Report Ohwt 2011

Checking of Structural Safety and Stability

December 8

2011 KIMMCO at Mina Abdullah has a over head water tank structure with a capacity of 80 m�3 water. The structure has been built two-three decades ago. KIMMCO was concerned about the safety of the structure. A request was sent to INCO-LABS to check the structural safety and stability of the structure. INCO-LABS teamed up with Prof. Humayun R. H. Kabir, Ph.D., P.E. of Kuwait University to carry out the task. INCO-LAB has conducted series of tests and analyzed the structure. This report contains the findings, recommendations and conclusions.

Report

Table of Contents Introduction: .................................................................................................................... 5

Collection of Structural Drawings, Loads and Reports if Any: ................................................... 6

Material Testing: .............................................................................................................. 6

MPI Test:...................................................................................................................... 7

LPT Test:....................................................................................................................... 7

Bolt Tightness Test: ........................................................................................................ 7

Thickness Test: .............................................................................................................. 7

Foundation:.................................................................................................................. 7

Soil Conditions:............................................................................................................. 8

Structural Analysis (3D-Frame): ........................................................................................... 9

Wind Analysis:............................................................................................................. 10

Stress & Deflection Analysis, Wind as Static loads: ............................................................ 18

Dead Loads: ............................................................................................................ 18

Live Load: ................................................................................................................ 18

Temperature Load:.................................................................................................... 18

Load Cases:............................................................................................................. 19

Analysis as per the Existing Conditions; File:water tank frame 02 ................................. 20

INPUT DECK: ....................................................................................................... 20

Computer Model: .................................................................................................... 23

Output: .................................................................................................................. 24

Deflection: ........................................................................................................... 24

New Design Items: .................................................................................................... 31

Output of the Design Elements:....................................................................................33

Check Joints: End One ............................................................................................... 41

Fatigue Analysis: ..........................................................................................................43

Check Joint: Mid One- ............................................................................................. 44

INCO‐LABS/Checked by Humayun R. H. Kabir, Ph.D., P.E., OCCD, Kuwait University

Supports: ................................................................................................................... 46

Check for Tension Pull: .............................................................................................. 48

Bolt with Tension and Shear: .................................................................................... 49

Weld Capacity at Base Gusset Plates:......................................................................... 49

Base Plates: ............................................................................................................ 50

Analysis of Water Tank Shells: .......................................................................................... 52

Computer Model:........................................................................................................ 54

Loads---Self Weight + Top shell + Misc.......................................................................... 54

Load-- Water pressure:................................................................................................ 56

INPUT DECK:...............................................................................................................58

Output:...................................................................................................................... 67

Maximum Absolute Stress:......................................................................................... 67

Piping T & Elbows Inspection: ........................................................................................... 69

Conclusion and Recommendation: .................................................................................... 70

Appendix: ...................................................................................................................... 71

A: As Built Structural Drawings........................................................................................ 71

B: Damage Mapping.................................................................................................... 71

C: Test Mapping & Test Report ....................................................................................... 71

D: Repair Drawings ...................................................................................................... 71


Figure 1:Over Head Water Tank (OHWT)-------------------------------------------------------- 5 Figure 2: Water Tank Frame -------------------------------------------------------------------- 9 Figure 3:Wind Load Along X-Axis -------------------------------------------------------------- 17 Figure 4: Wind Along Z-axis ------------------------------------------------------------------- 18 Figure 5: Loads Due to Water Tank on Cross-Beams -------------------------------------------- 18 Figure 6: Frame Model ------------------------------------------------------------------------23 Figure 7: Members with Safe Stress Ratio-------------------------------------------------------27 Figure 8: Beams Under the Water Tank (Stress Ratio)--------------------------------------------28 Figure 9: Columns with Stress Ratio-------------------------------------------------------------28 Figure 10: Pipes Fail to Pass Safety------------------------------------------------------------ 29 Figure 11: New Size of Pipes--------------------------------------------------------------------30 Figure 12: New Size of Beams Under the Water Tank ------------------------------------------ 31 Figure 13: Safe Members (Stress ratio less than or equal to 1.0)----------------------------------32 Figure 14: Safe Beams Under the Water Tank (Stress ratio less than or equal to 1.0) -------------32 Figure 15: Safe Pipes in the Neighborhood of Beams Under the Water --------------------------32 Figure 16: Maximum Shear Force in Beams Under the Water Tank ------------------------------ 41 Figure 17: Bolts with Double Shear ------------------------------------------------------------- 41 Figure 18: Maximum Moment in Beams Under the Water Tank----------------------------------44 Figure 19: Maximum Moment in Beams—Moment Envelope------------------------------------45 Figure 20: Beam Stress with New Section ------------------------------------------------------45 Figure 21: Section Properties of New Section-------------------------------------------------- 46 Figure 22: Base Plate Separation--------------------------------------------------------------- 51 Figure 23: Water Tank Showing Weld lines ----------------------------------------------------- 1 Figure 24: Four-Node Element Configuration. -------------------------------------------------53 Figure 25: Finite Element Model of Water Tank ------------------------------------------------54 Figure 26: Self Weight and Top shell Weight --------------------------------------------------55 Figure 27: Water Pressure on Tank Shells ----------------------------------------------------- 56 Figure 28: 3-D View of the Tank with Water Pressure.------------------------------------------57 Figure 29: Load Case 8: Maximum Absolute Stress ------------------------------------------- 67 Figure 30: Absolute Stresses Due to 3.8 mm Thickness. -----------------------------------------68


Introduction: The over head water tank (OHWT) with a capacity of 80m�3 is supported at a height of +25.60 m level. The tank is supported on two cross-beams that are connected to four hollow round steel columns. The tank and steel columns, beams, and diagonal bracings are fabricated with A36 grade steel. The tank is fabricated with segmental plate with welding. Weathering effects in terms of corrosions are visible.

The total height of the structure is 30.7 m, and the base width of the structure is 5.5 m. The height-to-width ratio is 5.58, indicating a rigid in nature in terms of aero elastic effects. Fig. 1 shows a view of the OHWT.

Water Tank

Cross Beams

Steel circular column

Diagonal Bracings

Figure 1:Over Head Water Tank (OHWT)

The TOR from KIMMCO provides the following technical inspections:


“Provide stability and corrosion test of the existing over head tank and structure. Provide test certificate results and recommendation the type of repair if any sign of defective structure.”

The following technical investigations are suggested:

• Collection of structural drawings, loads, and reports if any, • Structural analysis, • Inspection of all welds and nut-bolts, • Inspection of wall thickness of the tank, • Inspection of the structural frame elements, • Foundation check (footing), and • Soil conditions.

Collection of Structural Drawings, Loads and Reports if Any: No structural drawings were available. Therefore, a detail geometric survey of the OHWT has been done in the critical and accessible areas. The set of survey drawings are provided in Appendix. Only were available foundation drawings.

Material Testing: The water tank is constructed with steel sheet plates welded along the circumference and vertically. The vertical ones are in alternate positions to lower stress induced during the welding process. The critical areas were selected for the test.

The following tests were suggested in the original proposal:

2 MPI Ultrasound Bolt Thickness

Later for the convenient of the site conditions and project, the following set of tests were conducted without any additional cost.

1 MPI-weld 2 LPT on Weld

3 Ultrasound-

weld


4 Ultrasound-bolt5 Bolt-tightness

6 Thickness

MPI Test: MPI test has been conducted mainly on the welds of the tank. Attached drawings show the location of MPI tests. All tests are found acceptable.

LPT Test: Three rings of weld on the shell of the tank were tested. The results are enclosed in Appendix. They are all acceptable in terms of quality.

Bolt Tightness Test: All bolts were checked for their looseness. None of them found loose or in misalignment condition. A total of 36 bolts were checked for tightness at the cross beams right under the tank. It has passed the full capacity of the torque test. One bolt has been found missing as shown in picture as presented in Appendix.

Most of the bolts as checked found corroded (a layer of corrosion) under the paint, particularly bolts with the diagonal bracings.

Thickness Test: The plate thicknesses are not found consistent, even in one plate. The thickness vary from 13 mm to 9 mm. A total of 100 points have received thickness test using ultrasound test methodology. Whether these available thicknesses are adequate will be checked later in this report using finite element method (FEM). No flaws were also detected on the spots where thickness were tested.

Foundation: An attempt was made to expose foundation, but it was abundant as it may produce some risks in the machine structure around. However, no apparent settlements, and unusual appearance noticed. No cracks, spallings, and no corrosion signs at the base of foundation of steel columns are seen. The concrete strengths were checked extracting cores, Schmidt hammer, and ultra-sound test from the ground beams. The results are presented in Appendix. The results are satisfactory in strength and durability wise.


Soil Conditions: The bearing capacity at depth 1.5 m 1.0 kN/m�2. Its relatively lower range of the bearing capacity.

The soil has high sulfate at depth 3 m. As no sulfate is found in the concrete, no further investigation is required.


Structural Analysis (3D‐Frame): The water tank is supported on two cross beams. Beams are connected to four columns. The water tank has base around it. The base is supported on beams. The load of water, tank shells, and misc weights are imposed on beams.

