FY FZ MX MY MZ

FORCES AT BOTTOM OF FOOTING (MTON) Soil Press. (t/m2) SFsld FX' FY' FZ' MX' MZ' S+ S-

SFOTX SFOTZ Check

121

0.793

2.635

0.25

0

0

0

0.793

19.93

0.25

0.40

1.27

3.83

2.55

11.9783 61.7986 19.6384

ok

122

4.631

10.111

0.26

0

0

0

4.631

27.41

0.26

0.42

7.41

7.39

1.38

2.95472

82.361

4.62403

ok

123

3.843

13.674

0.32

0

0

0

3.843

30.97

0.32

0.51

6.15

7.51

2.40

4.01586 75.6171

6.2965

ok

124

4.7

9.678

-0.128

0

0

0

4.7

26.98

0.13

0.20

7.52

7.28

1.35

2.8688

164.653 4.48417

ok

125

3.756

8.786

0.258

0

0

0

3.756

26.08

0.26

0.41

6.01

6.64

1.71

3.46425 78.9873 5.42564

ok

126

4.162

8.345

-0.375

0

0

0

4.162

25.64

0.38

0.60

6.66

6.89

1.32

3.06827 53.4245 4.81359

ok

127

0.344

2.389

0.251

0

0

0

0.344

19.69

0.25

0.40

0.55

3.52

2.78

23.1165 61.2791 44.7124

ok

128

0.75

1.949

-0.382

0

0

0

0.75

19.25

0.38

0.61

1.20

3.78

2.38

11.4341 39.3647 20.0497

ok

129

1.243

2.881

0.253

0

0

0

1.243

20.18

0.25

0.40

1.99

4.15

2.31

7.95426

12.6834

ok

130

0.837

3.322

0.885

0

0

0

0.837

20.62

0.89

1.42

1.34

4.36

2.24

8.46423 18.2033 19.2473

ok

131

0.005

6.198

0.312

0

0

0

0.005

23.50

0.31

0.50

0.01

3.95

3.56

37.6502

3671.37

ok

132

0.782

1.939

-0.161

0

0

0

0.782

19.24

0.16

0.26

1.25

3.66

2.50

12.0477 93.3509 19.2193

ok

133

1.581

-0.927

0.192

0

0

0

1.581

16.37

0.19

0.31

2.53

3.71

1.53

5.13989 66.6168 8.09009

ok

134

0.725

3.068

0.639

0

0

0

0.725

20.37

0.64

1.02

1.16

4.10

2.42

10.5373 24.9007 21.9469

ok

135

4.631

10.111

0.26

0

0

0

4.631

27.41

0.26

0.42

7.41

7.39

1.38

2.95472

4.62403

ok

121

-0.793

2.635

0.252

0

0

0

0.793

19.93

0.25

0.40

1.27

3.83

2.55

11.9783 61.7986 19.6384

ok

122

-4.631

10.111

0.26

0

0

0

4.631

27.41

0.26

0.42

7.41

7.39

1.38

2.95472

4.62403

ok

123

-6.323

9.623

0.318

0

0

0

6.323

26.92

0.32

0.51

10.12

8.39

0.23

2.12619 66.1403 3.32637

ok

124

-4.7

9.678

-0.128

0

0

0

4.7

26.98

0.13

0.20

7.52

7.28

1.35

2.8688

164.653 4.48417

ok

125

-4.654

9.277

0.26

0

0

0

4.654

26.58

0.26

0.42

7.45

7.27

1.23

2.85071

79.855

4.46117

ok

126

-4.162

8.345

-0.375

0

0

0

4.162

25.64

0.38

0.60

6.66

6.89

1.32

3.06827 53.4245 4.81359

ok

127

-1.243

2.881

0.253

0

0

0

1.243

20.18

0.25

0.40

1.99

4.15

2.31

7.95426

ok

62.314 58.836

82.361 82.361

62.314

12.6834

21

24

128

-0.75

1.949

-0.382

0

0

0

0.75

19.25

0.38

0.61

1.20

3.78

2.38

11.4341 39.3647 20.0497

ok

129

-0.344

2.389

0.251

0

0

0

0.344

19.69

0.25

0.40

0.55

3.52

130

-0.837

3.322

0.885

0

0

0

0.837

20.62

0.89

1.42

1.34

4.36

2.78

23.1165 61.2791 44.7124

ok

2.24

8.46423 18.2033 19.2473

131

-2.485

2.147

0.31

0

0

0

2.485

19.45

0.31

0.50

3.98

ok

4.83

1.39

3.88253 49.0064 6.11348

132

-0.782

1.939

-0.161

0

0

0

0.782

19.24

0.16

0.26

ok

1.25

3.66

2.50

12.0477 93.3509 19.2193

133

0.899

3.123

0.194

0

0

0

0.899

20.42

0.19

ok

0.31

1.44

3.94

2.60

11.1025 82.2397 17.7469

ok

134

-0.725

3.068

0.639

0

0

0

0.725

20.37

135

-4.631

10.111

0.26

0

0

0

4.631

27.41

0.64

1.02

1.16

4.10

2.42

10.5373 24.9007 21.9469

ok

0.26

0.42

7.41

7.39

1.38

2.95472

82.361

4.62403

121

0.803

2.929

0

0

0

0

0.803

ok

20.23

0.00

0.00

1.28

3.73

2.74

12.5951

~

19.6799

122

4.641

10.391

0

0

0

0

ok

4.641

27.69

0.00

0.00

7.43

7.28

1.58

2.98317

~

4.6612

123

3.852

13.777

0

0

0

ok

0

3.852

31.08

0.00

0.00

6.16

7.34

2.61

4.03372

~

6.30268

ok

124

4.747

10.412

-0.755

0

125

3.759

9.07

0

0

0

0

4.747

27.71

0.76

1.21

7.60

7.81

1.05

2.88253 28.6742 4.56057

ok

0

0

3.759

26.37

0.00

0.00

6.01

6.53

1.91

3.50742

5.48034

126

4.215

9.313

-1.268

ok

0

0

0

4.215

26.61

1.27

2.03

6.74

7.63

0.89

3.02297 16.3962 4.93249

127

0.348

2.686

ok

0

0

0

0

0.348

19.98

0.00

0.00

0.56

3.41

2.98

28.7137

44.8652

128

0.803

2.929

