Calculation Chemical Storage (Steel)
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Description
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
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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
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CALCULATION OF CHEMICAL STORAGE SHELTER & FOUNDATION
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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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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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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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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
2 of 3
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
3 of 3
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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