The following shows computer model of the frame:

Figure 2: Water Tank Frame

Properties of Structural Members:

Column: Diameter = 250 mm, and thickness (average) = 6.5 mm

Bracing members: Diameter =110 mm, and thickness (average) = 5 mm.


The structure experiences self weight, live load, wind load, and temperature load. The earthquake load will not govern.

The temperature variation of 40 C is assumed. The wind induction on the structure depends on the flexibility or rigidness of the structure. This is established using a frequency analysis as per ASCE-07. It suggests for steel structure fundamental frequency be approximated as

. Hence, the structure experiences wind

load as rigid structure. The next section presents the wind analysis.

The wind analysis as per STAAD PRO following ASCE-07 is considered for the velocity of 160 km/hr (95 mph).

Wind Analysis: It is now considered in Kuwait that any wind induced structure be designed for 160 km/hour (95 miles/hour) wind speed as design base. The design procedure of wind analysis is provided in ASCE-07, Chapter 6. The excerpt is as follows:


WIND LOAD ANALYSIS -TankPer ASCE 7-02 Code for Cantilevered Structures Classified as Other Structures

Input Data:

V = 95 mph (Wind Map, Figure 6-1) V= 42.8 m/ s

Class. = II (Structure Classification from Table 1-1)

Exposure = D (Exposure Category from Sect. 6.5.6)

Kzt = 1.00 (Topographic Factor from Sect. 6.5.7)

h = 35.00 m (Height of Stack/ Tank itself)

Hb = 0.00 m (Ht. of Stack/ Tank Base Above Ground)

D = 5.50 m (Diameter or Width of Surface Normal to Wind)

Shape= Square (Round, Hexagonal, or Square)

β = 0.01 (Damping Ratio = 0.010-0.070)

Ct = 0.0412 (Period Coefficient = 0.020-0.035)

Kd = 0.95 (Direct. Factor for frame shape, Table 6-4)


Resulting Parameters and Coefficients:

The velocity pressure exposure coefficient Kz may be determined from the following formula:

If z< 4.58 m then:

If z >= 4.58m then:

If z < 4.58m then: Kz = 2.01*(4.58/zg)^(2/α)

If z >= 4.58m then: Kz = 2.01*(z/zg)^(2/α)

α = 11.5 (Table 6-2)zg(m) = 213.36 (Table 6-2)

I = 1 (Table 6-1) (Import. Factor)h/ D = 6.36364

freq., f = 1.366 Hz. (f >=1) Rigid


Gust- effect Factorgq and gv shall be taken as 3.4

0.13255 = ; in which and are constants in Table 6-2

= 226.710553

Q= 0.90802

G= 0.88809

G = 0.85 (Gust Factor, Sect. 6.5.8)


Velocity Pressure (Sect. 6.5.10, Eq. 6-15):qz = 0.613*Kz*Kzt*Kd*V̂ 2* I

Net Design Wind Pressures (Sect. 6.5.13):p = qz*G*Cf (N/m2)

Net Design Wind Forces (Sect. 6.5.13, Eq. 6-25):F = qz*G*Cf*D (N/m)

Resulting Total Base Shear & Moment:

ΣV(total) =kNΣM(total) =KN-m


Wind Load Tabulation for Water Tankz Kz qz p=qz*G*Cf F=qz*G*Cf*D

(m) N/ m2 N/ m2 N/ m0.00 1.03 1096.79 633.13 3482.221.00 1.03 1096.79 633.13 3482.222.00 1.03 1096.79 633.13 3482.223.00 1.03 1096.79 633.13 3482.224.00 1.03 1096.79 633.13 3482.225.00 1.05 1113.65 642.87 3535.766.00 1.08 1149.53 663.58 3649.677.00 1.11 1180.76 681.61 3748.848.00 1.14 1208.50 697.62 3836.919.00 1.16 1233.52 712.06 3916.3210.00 1.18 1256.33 725.23 3988.7411.00 1.20 1277.32 737.35 4055.4112.00 1.22 1296.80 748.59 4117.2413.00 1.24 1314.98 759.08 4174.9614.00 1.25 1332.04 768.93 4229.1215.00 1.27 1348.11 778.21 4280.1716.00 1.28 1363.33 787.00 4328.4817.00 1.29 1377.78 795.34 4374.3618.00 1.31 1391.55 803.28 4418.0619.00 1.32 1404.69 810.87 4459.8020.00 1.33 1417.28 818.14 4499.7621.00 1.34 1429.36 825.11 4538.1022.00 1.35 1440.97 831.81 4574.9723.00 1.36 1452.15 838.27 4610.4724.00 1.37 1462.94 844.49 4644.7225.00 1.38 1473.36 850.51 4677.8126.00 1.39 1483.45 856.33 4709.8327.00 1.40 1493.21 861.97 4740.8528.00 1.41 1502.69 867.44 4770.9329.00 1.42 1511.89 872.75 4800.1330.00 1.43 1520.83 877.91 4828.5231.00 1.44 1529.52 882.93 4856.1332.00 1.45 1537.99 887.82 4883.02


Based on the above steps the wind analysis has been conducted in STAAD PRO.

Load 4

Figure 3:Wind Load Along X-Axis


Load 3

Figure 4: Wind Along Z-axis

Water Tank Load on Cross-Beams:

Load 1

Figure 5: Loads Due to Water Tank on Cross-Beams

Stress & Deflection Analysis, Wind as Static loads: The above Table provides the surface wind load per sq. m. The following shows the remaining loads:

Dead Loads: Self weight: This loads are due to the shell weight, and platform loads, and accessories. Assume 5% of the shell loads as platform, ladders and other accessories loads.

Live Load: Live loads may possible on platform and ladders area.

LL = 1.0 kN/sqm is assumed on platform only.

Temperature Load:


Load Cases: STAAD INPUT LOAD 1 LOADTYPE Dead Titile LOAD CASE 1: Selfweight SELFWEIGHT Y -1 LIST 1 TO 4 7 TO 10 13 TO 16 18 TO 34 36 TO 64 66 TO 93 LOAD 2 LOADTYPE Dead TITLE LOAD CASE 2: WATER MEMBER LOAD 92 93 UNI GY -83.5 0 2.5 66 67 UNI GY -83.5 1.39 3.89 **SELFWEIGHT Y -1 LIST 1 TO 4 7 TO 10 13 TO 16 18 TO 34 36 TO 64 66 TO 93 LOAD 3 LOADTYPE Live TITLE LOAD CASE 3 MEMBER LOAD 92 93 UNI GY -2 0 2.5 66 67 UNI GY -2 1.39 3.89 LOAD 4 WIND LOAD Z-DIRECTION WIND LOAD Z 1 TYPE 1 LOAD 5 WIND LOAD X-DIRECTION WIND LOAD X 1 TYPE 1 LOAD COMB 6 COMBINATION LOAD CASE 6: DL + LL + 0.75 W-X 1 1.0 2 1.0 3 1.0 4 0.75 LOAD COMB 7 COMBINATION LOAD CASE 7: 1.0DL + 1.0LL 1 1.0 2 1.0 LOAD COMB 8 COMBINATION LOAD CASE 8: DL + LL + 0.7W-X + 0.7W-Y 1 1.0 2 1.0 3 1.0 4 0.707 5 0.707 LOAD COMB 9 COMBINATION LOAD CASE 9: 1.2DL + 1.6LL + 1.13W-X+ 1.13W-Y 1 1.2 2 1.2 3 1.6 4 1.131 5 1.131 LOAD COMB 10 COMBINATION LOAD CASE 10: 0.9DL + 1.6W-X 1 0.9 2 0.9 3 1.6 LOAD COMB 11 COMBINATION LOAD CASE 11: 1.2DL + 1.6LL+ 1.6W-X 1 1.2 2 1.2 3 1.6 4 1.6 LOAD COMB 12 COMBINATION LOAD CASE 12: 0.9 DL + 1.6W-x 1 0.90 4 1.6

As it’s a steel structure, the following load cases as per AISC are considered:

1. DL (self weight ) 2. DL ( weight of water and tank) 3. LL 4. Wind along X 5. Wind along z 6. DL + LL + 0.75 Wind-x 7. DL + LL 8. DL + LL + 0.7W-X + 0.7W-Z 9. 1.2DL + 1.6LL +1.13W-X + 1.13W-Y


10. 0.9DL + 1.6W-X 11. 1.2DL + 1.6LL + 1.6W-X 12. 0.9 DL + 1.6 W

Designing the shell as per LRFD of AISC, and checking as per WSD as well.

There are two input decks. One analysis and the other is design.