ok

-1.268

0

0

0

0.803

20.23

1.27

2.03

1.28

4.51

1.96

6.73864 12.4629 19.6799

ok

129

1.259

130

0.803

3.173

0

0

0

0

1.259

20.47

0.00

0.00

2.01

4.05

2.50

8.13016

12.7034

ok

2.929

1.268

0

0

0

0.803

20.23

1.27

2.03

1.28

4.51

1.96

6.73864 12.4629 19.6799

131

ok

0.014

6.315

0

0

0

0

0.014

23.61

0.00

0.00

0.02

3.79

3.77

843.348

1317.73

ok

132

0.829

2.657

-0.755

0

0

0

0.829

19.96

0.76

1.21

1.33

4.17

2.22

8.89866 20.6496 18.8063

ok

133

1.592

-0.457

0

0

0

0

1.592

16.84

0.00

0.00

2.55

3.67

1.72

5.28949

8.26483

ok

134

0.697

2.908

0.755

0

0

0

0.697

20.21

0.76

1.21

1.12

4.13

2.34

9.83261 20.9093 22.6492

ok

135

4.641

10.392

0

0

0

0

4.641

27.69

0.00

0.00

7.43

7.28

1.58

2.98327

~

4.66137

ok

121

-0.803

2.929

0

0

0

0

0.803

20.23

0.00

0.00

1.28

3.73

2.74

12.5951

~

19.6799

ok

122

-4.641

10.391

0

0

0

0

4.641

27.69

0.00

0.00

7.43

7.28

1.58

2.98317

~

4.6612

ok

123

-6.332

9.727

0

0

0

0

6.332

27.03

0.00

0.00

10.13

8.21

0.43

2.13406

~

3.33447

ok

124

-4.747

10.412

-0.755

0

0

0

4.747

27.71

0.76

1.21

7.60

7.81

1.05

2.88253 28.6742 4.56057

ok

125

-4.67

9.557

0

0

0

0

4.67

26.86

0.00

0.00

7.47

7.17

1.43

2.87535

4.49273

ok

126

-4.215

9.313

-1.268

0

0

0

4.215

26.61

1.27

2.03

6.74

7.63

0.89

3.02297 16.3962 4.93249

ok

127

-1.259

3.173

0

0

0

0

1.259

20.47

0.00

0.00

2.01

4.05

2.50

8.13016

12.7034

ok

128

-0.803

2.929

-1.268

0

0

0

0.803

20.23

1.27

2.03

1.28

4.51

1.96

6.73864 12.4629 19.6799

ok

129

-0.348

2.686

0

0

0

0

0.348

19.98

0.00

0.00

0.56

3.41

2.98

28.7137

44.8652

ok

130

-0.803

2.929

1.268

0

0

0

0.803

20.23

1.27

2.03

1.28

4.51

1.96

6.73864 12.4629 19.6799

ok

131

-2.494

2.265

0

0

0

0

2.494

19.56

0.00

0.00

3.99

4.66

1.60

3.92216

6.12838

ok

132

-0.829

2.657

-0.755

0

0

0

0.829

19.96

0.76

1.21

1.33

4.17

2.22

8.89866 20.6496 18.8063

ok

~ ~ ~ ~ ~

~ ~ ~ ~

26

133

0.888

3.594

0

0

0

0

0.888

20.89

0.00

0.00

1.42

3.89

2.80

11.7639

134 135

~

18.3811

ok

-0.697

2.908

0.755

0

0

0

0.697

20.21

0.76

1.21

1.12

4.13

2.34

9.83261 20.9093 22.6492

ok

-4.641

10.392

0

0

0

0

4.641

27.69

0.00

0.00

7.43

7.28

1.58

2.98327

4.66137

ok

121

0.793

2.635

-0.252

0

0

0

0.793

19.93

0.25

0.40

1.27

3.83

2.55

11.9783 61.7986 19.6384

ok

122

4.631

10.111

-0.26

0

0

0

4.631

27.41

0.26

0.42

7.41

7.39

1.38

2.95472

82.361

4.62403

ok

123

3.843

13.674

-0.32

0

0

0

3.843

30.97

0.32

0.51

6.15

7.51

2.40

4.01586 75.6171

6.2965

ok

124

4.774

10.524

-0.627

0

0

0

4.774

27.82

0.63

1.00

7.64

7.77

1.13

2.88918 34.6675 4.55311

ok

125

3.756

8.786

-0.258

0

0

0

3.756

26.08

0.26

0.41

6.01

6.64

1.71

3.46425 78.9873 5.42564

ok

126

4.248

9.718

-0.892

0

0

0

4.248

27.02

0.89

1.43

6.80

7.48

1.16

3.11207 23.6624 4.96865

ok

127

0.344

2.389

-0.25

0

0

0

0.344

19.69

0.25

0.40

0.55

3.52

2.78

23.1165 61.2791 44.7124

ok

128

0.837

3.322

-0.885

0

0

0

0.837

20.62

0.89

1.42

1.34

4.36

2.24

8.46423 18.2033 19.2473

ok

129

1.243

2.881

-0.253

0

0

0

1.243

20.18

0.25

0.40

1.99

4.15

2.31

7.95426

12.6834

ok

130

0.75

1.949

0.382

0

0

0

0.75

19.25

0.38

0.61

1.20

3.78

2.38

11.4341 39.3647 20.0497

ok

131

0.005

6.198

-0.312

0

0

0

0.005

23.50

0.31

0.50

0.01

3.95

3.56

37.6502

3671.37

ok

132

0.857

2.784

-0.594

0

0

0

0.857

20.08

0.59

0.95

1.37

4.10

2.32

9.62989 26.4135 18.3076

ok

133

1.581

-0.927

-0.192

0

0

0

1.581

16.37

0.19

0.31

2.53

3.71

1.53

5.13989 66.6168 8.09009

ok

134

0.651

2.222

0.115

0

0

0

0.651

19.52

0.12

0.18

1.04

3.59

2.65

14.7643 132.614 23.4264

ok

135

4.631

10.111

-0.26

0

0

0

4.631

27.41

0.26

0.42

7.41

7.39

1.38

2.95472

ok

~

62.314 58.836

82.361

4.62403

CONCRETE FOUNDATION DESIGN CHEMICAL STORAGE SHELTER (STEEL) Foundation Design F2.