Analysis as per the Existing Conditions; File:water tank frame 02

INPUT DECK: STAAD SPACE START JOB INFORMATION ENGINEER DATE 17-Oct-11 END JOB INFORMATION INPUT WIDTH 79 UNIT METER KN JOINT COORDINATES 1 0 0 0; 2 5.5 0 0; 5 0 4.885 0; 6 5.5 4.885 0; 7 0 9.759 0; 8 5.5 9.759 0; 9 0 14.628 0; 10 5.5 14.628 0; 11 0 19.508 0; 12 5.5 19.508 0; 15 5.5 2.4425 0; 16 5.5 7.322 0; 17 5.5 12.1935 0; 18 5.5 17.068 0; 19 0 24.136 0; 20 5.5 24.136 0; 21 0 24.436 0; 22 5.5 24.436 0; 23 0 30 0; 24 5.5 30 0; 25 5.5 21.822 0; 26 0 0 5.5; 27 0 2.4425 5.5; 28 0 4.885 5.5; 29 0 7.322 5.5; 30 0 9.759 5.5; 31 0 12.1935 5.5; 32 0 14.628 5.5; 33 0 17.068 5.5; 34 0 19.508 5.5; 35 0 24.136 5.5; 36 0 21.822 5.5; 37 0 24.436 5.5; 38 0 30 5.5; 39 5.5 0 5.5; 40 5.5 4.885 5.5; 41 5.5 9.759 5.5; 42 5.5 14.628 5.5; 43 5.5 19.508 5.5; 44 5.5 24.136 5.5; 45 5.5 24.436 5.5; 46 5.5 30 5.5; 47 2.75 31.75 2.75; 48 2.75 24.436 2.75; MEMBER INCIDENCES 1 1 5; 2 5 7; 3 7 9; 4 9 11; 7 2 15; 8 6 16; 9 8 17; 10 10 18; 13 15 6; 14 16 8; 15 17 10; 16 18 12; 18 1 15; 19 15 5; 20 5 16; 21 16 7; 22 7 17; 23 17 9; 24 9 18; 25 18 11; 26 20 25; 27 25 12; 28 11 25; 29 25 19; 30 11 19; 31 19 21; 32 20 22; 33 21 23; 34 22 24; 36 26 27; 37 28 29; 38 30 31; 39 32 33; 40 27 28; 41 29 30; 42 31 32; 43 33 34; 44 35 36; 45 36 34; 46 35 37; 47 37 38; 48 39 40; 49 40 41; 50 41 42; 51 42 43; 52 43 44; 53 44 45; 54 45 46; 55 39 27; 56 27 40; 57 40 29; 58 29 41; 59 41 31; 60 31 42; 61 42 33; 62 33 43; 63 43 36; 64 36 44; 66 21 48; 67 37 48; 68 1 27; 69 39 15; 70 27 5; 71 5 29; 72 29 7; 73 7 31; 74 31 9; 75 9 33; 76 33 11; 77 11 36; 78 36 19; 79 15 40; 80 40 16; 81 16 41; 82 41 17; 83 17 42; 84 42 18; 85 18 43; 86 43 25; 87 25 44; 88 23 47; 89 38 47; 90 47 46; 91 47 24; 92 48 22; 93 48 45; MEMBER TRUSS 18 TO 25 28 29 55 TO 64 MEMBER TRUSS 68 TO 87 MEMBER RELEASE 88 89 92 93 END MX MY MZ 66 67 90 91 START MX MY MZ


DEFINE MATERIAL START ISOTROPIC STEEL E 2.05e+008 POISSON 0.3 DENSITY 76.8195 ALPHA 1.2e-005 DAMP 0.03 END DEFINE MATERIAL MEMBER PROPERTY BRITISH 1 TO 4 7 TO 10 13 TO 16 26 27 30 TO 34 36 TO 54 88 TO 91 TABLE ST PIP2446.3 MEMBER PROPERTY BRITISH 67 92 TABLE ST UB610X229X140 26 27 30 TO 34 44 TO 47 52 TO 54 TABLE ST PIP24412.0 66 93 TABLE ST UB838X292X226 **MEMBER PROPERTY AMERICAN **1 TO 4 7 TO 10 13 TO 16 26 27 30 TO 34 36 TO 54 88 TO 90 - **91 PRIS ROUND STA 0.22 END 0.22 THI 0.065 **18 TO 25 28 29 55 TO 64 68 TO 87 PRIS ROUND STA 0.11 END 0.11 THI 0.05 CONSTANTS MATERIAL STEEL ALL SUPPORTS 1 2 26 39 PINNED DEFINE WIND LOAD TYPE 1 INT 0.633 0.887 HEIG 0 31.75 EXP 0.9 YR 25 30 EXP 0.25 YR 0 25 EXP 0.25 YR 30.1 31.75 LOAD 1 LOADTYPE Dead Titile LOAD CASE 1: Selfweight SELFWEIGHT Y -1 LIST 1 TO 4 7 TO 10 13 TO 16 18 TO 34 36 TO 64 66 TO 93 LOAD 2 LOADTYPE Dead TITLE LOAD CASE 2: WATER MEMBER LOAD 92 93 UNI GY -83.5 0 2.5 66 67 UNI GY -83.5 1.39 3.89 **SELFWEIGHT Y -1 LIST 1 TO 4 7 TO 10 13 TO 16 18 TO 34 36 TO 64 66 TO 93 LOAD 3 LOADTYPE Live TITLE LOAD CASE 3 MEMBER LOAD 92 93 UNI GY -2 0 2.5 66 67 UNI GY -2 1.39 3.89 LOAD 4 WIND LOAD Z-DIRECTION WIND LOAD Z 1 TYPE 1 LOAD 5 WIND LOAD X-DIRECTION WIND LOAD X 1 TYPE 1 LOAD COMB 6 COMBINATION LOAD CASE 6: DL + LL + 0.75 W-X 1 1.0 2 1.0 3 1.0 4 0.75 LOAD COMB 7 COMBINATION LOAD CASE 7: 1.0DL + 1.0LL 1 1.0 2 1.0


LOAD COMB 8 COMBINATION LOAD CASE 8: DL + LL + 0.7W-X + 0.7W-Y 1 1.0 2 1.0 3 1.0 4 0.707 5 0.707 LOAD COMB 9 COMBINATION LOAD CASE 9: 1.2DL + 1.6LL + 1.13W-X+ 1.13W-Y 1 1.2 2 1.2 3 1.6 4 1.131 5 1.131 LOAD COMB 10 COMBINATION LOAD CASE 10: 0.9DL + 1.6W-X 1 0.9 2 0.9 3 1.6 LOAD COMB 11 COMBINATION LOAD CASE 11: 1.2DL + 1.6LL+ 1.6W-X 1 1.2 2 1.2 3 1.6 4 1.6 LOAD COMB 12 COMBINATION LOAD CASE 12: 0.9 DL + 1.6W-x 1 0.90 4 1.6 PERFORM ANALYSIS PRINT STATICS LOAD PDELTA KG 10 ANALYSIS PRINT STATICS LOAD PRINT MEMBER FORCES GLOBAL ALL PARAMETER 1 CODE AISC UNIFIED CHECK CODE ALL UNIFIED PARAMETER 2 CODE AISC UNFIED LX 4.88 ALL LY 4.88 ALL LZ 4.88 ALL LZ 4.88 ALL TRACK 2 MEMB 66 92 LX 1.2 MEMB 66 67 92 93 LY 1.2 MEMB 66 67 92 93 LZ 1.2 MEMB 66 67 92 93 TRACK 2 MEMB 92 93 UNB 1.2 MEMB 66 67 92 93 UNT 1.2 MEMB 66 67 92 93 **SELECT OPTIMIZED FINISH


Computer Model: The following shows computer model:

R1R2

R1

R2

R2

R1

R1R2

R2

R1

R2

R2

R1

R2

R1

R2

R1

R2

R2

R2

R1

R1

R2

R2

R2

R1

R2

R1

R1

R2

R1

R2

R2

R2

R1

R1

R2

R2

R2

R1

R1

R2

R1

R2

R1

R2

R2

R1

R2

R1

R2

R1

R2

R2

R1

R2

R1

R2

R1R2

R2

R1

R3

R1

R2

R1

R2

R3

R1

R2

R1

R3

R2

R1

R1

R2

R1

R1

R3

R1

R1

R1

R1

R1

R1

R1

l

Figure 6: Frame Model


Output:

Deflection: Node L/C X-Trans mm Y-Trans mm Z-Trans mm Absolute mm X-Rotan rad Y-Rotan rad Z-Rotan rad

22 8 29.841 -7.106 29.835 42.791 0.012 -0.044 -0.012

37 8 29.839 -7.105 29.837 42.791 0.012 0.044 -0.012

22 4 25.495 -1.398 0.960 25.551 0.001 -0.020 -0.009

37 4 25.421 1.405 0.886 25.475 0.001 0.019 -0.009

22 7 18.655 -5.881 18.650 27.026 0.007 -0.028 -0.007

37 7 18.653 -5.880 18.652 27.026 0.007 0.028 -0.007

45 8 16.512 -10.261 16.508 25.504 0.007 -0.000 -0.007

45 4 15.075 -1.395 -0.480 15.147 -0.001 0.013 -0.008

19 8 14.542 -3.849 14.538 20.920 0.006 0.000 -0.006

19 4 12.969 1.402 -0.145 13.045 -0.001 -0.013 -0.006

45 7 10.322 -7.852 10.320 16.574 0.005 -0.000 -0.005

19 7 9.098 -3.826 9.095 13.422 0.004 0.000 -0.004


37 10 1.538 -9.350 40.793 41.879 0.014 0.031 -0.002

37 9 1.537 -7.622 40.793 41.527 0.014 0.031 -0.002

22 10 1.421 -4.866 40.672 40.987 0.014 -0.031 -0.002

22 9 1.420 -3.138 40.672 40.818 0.014 -0.031 -0.002

37 3 0.960 -1.398 25.495 25.551 0.009 0.020 -0.001

22 3 0.886 1.405 25.421 25.475 0.009 -0.019 -0.001

45 9 -0.764 -7.612 24.121 25.305 0.012 -0.021 0.002

45 10 -0.763 -9.338 24.121 25.877 0.012 -0.021 0.002

37 5 0.722 -6.934 19.122 20.353 0.007 0.015 -0.001

22 5 0.668 -4.832 19.065 19.679 0.007 -0.015 -0.001

45 3 -0.480 -1.395 15.075 15.147 0.008 -0.013 0.001

45 5 -0.356 -6.926 11.307 13.264 0.006 -0.010 0.001

19 9 -0.204 -3.072 20.776 21.003 0.010 0.021 0.002

19 10 -0.194 -4.777 20.785 21.328 0.010 0.021 0.002

19 3 -0.145 1.402 12.969 13.045 0.006 0.013 0.001

19 5 -0.077 -4.757 9.756 10.854 0.005 0.010 0.001

19 1 0.032 -5.683 0.029 5.684 -0.000 0.000 0.000


19 6 0.032 -5.808 0.029 5.808 -0.000 0.000 0.000

22 6 0.004 -5.886 -0.001 5.886 -0.000 0.000 -0.000

22 1 0.004 -5.760 -0.001 5.760 -0.000 0.000 -0.000

45 6 0.004 -5.879 0.001 5.879 0.000 -0.000 -0.000

45 1 0.004 -5.753 0.001 5.753 0.000 -0.000 -0.000

37 6 0.002 -5.885 0.001 5.885 0.000 -0.000 0.000

37 1 0.002 -5.758 0.001 5.758 0.000 -0.000 0.000

22 2 0.000 -0.127 -0.000 0.127 0.000 0.000 0.000

45 2 0.000 -0.127 0.000 0.127 -0.000 -0.000 0.000

37 2 0.000 -0.127 0.000 0.127 -0.000 -0.000 -0.000

19 2 -0.000 -0.125 -0.000 0.125 0.000 0.000 -0.000

Maximum deflection is estimated as 90 mm with Load Case 5 (1.0DL + 1.0LL + 0.75W-z), service loads.

The frame is not attached with any members of such kind that it may get damage with such high ratio. Acceptable ratio is above 400 to 500.


With new wind speed of 160 km/h, on the frame is safe and sound for the serviceability conditions in terms of deflection.

With such new threshold of wind speed, few members are observed not safe, in the event such wind occurs once in 50 years probability.

34:0.838

33:0.592

91:0.282

54:0.62

88:0.37690:0.437

47:0.838

89:0.34

Figure 7: Members with Safe Stress Ratio


32:1.09

92:1.28

31:0.921 66:1.0693:1.06

53:0.93367:1.28

46:1.09

Figure 8: Beams Under the Water Tank (Stress Ratio)

26:1.07

29:0.285

30:0.945

87:0.107

52:0.997

78:0.38664:0.0787

44:1.07

Figure 9: Columns with Stress Ratio


31:0.921

78:0.386

46:1.09

44:1.07

30:0.945

45:0.85777:0.13

Figure 10: Pipes Fail to Pass Safety

Remaining pipes and bracings are safe.

It appears that beams under the water tank and pipe segment numbers—26, 32, 44, and 46 are under functioning for the wind speed 160 km/h.

Another computer model has been prepared to observe the safe members and their appropriate sizes. The input deck with new cycle of calculations for re-design is conducted and is shown next.


INPUT-DESIGN

The following shows new elements that require a new size.

R1R2

R1

R2

R2

R1

R1R2

R2

R1

R2

R2

R1

R2

R1

R2

R1

R2

R2

R2

R1

R1

R2

R2

R2

R1

R2

R1

R1

R2

R1

R2

R2

R2

R1

R1

R2

R2

R2

R1

R4

R2

R1

R2

R1

R2

R2

R4

R2

R1

R2

R4

R2

R2

R1

R2

R1

R2

R4R2

R2

R4

R3

R1

R2

R4

R2

R3

R4

R2

R1

R3

R2

R4

R4

R2

R4

R1

R3

R4

R4

R1

R4

R1

R4

R1

Figure 11: New Size of Pipes


PIP24412.0

PIP24412.0

UB610X229X140PIP24412.0UB838X292X226

UB838X292X226

PIP24412.0

PIP24412.0

PIP2446.3

UB610X229X140

PIP24412.0

PIP2446.3

PIP24412.0

PIP2446.3

PIP24412.0

PIP2446.3

Figure 12: New Size of Beams Under the Water Tank

Load cases and design specifications are same. So not repeated here. Only items that are designed now are show below as checking.

New Design Items:


0.464

0.326

0.258

0.332

0.347 0.356

0.464

0.343

Figure 13: Safe Members (Stress ratio less than or equal to 1.0)

0.182

0.8670.866

0.183

Figure 14: Safe Beams Under the Water Tank (Stress ratio less than or equal to 1.0)

0.803

0.78

0.175

0.328

0.408

0.658

0.201

0.208

0.648

0.312

0.557

0.32

0.803

0.78

Figure 15: Safe Pipes in the Neighborhood of Beams Under the Water


Output of the Design Elements: STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) ******************************************** ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 1 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause E 0.277 6 244.26 C 0.00 0.00 0.00 2 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.313 6 271.97 C -0.19 -0.19 4.87 3 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.350 10 279.28 C 2.33 -0.38 4.87 4 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.507 10 339.73 C -9.40 0.38 4.88 7 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.331 8 312.72 C 1.30 0.31 2.44 8 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.277 8 268.92 C -0.22 -0.60 2.44 9 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.300 8 225.38 C 3.44 2.66 2.43 10 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.444 8 181.80 C -10.01 -11.04 2.44 13 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.289 8 271.03 C 1.30 0.31 0.00 14 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.249 8 226.43 C 0.93 1.03 2.44 15 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.283 8 182.86 C -3.96 -4.18 2.43 16 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.682 8 139.75 C 21.94 21.47 2.44


18 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause D2 0.155 8 -59.51 T 0.00 0.00 6.02 19 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.535 8 59.17 C 0.00 0.00 0.00 20 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause D2 0.144 8 -55.21 T 0.00 0.00 6.02 21 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.507 8 56.14 C 0.00 0.00 0.00 22 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause D2 0.138 8 -53.05 T 0.00 0.00 6.01 STAAD SPACE -- PAGE NO. 50 ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 23 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.445 8 49.24 C 0.00 0.00 0.00 24 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause D2 0.113 8 -43.56 T 0.00 0.00 6.02 25 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.553 8 61.21 C 0.00 0.00 0.00 26 ST PIP24412.0 (BRITISH SECTIONS) PASS Clause H1/2 0.780 8 95.38 C 53.49 -52.30 2.31 27 ST PIP24412.0 (BRITISH SECTIONS) PASS Clause H1/2 0.803 8 137.88 C 53.49 -52.30 0.00 28 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause D2 0.175 8 -67.07 T 0.00 0.00 5.97 29 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.408 8


45.93 C 0.00 0.00 0.00 30 ST PIP24412.0 (BRITISH SECTIONS) PASS Clause H1/2 0.658 8 410.77 C 29.74 29.74 4.63 31 ST PIP24412.0 (BRITISH SECTIONS) PASS Clause H1/2 0.638 8 445.31 C 29.74 29.74 0.00 32 ST PIP24412.0 (BRITISH SECTIONS) PASS Clause H1/2 0.538 8 93.51 C 33.04 38.04 0.00 33 ST PIP24412.0 (BRITISH SECTIONS) PASS Clause H1/2 0.326 9 -1.39 T 37.41 -9.69 0.00 34 ST PIP24412.0 (BRITISH SECTIONS) PASS Clause H1/2 0.464 8 6.99 C 30.39 36.19 0.00 36 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.499 10 489.48 C 0.25 0.76 2.44 37 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.414 10 405.94 C -0.44 -0.41 2.44 38 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.376 10 326.98 C 2.50 1.59 2.43 STAAD SPACE -- PAGE NO. 51 ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 39 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.444 8 181.74 C -11.04 -10.00 2.44 40 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.418 10 408.05 C 0.25 0.76 0.00 41 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.346 10 328.04 C 1.03 0.59 2.44 42 ST PIP2446.3 (BRITISH SECTIONS)


PASS Clause H1/2 0.320 10 253.05 C -3.87 -1.65 2.43 43 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.682 8 139.69 C 21.47 21.94 2.44 44 ST PIP24412.0 (BRITISH SECTIONS) PASS Clause H1/2 0.780 8 95.32 C 52.30 -53.49 2.31 45 ST PIP24412.0 (BRITISH SECTIONS) PASS Clause H1/2 0.803 8 137.82 C 52.30 -53.49 0.00 46 ST PIP24412.0 (BRITISH SECTIONS) PASS Clause H1/2 0.538 8 93.45 C 38.04 33.04 0.00 47 ST PIP24412.0 (BRITISH SECTIONS) PASS Clause H1/2 0.464 8 6.99 C 36.19 30.39 0.00 48 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.593 8 513.59 C 0.40 0.40 4.88 49 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.575 8 498.61 C 0.40 0.40 0.00 50 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.582 8 483.32 C 1.38 1.38 4.87 51 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.642 10 458.58 C -6.70 3.06 4.88 52 ST PIP24412.0 (BRITISH SECTIONS) PASS Clause H1/2 0.648 10 448.76 C 39.48 -15.21 4.63 53 ST PIP24412.0 (BRITISH SECTIONS) PASS Clause H1/2 0.612 10 459.05 C 39.48 -15.21 0.00 STAAD SPACE -- PAGE NO. 52 ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION =======================================================================