Bf 200

Bp

Lf

Hp

Z

Lp

Hs

X

Hf

Bf = Lf =

1.2 1.2

m m

Bp =

0.4

m

Lp =

0.4

m

BOF El = Hf = Hs = Hp =

1.4 0.5 0.9 0.9

m m m m

Foundation Weight W ftg = 1.73 ton W ped = 0.35 ton

B.O.F El.

Resistant Moment Zx = 1/6 Bf Lf2

(f-p)/2 4*hf 0.40 2.00 OK 0.40 2.00 OK

ZZ = 1/6 Lf Bf2

W soil =

1.96

ton

Zx =

0.29

m3

Wfdn =

4.03

ton

ZZ =

0.29

m3

Soil Pressure Check S+ = FY' / (Bf x Lf) + MX' / Zx + MZ' / Zz

to be checked against :

S- = FY' / (Bf x Lf) + MX' / Zx + MZ' / Zz

Allow. Soil Bearing Capacity =

17 t/m2 (permanent load condition)

with FY' = FY + W fdn FX' = FX

Allow. Soil Bearing Capacity =

22.67 t/m2 (temporary load condition)

FZ' = FZ Foundation Stability Check SFsld = 0.5FY'/(FX'2+FZ'2)0.5 --> Minimum value of SFsliding =

1.5 SFOT-X = 0.5Lf FY' / { (BOF+0.2) FZ' } --> Minimum value of SFoverturning = =

1.5 1.8

(Erection) (Operating&Test)

=

1.5 1.8

(Erection) (Operating&Test)

SFOT-Z = 0.5Bf FY' / { (BOF+0.2) FX' } --> Minimum value of SFoverturning =

JOINT LOAD 1

3

SUPPORT REACTION FROM STAAD PRO (MTON) FX FY FZ MX MY MZ

FORCES AT BOTTOM OF FOOTING (MTON) Soil Press. (t/m2) SFsld FX' FY' FZ' MX' MZ' S+ S-

SFOTX SFOTZ Check

121

0.007

0.449

0.00

0

0

0

0.007

4.48

0.00

0.00

0.01

3.15

3.07

320.071

~

240.054

ok

122

0.076

1.53

0

0

0

0

0.076

5.56

0.00

0.00

0.12

4.28

3.44

36.5921

~

27.4441

ok

123

-0.24

2.075

0.2

0

0

0

0.24

6.11

0.20

0.32

0.38

6.69

1.80

9.77402

11.4506 9.54219

ok

124

0.163

1.501

-0.2

0

0

0

0.163

5.53

0.20

0.32

0.26

5.86

1.83

10.7225 10.3744 12.7293

ok

125

-0.005

1.034

0

0

0

0

0.005

5.07

0.00

0.00

0.01

3.55

3.49

506.6

~

379.95

ok

126

0.069

1.161

0

0

0

0

0.069

5.19

0.00

0.00

0.11

3.99

3.22

37.6304

~

28.2228

ok

127

-0.067

0.322

0

0

0

0

0.067

4.35

0.00

0.00

0.11

3.40

2.65

32.4925

~

24.3694

ok

128

0.007

0.449

0

0

0

0

0.007

4.48

0.00

0.00

0.01

3.15

3.07

320.071

~

240.054

ok

129

0.081

0.576

0

0

0

0

0.081

4.61

0.00

0.00

0.13

3.65

2.75

28.4444

~

21.3333

ok

130

0.007

0.449

0

0

0

0

0.007

4.48

0.00

0.00

0.01

3.15

3.07

320.071

~

240.054

ok

131

-0.31

0.994

0.2

0

0

0

0.31

5.03

0.20

0.32

0.50

6.32

0.66

6.81182 9.42375 6.07984

ok

132

0.093

0.375

-0.2

0

0

0

0.093

4.41

0.20

0.32

0.15

4.69

1.43

9.99024 8.26313 17.7702

133

0.324

-0.096

-0.2

0

0

0

0.324

3.94

0.20

0.32

0.52

5.64

-0.18

5.16865

134

-0.08

0.478

0.2

0

0

0

0.08

4.51

0.20

0.32

0.13

4.69

1.58

10.4686 8.45625 21.1406

135

0.076

1.53

0

0

0

0

0.076

5.56

0.00

0.00

0.12

4.28

3.44

36.5921

~

27.4441

ok

121

0

0.58

0

0

0

0

0

4.61

0.00

0.00

0.00

3.20

3.20

#DIV/0!

~

~

#DIV/0!

122

0

2.659

0

0

0

0

0

6.69

0.00

0.00

0.00

4.65

4.65

#DIV/0!

~

~

#DIV/0!