54 ST PIP24412.0 (BRITISH SECTIONS) PASS Clause H1/2 0.332 10 11.38 C 40.59 -6.50 0.00 55 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.289 4 31.94 C 0.00 0.00 0.00 56 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.223 10 24.67 C 0.00 0.00 0.00 57 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.259 4 28.63 C 0.00 0.00 0.00 58 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.216 10 23.88 C 0.00 0.00 0.00 59 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.239 4 26.44 C 0.00 0.00 0.00 60 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.235 10 26.01 C 0.00 0.00 0.00 61 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.173 4 19.17 C 0.00 0.00 0.00 62 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.182 6 20.08 C 0.00 0.00 0.00 63 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.312 4 35.12 C 0.00 0.00 0.00 64 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.320 10 35.96 C 0.00 0.00 0.00 66 ST UB838X292X226 (BRITISH SECTIONS) PASS Clause H1/2 0.867 10 -34.80 T -40.46 -1396.83 3.89 67 ST UB610X229X140 (BRITISH SECTIONS) PASS Clause H1/2 0.183 10 -12.55 T 0.00 -151.46 2.27 68 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause D2 0.193 10 -74.10 T 0.00 0.00 6.02 69 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.298 9 32.89 C 0.00 0.00 0.00 STAAD SPACE -- PAGE NO. 53


ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 70 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.668 10 73.84 C 0.00 0.00 0.00 71 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause D2 0.178 10 -68.23 T 0.00 0.00 6.02 72 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.624 10 69.04 C 0.00 0.00 0.00 73 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause D2 0.169 10 -64.75 T 0.00 0.00 6.01 74 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.553 10 61.23 C 0.00 0.00 0.00 75 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause D2 0.137 10 -52.76 T 0.00 0.00 6.02 76 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.626 10 69.21 C 0.00 0.00 0.00 77 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause D2 0.208 10 -80.11 T 0.00 0.00 5.97 78 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.557 10 62.60 C 0.00 0.00 0.00 79 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.185 6 20.42 C 0.00 0.00 0.00 80 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.259 3 28.63 C 0.00 0.00 0.00 81 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.183 6 20.27 C 0.00 0.00 0.00 82 ST PIP1145.0 (BRITISH SECTIONS)


PASS Clause E 0.239 3 26.44 C 0.00 0.00 0.00 83 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.184 6 20.36 C 0.00 0.00 0.00 84 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.173 3 19.17 C 0.00 0.00 0.00 STAAD SPACE -- PAGE NO. 54 ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 85 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.182 6 20.08 C 0.00 0.00 0.00 86 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.328 9 36.85 C 0.00 0.00 0.00 87 ST PIP1145.0 (BRITISH SECTIONS) PASS Clause E 0.201 6 22.61 C 0.00 0.00 0.00 88 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.347 8 -4.15 T 0.00 -27.46 0.00 89 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.343 10 6.29 C 0.00 26.88 0.00 90 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.356 8 6.05 C 0.00 27.92 4.26 91 ST PIP2446.3 (BRITISH SECTIONS) PASS Clause H1/2 0.258 9 -2.27 T 0.00 -20.48 4.26 92 ST UB610X229X140 (BRITISH SECTIONS) PASS Clause H1/2 0.182 10 6.02 C 0.00 -151.51 1.62 93 ST UB838X292X226 (BRITISH SECTIONS) PASS Clause H1/2 0.866 10 -32.56 T -40.46 -1396.83 0.00


97. PARAMETER 2 98. CODE AISC UNIFIED

Therefore, all members passed the design requirements.


Check Joints: End One Beams Under the Water Tank:

Max: 6.173 kNMax: -1.062 kN

Max: 179.359 kN

Max: -87.029 kN

Max: 33.253 kNMax: -2.524 kN

Max: 445.651 kN

Max: 0 kN

Max: -445.712 kN

Max: 11.386 kNMax: -27.183 kN

Max: 86.968 kN

Max: -179.325 kN

Max: 8.829 kN

Figure 16: Maximum Shear Force in Beams Under the Water Tank

Vu = 445.75 kN

Bolt diameter = 18 mm.

The bolt experiences double shear

Figure 17: Bolts with Double Shear


Design of Bolts: Vu = 450 kN Diameter = 18 mm Fn = 165 MPa AISC Table J3.2 Ab = 254.34 mm�2 Single

hear: S 31.47458 kN Doble Shear = 62.94915 kN So, number of bolts required = 7.148627 Used 14 ---


ample

Fatigue Analysis: Steady wind flow may cause fatigue in the structure. Though the structure shows rigidness, not huge fatigue would incur due to cross wind effects. However, the average velocity of wind considered is 60km/hour (16.06 m/sec). This provides stress of range of stress in bolts

Take,

Refer Table A.3.1 (Case 1.1, Page 16.1-164) threshold stress is

Use Eq A-3-1M

, where

Assume N = number of stress range per day x 365 x years of design = 100 x 365 x 50*frequency (take 1.0 hz) =1,825,000 cycles in life time.

Hence, the bolts are safe & sound.


Check Joint: Mid One‐ The following shows maximum moment:

Shear Joint

Figure 18: Maximum Moment in Beams Under the Water Tank

Mu =1390 kN-m


Max: 38.028 kNmMax: 0 kNm

Max: -152.222 kNmMax: 29.705 kNmMax: -10.127 kNm

Max: 0 kNm

Max: -1.39e+003 kNm

Max: 0 kNm

Max: -1.39e+003 kNm

Max: 27.634 kNmMax: -14.669 kNmMax: 0 kNm

Max: -152.167 kNm

Max: 33.051 kNmMax: -2.384 kNm

Figure 19: Maximum Moment in Beams—Moment Envelope

Fig. Section Size and Stress Ratio.

Figure 20: Beam Stress with New Section


Figure 21: Section Properties of New Section

The following shows comparison of required and existing section size.

New Properties Existing Properties (m, kN) (m, kN) percent Ax 0.0289 0.0178 62% Ay 0.01369 0.008 71% Az 0.0104 0.0067 55% Ix 5.14E-06 2.16E-06 138% Iy 0.000114 4.50E-05 152% Iz 0.003397 0.00118 188% D 0.8501 0.6172 38% W 0.2938 0.2302 28%

Supports: Node L/C Force-X kN Force-Y kN Force-Z kN Moment-X kNm Moment-Y kNm

Moment-Z kNm 39 9 -11.015 526.521 -11.015 0.000 0.000 0.000

26 11 0.309 490.537 0.101 0.000 0.000 0.000 39 11 21.825 453.341 -24.444 0.000 0.000 0.000 39 8 -2.413 385.152 -2.413 0.000 0.000 0.000


26 6 0.204 342.574 -0.012 0.000 0.000 0.000 2 9 0.126 313.776 -0.031 0.000 0.000 0.000 26 9 -0.031 313.716 0.126 0.000 0.000 0.000 39 6 18.167 311.751 -3.522 0.000 0.000 0.000 2 8 0.046 259.721 0.014 0.000 0.000 0.000 26 8 0.014 259.671 0.046 0.000 0.000 0.000

2 7 -0.133 254.444 0.133 0.000 0.000 0.000 26 7 0.133 254.395 -0.133 0.000 0.000 0.000 2 10 -0.124 237.559 0.124 0.000 0.000 0.000

26 10 0.124 237.513 -0.124 0.000 0.000 0.000 39 7 17.902 224.194 17.902 0.000 0.000 0.000 1 7 -17.902 224.145 -17.902 0.000 0.000 0.000

2 2 -0.116 223.362 0.116 0.000 0.000 0.000 26 2 0.116 223.313 -0.116 0.000 0.000 0.000 39 10 16.778 209.213 16.778 0.000 0.000 0.000

1 10 -16.778 209.167 -16.778 0.000 0.000 0.000 26 12 0.161 204.679 0.250 0.000 0.000 0.000 39 12 0.136 203.945 -46.132 0.000 0.000 0.000

39 2 17.390 194.111 17.391 0.000 0.000 0.000 1 2 -17.391 194.062 -17.391 0.000 0.000 0.000