123

-0.131

2.995

0.253

0

0

0

0.131

7.03

0.25

0.40

0.21

7.01

2.75

12.3322 10.4155 20.1155

ok

124

0

2.675

-0.505

0

0

0

0

6.71

0.51

0.81

0.00

7.46

1.85

6.64059 4.98045

~

ok

125

-0.058

2.13

0

0

0

0

0.058

6.16

0.00

0.00

0.09

4.60

3.96

53.1207

~

39.8405

ok

126

0

2.13

-0.003

0

0

0

0

6.16

0.00

0.00

0.00

4.30

4.26

1027

770.25

~

ok

127

-0.058

0.58

0

0

0

0

0.058

4.61

0.00

0.00

0.09

3.53

2.88

39.7586

~

29.819

ok

7.38

4.55556

ok ngga ok

5

8

128

0

0.58

-0.003

0

0

0

0

4.61

0.00

0.00

0.00

3.22

3.19

768.667

576.5

~

ok

129

0.058

130

0

0.58

0

0

0

0

0.058

4.61

0.00

0.00

0.09

3.53

2.88

0.58

0.003

0

0

0

0

4.61

0.00

0.00

0.00

3.22

3.19

39.7586

~

29.819

ok

768.667

576.5

~

131

-0.131

0.917

0.253

0

0

0

0.131

4.95

0.25

0.40

0.21

5.57

ok

1.30

8.6854

7.33547

14.167

132

0

0.538

-0.505

0

0

0

0

4.57

0.51

0.81

0.00

ok

5.98

0.37

4.52475 3.39356

~

133

0.131

0.244

-0.253

0

0

0

0.131

4.28

0.25

0.40

ok

0.21

5.10

0.84

7.5043

134

0

0.565

0.505

0

0

0

0

4.60

0.51

135

0

2.659

0

0

0

0

0

6.69

0.00

0.81

0.00

6.00

0.39

4.55149 3.41361

~

ok

0.00

0.00

4.65

4.65

#DIV/0!

~

~

#DIV/0!