2 6 -0.068 176.886 -0.062 0.000 0.000 0.000 1 6 -18.303 145.962 -40.666 0.000 0.000 0.000 2 11 -0.019 137.023 -0.257 0.000 0.000 0.000 39 5 -29.120 110.544 -0.203 0.000 0.000 0.000 39 4 -0.203 110.544 -29.120 0.000 0.000 0.000 2 5 0.166 110.441 0.091 0.000 0.000 0.000 26 4 0.091 110.441 0.166 0.000 0.000 0.000 1 11 -22.115 99.705 -69.823 0.000 0.000 0.000 1 8 -39.370 72.629 -39.370 0.000 0.000 0.000 26 1 0.017 31.082 -0.017 0.000 0.000 0.000 2 1 -0.017 31.082 0.017 0.000 0.000 0.000 39 1 0.512 30.083 0.512 0.000 0.000 0.000 1 1 -0.512 30.083 -0.512 0.000 0.000 0.000 1 9 -55.825 26.593 -55.825 0.000 0.000 0.000 2 3 -0.003 5.350 0.003 0.000 0.000 0.000 26 3 0.003 5.349 -0.003 0.000 0.000 0.000 39 3 0.417 4.649 0.417 0.000 0.000 0.000 1 3 -0.417 4.648 -0.417 0.000 0.000 0.000 1 5 -29.796 -110.441 0.021 0.000 0.000 0.000 1 4 0.021 -110.441 -29.796 0.000 0.000 0.000 26 5 -0.263 -110.544 0.091 0.000 0.000 0.000 2 4 0.091 -110.544 -0.263 0.000 0.000 0.000

2 12 0.130 -148.896 -0.406 0.000 0.000 0.000 1 12 -0.427 -149.631 -48.134 0.000 0.000 0.000


Check for Tension Pull: Pu = 150 kN

Four 30 mm diameter bolts

Design of Bolts (Tension): Design of Bolts Tension:Pu= 150 kN (tension)Vu= 0 kN ShearDiameter = 30 mmFnt = 310 Mpa AISC Table J3.2Fnv 165 MPaAb = 706.5 mm^2Single Shear:

164.2613 kN

So, number of bolts required = 0.913179Four provided are ample



Bolt with Tension and Shear: Pu = 150 kN, and Vu = 50 kN

Design of Bolts Tension:Pu= 150 kN (tension)Vu= 50 kN ShearDiameter = 30 mmFnt = 310 Mpa AISC Table J3.2Fnv 165 MPaAb = 706.5 mm^2Single Shear:

164.2613 kNft = Pu/(4*Area of bolt)= 53.07856 Mpafv = Vu/(4*Area of bolt)= 17.69285 MPaSo, number of bolts required =

Four provided are ample

0.07256Less then 1.0 okay

Weld Capacity at Base Gusset Plates: Maximum tensile stress:

Force = stress*t .Fy-weld = 491 MPa Maximum Compressive Force = 526 kN. Per weld length = 526/4 = 132 kN Length of the weld = 200 mm.

Weld thickness = 132*1000/(0.8*0.6*491)/200 = 2.8 mm less than 10 mm

The Weld is safe and sound

Base Plates: Base plates are found not fully connected to the top of concrete pad. These shall be corrected to have continuous connection.


Figure 22: Base Plate Separation


Analysis of Water Tank Shells: The water tank is made of steel plates welded together. The following Fig . shows segmented plates welded together.

50000

The tank holds 80 m�3 of water. The shell of the tank is modeled using four-node shear flexible element which is suitable for moderately thick and thin shells. This element assumes constant shear deformation across the thickness.

Figure 23: Water Tank Showing Weld lines


The configuration of the element is as follows:

Figure 24: Four-Node Element Configuration.


Computer Model: The following shows computer model using STAAD PRO:

Figure 25: Finite Element Model of Water Tank

Loads‐‐‐Self Weight + Top shell + Misc


Figure 26: Self Weight and Top shell Weight


Load‐‐ Water pressure: The following shows water pressure on the wall of tank:

Load 2

Figure 27: Water Pressure on Tank Shells


Load 2

Figure 28: 3-D View of the Tank with Water Pressure.


INPUT DECK: STAAD SPACE START JOB INFORMATION ENGINEER DATE 27-Nov-11 END JOB INFORMATION INPUT WIDTH 79 UNIT MMS NEWTON JOINT COORDINATES 1 2500 2235.01 0; 2 2500 1788.01 0; 3 2500 1341 0; 4 2500 894 0; 5 2500 447 0; 6 2500 0 0; 7 2500 -447 0; 8 2500 -894 0; 9 2500 -1341 0; 10 2500 -1788.01 0; 11 2500 -2235.01 0; 12 2446.47 2233.36 520.33; 13 2452.2 1788.01 487.81; 14 2452.2 1341 487.81; 15 2452.2 894 487.81; 16 2452.2 447 487.81; 17 2452.2 0 487.81; 18 2452.2 -447 487.81; 19 2452.2 -894 487.81; 20 2452.2 -1341 487.81; 21 2452.2 -1788.01 487.81; 22 2452.2 -2235.01 487.81; 23 2309.45 2235.01 956.6; 24 2309.45 1788.01 956.6; 25 2309.45 1341 956.6; 26 2309.45 894 956.6; 27 2309.45 447 956.6; 28 2309.45 0 956.6; 29 2309.45 -447 956.6; 30 2309.45 -894 956.6; 31 2309.45 -1341 956.6; 32 2309.45 -1788.01 956.6; 33 2309.45 -2235.01 956.6; 34 2022.09 2233.36 1469.19; 35 2078.91 1788.01 1389.03; 36 2078.91 1341 1389.03; 37 2078.91 894 1389.03; 38 2078.91 447 1389.03; 39 2078.91 0 1389.03; 40 2078.91 -447 1389.03; 41 2078.91 -894 1389.03; 42 2078.91 -1341 1389.03; 43 2078.91 -1788.01 1389.03; 44 2022.09 -2235.01 1469.19; 45 1673.85 2233.36 1858.55; 46 1767.77 1788.01 1767.77; 47 1767.77 1341 1767.77; 48 1767.77 894 1767.77; 49 1767.77 447 1767.77; 50 1767.77 0 1767.77; 51 1767.77 -447 1767.77; 52 1767.77 -894 1767.77; 53 1767.77 -1341 1767.77; 54 1767.77 -1788.01 1767.77; 55 1767.77 -2235.01 1767.77; 67 1389.03 2235.01 2078.91; 68 1389.03 1788.01 2078.91; 69 1389.03 1341 2078.91; 70 1389.03 894 2078.91; 71 1389.03 447 2078.91; 72 1389.03 0 2078.91; 73 1389.03 -447 2078.91; 74 1389.03 -894 2078.91; 75 1389.03 -1341 2078.91; 76 1389.03 -1788.01 2078.91; 77 1389.03 -2235.01 2078.91; 78 956.6 2235.01 2309.45; 79 956.6 1788.01 2309.45; 80 956.6 1341 2309.45; 81 956.6 894 2309.45; 82 956.6 447 2309.45; 83 956.6 0 2309.45; 84 956.6 -447 2309.45; 85 956.6 -894 2309.45; 86 956.6 -1341 2309.45; 87 956.6 -1788.01 2309.45; 88 956.6 -2235.01 2309.45; 89 487.81 2235.01 2452.2; 90 487.81 1788.01 2452.2; 91 487.81 1341 2452.2; 92 487.81 894 2452.2; 93 487.81 447 2452.2; 94 487.81 0 2452.2; 95 487.81 -447 2452.2; 96 487.81 -894 2452.2; 97 487.81 -1341 2452.2; 98 487.81 -1788.01 2452.2; 99 487.81 -2235.01 2452.2; 100 0 2235.01 2500; 101 0 1788.01 2500; 102 0 1341 2500; 103 0 894 2500; 104 0 447 2500; 105 0 0 2500; 106 0 -447 2500; 107 0 -894 2500; 108 0 -1341 2500; 109 0 -1788.01 2500; 110 0 -2235.01 2500; 122 -487.81 2235.01 2452.2; 123 -487.81 1788.01 2452.2; 124 -487.81 1341 2452.2; 125 -487.81 894 2452.2; 126 -487.81 447 2452.2; 127 -487.81 0 2452.2; 128 -487.81 -447 2452.2; 129 -487.81 -894 2452.2; 130 -487.81 -1341 2452.2; 131 -487.81 -1788.01 2452.2; 132 -487.81 -2235.01 2452.2; 133 -956.6 2235.01 2309.45; 134 -956.6 1788.01 2309.45; 135 -956.6 1341 2309.45; 136 -956.6 894 2309.45; 137 -956.6 447 2309.45; 138 -956.6 0 2309.45; 139 -956.6 -447 2309.45; 140 -956.6 -894 2309.45; 141 -956.6 -1341 2309.45; 142 -956.6 -1788.01 2309.45; 143 -956.6 -2235.01 2309.45; 144 -1389.03 2235.01 2078.91;