121

-0.007

0.449

0

0

0

0

0.007

4.48

122

-0.076

1.53

0

0

0

0

0.076

5.56

0.00

0.00

0.01

3.15

3.07

320.071

~

240.054

ok

0.00

0.00

0.12

4.28

3.44

36.5921

~

27.4441

123

-0.282

1.352

0.2

0

0

0

0.282

ok

5.38

0.20

0.32

0.45

6.42

1.06

7.78659

10.095

7.15957

ok

124

-0.163

1.501

-0.2

0

0

0

125

-0.142

1.288

0

0

0

0

0.163

5.53

0.20

0.32

0.26

5.86

1.83

10.7225 10.3744 12.7293

ok

0.142

5.32

0.00

0.00

0.23

4.48

2.91

18.7324

~

14.0493

126

-0.069

1.161

0

0

0

ok

0

0.069

5.19

0.00

0.00

0.11

3.99

3.22

37.6304

~

28.2228

127

-0.081

0.576

0

0

ok

0

0

0.081

4.61

0.00

0.00

0.13

3.65

2.75

28.4444

~

21.3333

128

-0.007

0.449

0

ok

0

0

0

0.007

4.48

0.00

0.00

0.01

3.15

3.07

320.071

~

240.054

ok

129

0.067

0.322

130

-0.007

0.449

0

0

0

0

0.067

4.35

0.00

0.00

0.11

3.40

2.65

32.4925

~

24.3694

ok

0

0

0

0

0.007

4.48

0.00

0.00

0.01

3.15

3.07

320.071

~

240.054

131

-0.212

ok

0.271

0.2

0

0

0

0.212

4.30

0.20

0.32

0.34

5.28

0.70

7.38202 8.06813 7.61144

132

ok

-0.093

0.375

-0.2

0

0

0

0.093

4.41

0.20

0.32

0.15

4.69

1.43

9.99024 8.26313 17.7702

133

ok

0.199

0.627

-0.2

0

0

0

0.199

4.66

0.20

0.32

0.32

5.45

1.02

8.25664 8.73563 8.77952

ok

134

0.08

0.478

0.2

0

0

0

0.08

4.51

0.20

0.32

0.13

4.69

1.58

10.4686 8.45625 21.1406

ok

135

-0.076

1.53

0

0

0

0

0.076

5.56

0.00

0.00

0.12

4.28

3.44

36.5921

~

27.4441

ok

121

-0.001

0.401

0

0

0

0

0.001

4.43

0.00

0.00

0.00

3.08

3.07

2216.5

~

1662.38

ok

122

-0.01

2.632

0

0

0

0

0.01

6.66

0.00

0.00

0.02

4.68

4.57

333.2

~

249.9

ok

123

-0.124

4.372

0.22

0

0

0

0.124

8.40

0.22

0.35

0.20

7.75

3.93

16.639

14.325

25.4153

ok

124

-0.012

2.653

-0.44

0

0

0

0.012

6.69

0.44

0.70

0.02

7.15

2.13

7.59377 5.69744 208.906

ok

125

-0.087

2.165

0

0

0

0

0.087

6.20

0.00

0.00

0.14

4.79

3.82

35.6149

~

26.7112

ok

126

-0.009

2.11

0

0

0

0

0.009

6.14

0.00

0.00

0.01

4.32

4.22

341.222

~

255.917

ok

127

-0.079

0.456

0

0

0

0

0.079

4.49

0.00

0.00

0.13

3.56

2.68

28.4051

~

21.3038

ok

128

-0.001

0.401

0

0

0

0

0.001

4.43

0.00

0.00

0.00

3.08

3.07

2216.5

~

1662.38

ok

129

0.077

0.346

0

0

0

0

0.077

4.38

0.00

0.00

0.12

3.47

2.61

28.4286

~

21.3214

ok

130

-0.001

0.401

0

0

0

0

0.001

4.43

0.00

0.00

0.00

3.08

3.07

2216.5

~

1662.38

ok

131

-0.115

2.141

0.22

0

0

0

0.115

6.17

0.22

0.35

0.18

6.15

2.43

12.4333 10.5222 20.1293

ok

132

-0.002

0.382

-0.44

0

0

0

0.002

4.41

0.44

0.70

0.00

5.52

0.61

5.01586 3.76193 827.625

ok

6.33794 12.2405

ok

10

133

0.113

-1.34

-0.22

0

0

0

0.113

2.69

0.22

0.35

0.18

3.72

0.02

5.44226 4.58864 8.93363

ok

134 135

0.001

0.38

0.44

0

0

0

0.001

4.41

0.44

0.70

0.00

5.51

0.61

5.01362 3.76023

1654.5

ok

-0.01

2.632

0

0

0

0

0.01

6.66

0.00

0.00

0.02

4.68

4.57

333.2

~

249.9

ok

121

0.001

0.401

0

0

0

0

0.001

4.43

0.00

0.00

0.00

3.08

3.07

2216.5

~

1662.38

ok

122

0.01

2.632

0

0

0

0

0.01

6.66

0.00

0.00

0.02

4.68

4.57

333.2

~

249.9

ok

123

-0.102

1.627

0.22

0

0

0

0.102

5.66

0.22

0.35

0.16

5.72

2.14

11.6683 9.64602 20.8051

ok

124

0.012

2.653

-0.44

0

0

0

0.012

6.69

0.44

0.70

0.02

7.15

2.13

7.59377 5.69744 208.906

ok

125

-0.069

2.055

0

0

0

0

0.069

6.09

0.00

0.00

0.11

4.61

3.84

44.1087

~

33.0815

ok

126

0.009

2.11

0

0

0

0

0.009

6.14

0.00

0.00

0.01

4.32

4.22

341.222

~

255.917

ok

127

-0.077

0.346

0.00

0

0

0

0.077

4.38

0.00

0.00

0.12

3.47

2.61

28.4286

~

21.3214

ok

128

0.001

0.401

0

0

0

0

0.001

4.43

0.00

0.00

0.00

3.08

3.07

2216.5

~

1662.38

ok

129

0.079

0.456

0

0

0

0

0.079

4.49

0.00

0.00

0.13

3.56

2.68

28.4051

~

21.3038

ok

130

0.001

0.401

0

0

0

0

0.001

4.43

0.00

0.00

0.00

3.08

3.07

2216.5

~

1662.38

ok

131

-0.112

-0.604

0.22

0

0

0

0.112

3.43

0.22

0.35

0.18

4.23

0.54

6.94297 5.84318 11.4777

ok

132

0.002

0.382

-0.44

0

0

0

0.002

4.41

0.44

0.70

0.00

5.52

0.61

5.01586 3.76193 827.625

ok

133

0.114

1.405

-0.22

0

0

0

0.114

5.44

0.22

0.35

0.18

5.63

1.92

10.9713 9.26761 17.8849

ok

134

-0.001

0.38

0.44

0

0

0

0.001

4.41

0.44

0.70

0.00

5.51

0.61

5.01362 3.76023

1654.5

ok

135

0.01

2.632

0

0

0

0

0.01

6.66

0.00

0.00

0.02

4.68

4.57

249.9

ok

333.2

~

MATERIAL TAKE OFF STEEL & FOUNDATION DESIGN CHEMICAL STORAGE SHELTER STRUCTURAL STEEL

Steel Profile

Unit Weight (kg/m)

ST UC 203X203X46

46

10.077

ST UB 610X305X14

14

17.846

T UC3 05X305X97

97

2.18

2.23

201.21

ST Dia 19 mm

Weight (Mton)

Light Steel (ton) - 0 Medium Steel (ton) to 33 Kg/m 33 to 60 Kg/m

219.06

10.08

UNIT M3 M3 M3 M3 ton

NOS 10 10 10 10 10

F1 QUANTiTY 121.95 93.32 3.38 27.88 2.79

Volume (cum)

QUANTiTY

volume (cum)

121.95 93.32 3.38 27.88 2.79

CONCRETE FOUNDATION F2 ITEM

289974733.xls

UNIT

2.18

231.32

CONCRETE FOUNDATION F1 ITEM 1. Excavation 2. Back Fill 3. Lean concrete 4. Concrete 7. Reinforcing bar

Heavy Steel (ton) >60 Kg/m

NOS

Bf = Lf = Bp = Lp = BOF El = Hf = Hs = Hp = F1

2.5 2.5 0.8 0.5 1.4 0.5 0.7 0.9

m m m m m m m m

Bf =

1.2 m

1. Excavation 2. Back Fill 3. Lean concrete 4. Concrete 7. Reinforcing bar

289974733.xls

M3 M3 M3 M3 ton

10 10 10 10 10

37.12 31.04 0.85 5.76 0.58

37.12 31.04 0.85 5.76 0.58

0.576

Lf = Bp = Lp = BOF El = Hf = Hs = Hp =

1.2 0.4 0.4 1.4 0.5 0.7 0.9

m m m m m m m

ATTACHMENT-1 STAAD PRO INPUT STAAD SPACE CHEMICHAL STORAGE SHELTER STRUCTURE START JOB INFORMATION ENGINEER DATE 21-Sep-07 END JOB INFORMATION INPUT WIDTH 79 UNIT METER MTON JOINT COORDINATES 1 0 0 0; 2 0 4 0; 3 7.95 0 0; 4 7.95 4.8 0; 5 15.9 0 0; 6 15.9 4 0; 7 3.975 4.4 0; 8 3.975 0 0; 9 11.925 4.4 0; 10 11.925 0 0; 11 0 0 8; 12 0 4 8; 13 7.95 4.8 8; 14 15.9 0 8; 15 15.9 4 8; 16 0 0 16; 17 0 4 16; 18 7.95 4.8 16; 19 15.9 0 16; 20 15.9 4 16; 21 0 0 24; 22 0 4 24; 23 7.95 4.8 24; 24 15.9 0 24; 25 15.9 4 24; 26 0 0 32; 27 0 4 32; 28 7.95 4.8 32; 29 15.9 0 32; 30 15.9 4 32; 31 0 0 40; 32 0 4 40; 33 7.95 4.8 40; 34 15.9 0 40; 35 15.9 4 40; 36 0 4 48; 37 0 0 48; 38 7.95 4.8 48; 39 7.95 0 48; 40 15.9 4 48; 41 15.9 0 48; 42 3.975 4.4 48; 43 3.975 0 48; 44 11.925 4.4 48; 45 11.925 0 48; 46 0 4 20; 47 15.9 4 20; 48 0 4 28; 49 15.9 4 28; MEMBER INCIDENCES 1 2 1; 2 4 3; 3 6 5; 4 7 8; 5 9 10; 6 2 7; 7 7 4; 8 4 9; 9 9 6; 10 11 12; 11 12 13; 12 13 15; 13 15 14; 14 2 12; 15 4 13; 16 6 15; 17 16 17; 18 17 18; 19 18 20; 20 20 19; 21 21 22; 22 22 23; 23 23 25; 24 25 24; 25 26 27; 26 27 28; 27 28 30; 28 30 29; 29 31 32; 30 32 33; 31 33 35; 32 35 34; 33 36 37; 34 38 39; 35 40 41; 36 42 43; 37 44 45; 38 36 42; 39 42 38; 40 38 44; 41 44 40; 42 12 17; 43 17 46; 44 22 48; 45 27 32; 46 32 36; 47 13 18; 48 18 23; 49 23 28; 50 28 33; 51 33 38; 52 15 20; 53 20 47; 54 25 49; 55 30 35; 56 35 40; 61 17 23; 62 22 18; 63 22 28; 64 27 23; 73 18 25; 74 23 20; 75 23 30; 76 28 25; 81 46 22; 82 47 25; 83 48 27; 84 49 30; 85 16 46; 86 46 21; 87 19 47; 88 47 24; 89 24 49; 90 49 29; 91 21 48; 92 48 26; DEFINE MATERIAL START ISOTROPIC STEEL E 2.09042e+007 POISSON 0.3 DENSITY 7.83341 ALPHA 1.2e-005 DAMP 0.03 END DEFINE MATERIAL CONSTANTS MATERIAL STEEL MEMB 1 TO 56 61 TO 64 73 TO 76 81 TO 92 START GROUP DEFINITION MEMBER _COLUMN1 1 3 10 13 17 20 21 24 25 28 29 32 33 35 _BEAM1 14 16 42 TO 46 52 TO 56 81 TO 84 _BEAM2 15 47 TO 51 _RAFTER1 11 12 18 19 22 23 26 27 30 31 _RAFTER2 6 TO 9 38 TO 41 _BRACE1 61 TO 64 73 TO 76 _COLUMN2 2 4 5 34 36 37 _VBRACE 85 TO 92 JOINT END GROUP DEFINITION MEMBER PROPERTY BRITISH 10 13 17 20 21 24 25 28 29 32 TABLE ST UB610X305X149 1 TO 5 33 TO 37 TABLE ST UC203X203X46 14 16 42 TO 46 52 TO 56 81 TO 84 TABLE ST UC203X203X46 15 47 TO 51 TABLE ST UC203X203X46 11 12 18 19 22 23 26 27 30 31 TABLE ST UB610X305X149 6 TO 9 38 TO 41 TABLE ST UC203X203X46 61 TO 64 73 TO 76 TABLE ST PIPE OD 0.019 ID 0 85 TO 92 TABLE T UC305X305X97 SUPPORTS 1 3 5 8 10 11 14 16 19 21 24 26 29 31 34 37 39 41 43 45 PINNED MEMBER TRUSS 61 TO 64 73 TO 76 MEMBER TRUSS 61 TO 64 73 TO 76 85 TO 92 MEMBER RELEASE 14 TO 16 42 TO 56 START MY MZ 14 TO 16 42 45 TO 52 55 56 81 TO 84 END MY MZ DEFINE UBC LOAD ZONE 0.3 I 1.25 RWX 5.6 RWZ 5.6 STYP 2 CT 0.0731 SELFWEIGHT JOINT WEIGHT MEMBER WEIGHT 11 12 18 19 22 23 26 27 30 31 UNI 0 -0.1 6 TO 9 38 TO 41 UNI 0 -0.05 **************************************** ****************** LOAD 1 SEISMIC LOAD X DIR (SX) ****************** UBC LOAD X 1 ****************** LOAD 2 SEISMIC LOAD Z DIR (SZ)

ATTACHMENT-1 STAAD PRO INPUT ****************** UBC LOAD Z 1 ****************** LOAD 3 DEAD LOAD (DL) ****************** SELFWEIGHT Y -1 ******************** LOAD 4 LIVE LOAD (LL) ****************** SELFWEIGHT Y -0.0001 MEMBER LOAD 11 12 18 19 22 23 26 27 30 31 UNI GY -0.8 6 TO 9 38 TO 41 UNI GY -0.4 ******************** LOAD 5 ROOF LIVE LOAD (LR) ****************** MEMBER LOAD 11 12 18 19 22 23 26 27 30 31 UNI GY -0.1 6 TO 9 38 TO 41 UNI GY -0.05 1 TO 5 10 13 17 20 21 24 25 28 29 32 TO 37 UNI GY -0.07 ******************** LOAD 6 WIND LOAD X DIR (WX) ****************** SELFWEIGHT Y -0.0001 MEMBER LOAD 11 18 22 26 30 UNI GY -0.77 12 19 23 27 31 UNI GY 0.4 6 7 38 39 UNI GY -0.38 8 9 40 41 UNI GY 0.2 10 17 21 25 29 UNI GX 0.47 1 33 UNI GX 0.15 13 20 24 28 32 UNI GX 0.15 3 35 UNI GX 0.07 33 TO 37 UNI GZ 0.1 1 TO 5 UNI GZ -0.1 ******************** LOAD 7 WIND LOAD Z DIR (WZ) ****************** SELFWEIGHT Y -0.0001 MEMBER LOAD 2 4 5 UNI GZ 0.2 1 3 UNI GZ 0.1 34 36 37 UNI GZ 0.15 33 35 UNI GZ 0.07 3 13 20 24 28 32 35 UNI GX 0.05 1 10 17 21 25 29 33 UNI GX -0.05 ****************** LOAD 8 BLAST LOAD (BL) ******************* SELFWEIGHT Y -0.0001 ******************************************************** *LOAD COMB ACCORDING TO UBC 1997 FOR STEEL STRUCTURE**** ***************ALLOWABLE STRESS DESIGN****************** ********************************************************* LOAD COMB 21 0.9DL 3 0.9 LOAD COMB 22 0.9DL+ 0.75LL+0.75LR 3 0.9 4 0.75 5 0.75 LOAD COMB 23 0.9DL+ 0.75LL+0.75LR+0.75WX 3 0.9 4 0.75 5 0.75 6 0.75 LOAD COMB 24 0.9DL+ 0.75LL+0.75LR+0.75WZ 3 0.9 4 0.75 5 0.75 7 0.75 LOAD COMB 25 0.9DL+ 0.75LL+0.75LR+0.75WX 3 0.9 4 0.75 5 0.75 6 0.75 LOAD COMB 26 0.9DL+ 0.75LL+0.75LR+0.75WZ 3 0.9 4 0.75 5 0.75 7 0.75 ******************************************************* *FOR COMABINATION WITH SEISMIC LOAD UBC97 WILL BE USED ******************************************************* LOAD COMB 27 1.2DL+1SX+0.5LL 3 1.2 1 1.0 4 0.5 LOAD COMB 28 1.2DL+1SZ+0.5LL 3 1.2 2 1.0 4 0.5 LOAD COMB 29 0.9DL+1SX 3 0.9 1 1.0 LOAD COMB 30 0.9DL+1SZ 3 0.9 2 1.0 LOAD COMB 31 0.9DL-1SX 3 0.9 1 -1.0 LOAD COMB 32 0.9DL-1SZ 3 0.9 2 -1.0