145 -1389.03 1788.01 2078.91; 146 -1389.03 1341 2078.91; 147 -1389.03 894 2078.91; 148 -1389.03 447 2078.91; 149 -1389.03 0 2078.91; 150 -1389.03 -447 2078.91; 151 -1389.03 -894 2078.91; 152 -1389.03 -1341 2078.91; 153 -1389.03 -1788.01 2078.91; 154 -1389.03 -2235.01 2078.91; 155 -1767.77 2235.01 1767.77; 156 -1767.77 1788.01 1767.77; 157 -1767.77 1341 1767.77; 158 -1767.77 894 1767.77; 159 -1767.77 447 1767.77; 160 -1767.77 0 1767.77; 161 -1767.77 -447 1767.77; 162 -1767.77 -894 1767.77; 163 -1767.77 -1341 1767.77; 164 -1767.77 -1788.01 1767.77; 165 -1767.77 -2235.01 1767.77; 177 -2078.91 2235.01 1389.03; 178 -2078.91 1788.01 1389.03; 179 -2078.91 1341 1389.03; 180 -2078.91 894 1389.03; 181 -2078.91 447 1389.03; 182 -2078.91 0 1389.03; 183 -2078.91 -447 1389.03; 184 -2078.91 -894 1389.03; 185 -2078.91 -1341 1389.03; 186 -2078.91 -1788.01 1389.03; 187 -2078.91 -2235.01 1389.03; 188 -2309.45 2235.01 956.6; 189 -2309.45 1788.01 956.6; 190 -2309.45 1341 956.6; 191 -2309.45 894 956.6; 192 -2309.45 447 956.6; 193 -2309.45 0 956.6; 194 -2309.45 -447 956.6; 195 -2309.45 -894 956.6; 196 -2309.45 -1341 956.6; 197 -2309.45 -1788.01 956.6; 198 -2309.45 -2235.01 956.6; 199 -2452.2 2235.01 487.81; 200 -2452.2 1788.01 487.81; 201 -2452.2 1341 487.81; 202 -2452.2 894 487.81; 203 -2452.2 447 487.81; 204 -2452.2 0 487.81; 205 -2452.2 -447 487.81; 206 -2452.2 -894 487.81; 207 -2452.2 -1341 487.81; 208 -2452.2 -1788.01 487.81; 209 -2446.47 -2235.01 520.33; 210 -2500 2235.01 0; 211 -2500 1788.01 0; 212 -2500 1341 0; 213 -2500 894 0; 214 -2500 447 0; 215 -2500 0 0; 216 -2500 -447 0; 217 -2500 -894 0; 218 -2500 -1341 0; 219 -2500 -1788.01 0; 220 -2500 -2235.01 0; 232 -2446.47 2233.36 -520.33; 233 -2452.2 1788.01 -487.81; 234 -2452.2 1341 -487.81; 235 -2452.2 894 -487.81; 236 -2452.2 447 -487.81; 237 -2452.2 0 -487.81; 238 -2452.2 -447 -487.81; 239 -2452.2 -894 -487.81; 240 -2452.2 -1341 -487.81; 241 -2452.2 -1788.01 -487.81; 242 -2452.2 -2235.01 -487.81; 243 -2283.4 2233.36 -1016.59; 244 -2309.45 1788.01 -956.6; 245 -2309.45 1341 -956.6; 246 -2309.45 894 -956.6; 247 -2309.45 447 -956.6; 248 -2309.45 0 -956.6; 249 -2309.45 -447 -956.6; 250 -2309.45 -894 -956.6; 251 -2309.45 -1341 -956.6; 252 -2309.45 -1788.01 -956.6; 253 -2309.45 -2235.01 -956.6; 254 -2078.91 2235.01 -1389.03; 255 -2078.91 1788.01 -1389.03; 256 -2078.91 1341 -1389.03; 257 -2078.91 894 -1389.03; 258 -2078.91 447 -1389.03; 259 -2078.91 0 -1389.03; 260 -2078.91 -447 -1389.03; 261 -2078.91 -894 -1389.03; 262 -2078.91 -1341 -1389.03; 263 -2078.91 -1788.01 -1389.03; 264 -2078.91 -2235.01 -1389.03; 265 -1767.77 2235.01 -1767.77; 266 -1767.77 1788.01 -1767.77; 267 -1767.77 1341 -1767.77; 268 -1767.77 894 -1767.77; 269 -1767.77 447 -1767.77; 270 -1767.77 0 -1767.77; 271 -1767.77 -447 -1767.77; 272 -1767.77 -894 -1767.77; 273 -1767.77 -1341 -1767.77; 274 -1767.77 -1788.01 -1767.77; 275 -1767.77 -2235.01 -1767.77; 287 -1389.03 2235.01 -2078.91; 288 -1389.03 1788.01 -2078.91; 289 -1389.03 1341 -2078.91; 290 -1389.03 894 -2078.91; 291 -1389.03 447 -2078.91; 292 -1389.03 0 -2078.91; 293 -1389.03 -447 -2078.91; 294 -1389.03 -894 -2078.91; 295 -1389.03 -1341 -2078.91; 296 -1389.03 -1788.01 -2078.91; 297 -1389.03 -2235.01 -2078.91; 298 -956.6 2235.01 -2309.45; 299 -956.6 1788.01 -2309.45; 300 -956.6 1341 -2309.45; 301 -956.6 894 -2309.45; 302 -956.6 447 -2309.45; 303 -956.6 0 -2309.45; 304 -956.6 -447 -2309.45; 305 -956.6 -894 -2309.45; 306 -956.6 -1341 -2309.45;


307 -956.6 -1788.01 -2309.45; 308 -956.6 -2235.01 -2309.45; 309 -487.81 2235.01 -2452.2; 310 -487.81 1788.01 -2452.2; 311 -487.81 1341 -2452.2; 312 -487.81 894 -2452.2; 313 -487.81 447 -2452.2; 314 -487.81 0 -2452.2; 315 -487.81 -447 -2452.2; 316 -487.81 -894 -2452.2; 317 -487.81 -1341 -2452.2; 318 -487.81 -1788.01 -2452.2; 319 -487.81 -2235.01 -2452.2; 320 0 2235.01 -2500; 321 0 1788.01 -2500; 322 0 1341 -2500; 323 0 894 -2500; 324 0 447 -2500; 325 0 0 -2500; 326 0 -447 -2500; 327 0 -894 -2500; 328 0 -1341 -2500; 329 0 -1788.01 -2500; 330 0 -2235.01 -2500; 342 487.81 2235.01 -2452.2; 343 487.81 1788.01 -2452.2; 344 487.81 1341 -2452.2; 345 487.81 894 -2452.2; 346 487.81 447 -2452.2; 347 487.81 0 -2452.2; 348 487.81 -447 -2452.2; 349 487.81 -894 -2452.2; 350 487.81 -1341 -2452.2; 351 487.81 -1788.01 -2452.2; 352 487.81 -2235.01 -2452.2; 353 956.6 2235.01 -2309.45; 354 956.6 1788.01 -2309.45; 355 956.6 1341 -2309.45; 356 956.6 894 -2309.45; 357 956.6 447 -2309.45; 358 956.6 0 -2309.45; 359 956.6 -447 -2309.45; 360 956.6 -894 -2309.45; 361 956.6 -1341 -2309.45; 362 956.6 -1788.01 -2309.45; 363 956.6 -2235.01 -2309.45; 364 1389.03 2235.01 -2078.91; 365 1389.03 1788.01 -2078.91; 366 1389.03 1341 -2078.91; 367 1389.03 894 -2078.91; 368 1389.03 447 -2078.91; 369 1389.03 0 -2078.91; 370 1389.03 -447 -2078.91; 371 1389.03 -894 -2078.91; 372 1389.03 -1341 -2078.91; 373 1389.03 -1788.01 -2078.91; 374 1389.03 -2235.01 -2078.91; 375 1767.77 2235.01 -1767.77; 376 1767.77 1788.01 -1767.77; 377 1767.77 1341 -1767.77; 378 1767.77 894 -1767.77; 379 1767.77 447 -1767.77; 380 1767.77 0 -1767.77; 381 1767.77 -447 -1767.77; 382 1767.77 -894 -1767.77; 383 1767.77 -1341 -1767.77; 384 1767.77 -1788.01 -1767.77; 385 1767.77 -2235.01 -1767.77; 397 2078.91 2235.01 -1389.03; 398 2078.91 1788.01 -1389.03; 399 2078.91 1341 -1389.03; 400 2078.91 894 -1389.03; 401 2078.91 447 -1389.03; 402 2078.91 0 -1389.03; 403 2078.91 -447 -1389.03; 404 2078.91 -894 -1389.03; 405 2078.91 -1341 -1389.03; 406 2078.91 -1788.01 -1389.03; 407 2078.91 -2235.01 -1389.03; 408 2309.45 2235.01 -956.6; 409 2309.45 1788.01 -956.6; 410 2309.45 1341 -956.6; 411 2309.45 894 -956.6; 412 2309.45 447 -956.6; 413 2309.45 0 -956.6; 414 2309.45 -447 -956.6; 415 2309.45 -894 -956.6; 416 2309.45 -1341 -956.6; 417 2309.45 -1788.01 -956.6; 418 2309.45 -2235.01 -956.6; 419 2452.2 2235.01 -487.81; 420 2452.2 1788.01 -487.81; 421 2452.2 1341 -487.81; 422 2452.2 894 -487.81; 423 2452.2 447 -487.81; 424 2452.2 0 -487.81; 425 2452.2 -447 -487.81; 426 2452.2 -894 -487.81; 427 2452.2 -1341 -487.81; 428 2452.2 -1788.01 -487.81; 429 2452.2 -2235.01 -487.81; 441 0 2233.36 0; 442 312.5 2233.36 541.27; 443 625 2233.36 1082.53; 444 937.5 2233.36 1623.8; 446 418.46 2233.36 464.64; 447 836.93 2233.36 929.27; 448 1255.39 2233.36 1393.91; 450 505.52 2233.36 367.3; 451 1011.05 2233.36 734.6; 452 1516.57 2233.36 1101.89; 454 570.85 2233.36 254.15; 455 1141.7 2233.36 508.29; 456 1712.55 2233.36 762.44; 458 611.62 2233.36 130.08; 459 1223.24 2233.36 260.16; 460 1834.86 2233.36 390.24; 462 625 2233.36 0; 463 1250 2233.36 0; 464 1875 2233.36 0; 467 -312.5 2233.36 541.27; 468 -625 2233.36 1082.53; 469 -937.5 2233.36 1623.8; 471 -193.16 2233.36 594.72; 472 -386.31 2233.36 1189.44; 473 -579.46 2233.36 1784.15; 475 -65.33 2233.36 621.44; 476 -130.65 2233.36 1242.89; 477 -195.98 2233.36 1864.33; 479 65.33 2233.36 621.44; 480 130.65 2233.36 1242.89; 481 195.98 2233.36 1864.33;