ATTACHMENT-1 STAAD PRO INPUT LOAD COMB 33 0.9DL+1WX 3 0.9 6 1.0 LOAD COMB 34 0.9DL+1WZ 3 0.9 7 1.0 LOAD COMB 35 0.9DL-1WX 3 0.9 6 -1.0 LOAD COMB 36 0.9DL-1WZ 3 0.9 7 -1.0 LOAD COMB 37 DL+LL+LR+BL 3 1.0 4 1.0 5 1.0 8 1.0 ***************** ************************************** *LOAD COMB FOR DEFLECTION N CONNECTION ************************************** LOAD COMB 121 DL 3 1.0 LOAD COMB 122 DL+LL+LR 3 1.0 4 1.0 5 1.0 LOAD COMB 123 DL+LL+LR+WX 3 1.0 4 1.0 5 1.0 6 1.0 LOAD COMB 124 DL+LL+LR+WZ 3 1.0 4 1.0 5 1.0 7 1.0 ***************************************************** *FOR COMBINATION WITH SEISMIC LOAD UBC97 WILL BE USED ***************************************************** LOAD COMB 125 DL+SX+LL 3 1.0 1 1.0 4 1.0 LOAD COMB 126 DL+SZ+LL 3 1.0 2 1.0 4 1.0 LOAD COMB 127 DL+1SX 3 1.0 1 1.0 LOAD COMB 128 DL+1SZ 3 1.0 2 1.0 LOAD COMB 129 DL-1SX 3 1.0 1 -1.0 LOAD COMB 130 1DL-1SZ 3 1.0 2 -1.0 LOAD COMB 131 DL+1WX 3 1.0 6 1.0 LOAD COMB 132 0.9DL+1WZ 3 0.9 7 1.0 LOAD COMB 133 DL-1WX 3 1.0 6 -1.0 LOAD COMB 134 DL-1WZ 3 1.0 7 -1.0 LOAD COMB 135 DL+LL+LR+BL 3 1.0 4 1.0 5 1.0 8 1.0 PERFORM ANALYSIS CHANGE LOAD LIST 21 TO 37 PARAMETER CODE AISC FYLD 24000 ALL RATIO 0.85 ALL LY 7.99 MEMB 6 TO 9 38 TO 41 LY 8 MEMB 43 53 81 82 LX 4 MEMB 43 53 81 82 KY 2 MEMB 1 TO 5 10 13 17 20 21 24 25 28 29 32 TO 37 85 TO 92 BEAM 1 ALL CB 1 ALL CHECK CODE MEMB 1 TO 56 81 TO 92 STEEL TAKE OFF ALL LOAD LIST 121 TO 135 **Long Beam PRINT SECTION MAX DISPL NSECT 5 LIST 14 16 42 TO 46 52 TO 56 81 TO 84 **Rafter PRINT SECTION MAX DISPL NSECT 5 LIST 11 12 18 19 22 23 26 27 30 31 *PRINT JOINT DISPLACEMENTS LIST 2 4 6 7 9 12 15 17 20 22 25 27 30 32 35 36 *38 40 42 44 FINISH

ATTACHMENT-2 COLUMN AND BEAM DEFLECTION

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1. Check Column Deflection Column Height (H) = 400 cm Allowable Deflection = H/200 =

Max X Min X Max Y Min Y Max Z Min Z Max rX Min rX Max rY Min rY Max rZ Min rZ Max Rst

Node 25 2 7 7 7 7 4 4 2 6 30 22 7

2.00 cm

=

20

Horizontal Vertical Horizontal Resultant L/C X mm Y mm Z mm mm 123 DL+L 4.605 -0.087 0 4.605 133 DL-1 -4.254 0.006 0.049 4.254 133 DL-1 -4.25 0.052 3.513 5.515 123 DL+L 4.251 -0.148 -3.516 5.519 132 0.9DL -0.004 -0.01 7.599 7.599 134 DL-1W 0.003 -0.01 -7.6 7.6 134 DL-1W 0 -0.018 -1.077 1.077 124 DL+L 0 -0.094 1.074 1.078 134 DL-1W 0.007 -0.013 -0.098 0.099 134 DL-1W -0.007 -0.013 -0.098 0.099 124 DL+L 0.92 -0.094 0.049 0.926 123 DL+L 2.528 -0.128 0 2.531 134 DL-1W 0.003 -0.01 -7.6 7.6

mm

rX rad 0 -0.001 0 0 0 0 0.003 -0.003 0.001 0.001 0 0 0

Rotational rY rad 0 -0.002 0 0 0 0 0 0 0.003 -0.003 0 0 0

rZ rad 0 0.001 0 0 0 0 0 0 0 0 0.001 -0.002 0

2. Check Beam Deflection *LONGITUDINAL BEAM Beam Length (L) = Allowable Deflection =

600 cm L/240 =

2.50 cm

     MAX MEMBER SECTION DISPLACEMENTS      ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­      UNIT= INCH FOR FPS AND CM FOR METRIC/SI SYSTEM        MEMBER       MAX DISP       LOCATION    LOAD      L/DISPL          14          0.23673         480.00    135      3379        16          0.23673         480.00    135      3379        42          0.23673         480.00    135      3379        43          0.05427         240.00    127      7369        44          0.05427         240.00    127      7369        45          0.23673         480.00    135      3379        46          0.23673         480.00    135      3379        52          0.23673         480.00    135      3379        53          0.05427         240.00    129      7369        54          0.05427         240.00    129      7369        55          0.23673         480.00    135      3379        56          0.23673         480.00    135      3379        81          0.05427         160.00    127      7369        82          0.05427         160.00    129      7369        83          0.05427         160.00    127      7369 _______________________________________________________________________________________

ATTACHMENT-2 COLUMN AND BEAM DEFLECTION

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       84          0.05427         160.00    129      7369            ************ END OF SECT DISPL RESULTS ***********      228. **RAFTER    229. PRINT SECTION MAX DISPL NSECT 5 LIST 11 12 18 19 22 23 26 27 30 31     CHEMICHAL STORAGE SHELTER STRUCTURE                      ­­ PAGE NO.   13 *TRANSVERSAL BEAM Beam Length (L) = Allowable Deflection =

800 cm L/240 =

3.33 cm

     MAX MEMBER SECTION DISPLACEMENTS      ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­      UNIT= INCH FOR FPS AND CM FOR METRIC/SI SYSTEM        MEMBER       MAX DISP       LOCATION    LOAD      L/DISPL          11          0.30226         479.41    123      2643        12          0.14625         479.41    133      5463        18          0.30251         479.41    123      2641        19          0.14631         479.41    133      5461        22          0.30271         479.41    123      2639        23          0.14638         479.41    133      5458        26          0.30251         479.41    123      2641        27          0.14631         479.41    133      5461        30          0.30226         479.41    123      2643        31          0.14625         479.41    133      5463

_______________________________________________________________________________________

Y

X Z

Load 2

*PRINT JOINT DISPLACEMENTS LIST 2 4 6 7 9 12 15 17 20 22 25 27 30 32 35 36 *38 40 42 44

Node

L/C 1

3

121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 121 122 123 124 125 126 127 128 129 130 131 132 133

Force­X  Force­Y  Force­Z  Moment­X Moment­Y Moment­Z kNm 0.007 0.449 0 0 0 0 0.076 1.53 0 0 0 0 ­0.24 2.075 0.2 0 0 0 0.163 1.501 ­0.2 0 0 0 ­0.005 1.034 0 0 0 0 0.069 1.161 0 0 0 0 ­0.067 0.322 0 0 0 0 0.007 0.449 0 0 0 0 0.081 0.576 0 0 0 0 0.007 0.449 0 0 0 0 ­0.31 0.994 0.2 0 0 0 0.093 0.375 ­0.2 0 0 0 0.324 ­0.096 ­0.2 0 0 0 ­0.08 0.478 0.2 0 0 0 0.076 1.53 0 0 0 0 0 0.58 0 0 0 0 0 2.659 0 0 0 0 ­0.131 2.995 0.253 0 0 0 0 2.675 ­0.505 0 0 0 ­0.058 2.13 0 0 0 0 0 2.13 ­0.003 0 0 0 ­0.058 0.58 0 0 0 0 0 0.58 ­0.003 0 0 0 0.058 0.58 0 0 0 0 0 0.58 0.003 0 0 0 ­0.131 0.917 0.253 0 0 0 0 0.538 ­0.505 0 0 0 0.131 0.244 ­0.253 0 0 0

5

8

10

134 135 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 121 122 123

0 0 ­0.007 ­0.076 ­0.282 ­0.163 ­0.142 ­0.069 ­0.081 ­0.007 0.067 ­0.007 ­0.212 ­0.093 0.199 0.08 ­0.076 ­0.001 ­0.01 ­0.124 ­0.012 ­0.087 ­0.009 ­0.079 ­0.001 0.077 ­0.001 ­0.115 ­0.002 0.113 0.001 ­0.01 0.001 0.01 ­0.102

0.565 2.659 0.449 1.53 1.352 1.501 1.288 1.161 0.576 0.449 0.322 0.449 0.271 0.375 0.627 0.478 1.53 0.401 2.632 4.372 2.653 2.165 2.11 0.456 0.401 0.346 0.401 2.141 0.382 ­1.34 0.38 2.632 0.401 2.632 1.627

0.505 0 0 0 0.2 ­0.2 0 0 0 0 0 0 0.2 ­0.2 ­0.2 0.2 0 0 0 0.22 ­0.44 0 0 0 0 0 0 0.22 ­0.44 ­0.22 0.44 0 0 0 0.22

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

124 125 126 127 128 129 130 131 132 133 134 135

0.012 ­0.069 0.009 ­0.077 0.001 0.079 0.001 ­0.112 0.002 0.114 ­0.001 0.01

2.653 2.055 2.11 0.346 0.401 0.456 0.401 ­0.604 0.382 1.405 0.38 2.632

­0.44 0 0 0 0 0 0 0.22 ­0.44 ­0.22 0.44 0

0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0

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