483 193.16 2233.36 594.72; 484 386.31 2233.36 1189.44; 485 579.46 2233.36 1784.15; 492 -625 2233.36 0; 493 -1250 2233.36 0; 494 -1875 2233.36 0; 496 -611.62 2233.36 130.08; 497 -1223.24 2233.36 260.16; 498 -1834.86 2233.36 390.24; 500 -570.85 2233.36 254.15; 501 -1141.7 2233.36 508.29; 502 -1712.55 2233.36 762.44; 504 -505.52 2233.36 367.3; 505 -1011.05 2233.36 734.6; 506 -1516.57 2233.36 1101.89; 508 -418.46 2233.36 464.64; 509 -836.93 2233.36 929.27; 510 -1255.39 2233.36 1393.91; 517 -312.5 2233.36 -541.27; 518 -625 2233.36 -1082.53; 519 -937.5 2233.36 -1623.8; 521 -418.46 2233.36 -464.64; 522 -836.93 2233.36 -929.27; 523 -1255.39 2233.36 -1393.91; 525 -505.52 2233.36 -367.3; 526 -1011.05 2233.36 -734.6; 527 -1516.57 2233.36 -1101.89; 529 -570.85 2233.36 -254.15; 530 -1141.7 2233.36 -508.29; 531 -1712.55 2233.36 -762.44; 533 -611.62 2233.36 -130.08; 534 -1223.24 2233.36 -260.16; 535 -1834.86 2233.36 -390.24; 542 312.5 2233.36 -541.27; 543 625 2233.36 -1082.53; 544 937.5 2233.36 -1623.8; 546 193.16 2233.36 -594.72; 547 386.31 2233.36 -1189.44; 548 579.46 2233.36 -1784.15; 550 65.33 2233.36 -621.44; 551 130.65 2233.36 -1242.89; 552 195.98 2233.36 -1864.33; 554 -65.33 2233.36 -621.44; 555 -130.65 2233.36 -1242.89; 556 -195.98 2233.36 -1864.33; 558 -193.16 2233.36 -594.72; 559 -386.31 2233.36 -1189.44; 560 -579.46 2233.36 -1784.15; 571 611.62 2233.36 -130.08; 572 1223.24 2233.36 -260.16; 573 1834.86 2233.36 -390.24; 575 570.85 2233.36 -254.15; 576 1141.7 2233.36 -508.29; 577 1712.55 2233.36 -762.44; 579 505.52 2233.36 -367.3; 580 1011.05 2233.36 -734.6; 581 1516.57 2233.36 -1101.89; 583 418.46 2233.36 -464.64; 584 836.93 2233.36 -929.27; 585 1255.39 2233.36 -1393.91; 591 0 -2235.01 0; 592 312.5 -2235.01 541.27; 593 625 -2235.01 1082.53; 594 937.5 -2235.01 1623.8; 596 418.46 -2235.01 464.64; 597 836.93 -2235.01 929.27; 598 1255.39 -2235.01 1393.91; 600 505.52 -2235.01 367.3; 601 1011.05 -2235.01 734.6; 602 1516.57 -2235.01 1101.89; 604 570.85 -2235.01 254.15; 605 1141.7 -2235.01 508.29; 606 1712.55 -2235.01 762.44; 608 611.62 -2235.01 130.08; 609 1223.24 -2235.01 260.16; 610 1834.86 -2235.01 390.24; 612 625 -2235.01 0; 613 1250 -2235.01 0; 614 1875 -2235.01 0; 621 611.62 -2235.01 -130.08; 622 1223.24 -2235.01 -260.16; 623 1834.86 -2235.01 -390.24; 625 570.85 -2235.01 -254.15; 626 1141.7 -2235.01 -508.29; 627 1712.55 -2235.01 -762.44; 629 505.52 -2235.01 -367.3; 630 1011.05 -2235.01 -734.6; 631 1516.57 -2235.01 -1101.89; 633 418.46 -2235.01 -464.64; 634 836.93 -2235.01 -929.27; 635 1255.39 -2235.01 -1393.91; 637 312.5 -2235.01 -541.27; 638 625 -2235.01 -1082.53; 639 937.5 -2235.01 -1623.8; 646 193.16 -2235.01 -594.72; 647 386.31 -2235.01 -1189.44; 648 579.46 -2235.01 -1784.15; 650 65.33 -2235.01 -621.44; 651 130.65 -2235.01 -1242.89; 652 195.98 -2235.01 -1864.33; 654 -65.33 -2235.01 -621.44; 655 -130.65 -2235.01 -1242.89; 656 -195.98 -2235.01 -1864.33; 658 -193.16 -2235.01 -594.72; 659 -386.31 -2235.01 -1189.44; 660 -579.46 -2235.01 -1784.15; 662 -312.5 -2235.01 -541.27; 663 -625 -2235.01 -1082.53; 664 -937.5 -2235.01 -1623.8; 671 -418.46 -2235.01 -464.64; 672 -836.93 -2235.01 -929.27; 673 -1255.39 -2235.01 -1393.91;


675 -505.52 -2235.01 -367.3; 676 -1011.05 -2235.01 -734.6; 677 -1516.57 -2235.01 -1101.89; 679 -570.85 -2235.01 -254.15; 680 -1141.7 -2235.01 -508.29; 681 -1712.55 -2235.01 -762.44; 683 -611.62 -2235.01 -130.08; 684 -1223.24 -2235.01 -260.16; 685 -1834.86 -2235.01 -390.24; 687 -625 -2235.01 0; 688 -1250 -2235.01 0; 689 -1875 -2235.01 0; 696 -611.62 -2235.01 130.08; 697 -1223.24 -2235.01 260.16; 698 -1834.86 -2235.01 390.24; 700 -570.85 -2235.01 254.15; 701 -1141.7 -2235.01 508.29; 702 -1712.55 -2235.01 762.44; 704 -505.52 -2235.01 367.3; 705 -1011.05 -2235.01 734.6; 706 -1516.57 -2235.01 1101.89; 708 -418.46 -2235.01 464.64; 709 -836.93 -2235.01 929.27; 710 -1255.39 -2235.01 1393.91; 712 -312.5 -2235.01 541.27; 713 -625 -2235.01 1082.53; 714 -937.5 -2235.01 1623.8; 721 -193.16 -2235.01 594.72; 722 -386.31 -2235.01 1189.44; 723 -579.46 -2235.01 1784.15; 725 -65.33 -2235.01 621.44; 726 -130.65 -2235.01 1242.89; 727 -195.98 -2235.01 1864.33; 729 65.33 -2235.01 621.44; 730 130.65 -2235.01 1242.89; 731 195.98 -2235.01 1864.33; 733 193.16 -2235.01 594.72; 734 386.31 -2235.01 1189.44; 735 579.46 -2235.01 1784.15; ELEMENT INCIDENCES SHELL 1 1 2 13 12; 2 2 3 14 13; 3 3 4 15 14; 4 4 5 16 15; 5 5 6 17 16; 6 6 7 18 17; 7 7 8 19 18; 8 8 9 20 19; 9 9 10 21 20; 10 10 11 22 21; 11 12 13 24 23; 12 13 14 25 24; 13 14 15 26 25; 14 15 16 27 26; 15 16 17 28 27; 16 17 18 29 28; 17 18 19 30 29; 18 19 20 31 30; 19 20 21 32 31; 20 21 22 33 32; 21 23 24 35 34; 22 24 25 36 35; 23 25 26 37 36; 24 26 27 38 37; 25 27 28 39 38; 26 28 29 40 39; 27 29 30 41 40; 28 30 31 42 41; 29 31 32 43 42; 30 32 33 44 43; 31 34 35 46 45; 32 35 36 47 46; 33 36 37 48 47; 34 37 38 49 48; 35 38 39 50 49; 36 39 40 51 50; 37 40 41 52 51; 38 41 42 53 52; 39 42 43 54 53; 40 43 44 55 54; 41 45 46 68 67; 42 46 47 69 68; 43 47 48 70 69; 44 48 49 71 70; 45 49 50 72 71; 46 50 51 73 72; 47 51 52 74 73; 48 52 53 75 74; 49 53 54 76 75; 50 54 55 77 76; 51 67 68 79 78; 52 68 69 80 79; 53 69 70 81 80; 54 70 71 82 81; 55 71 72 83 82; 56 72 73 84 83; 57 73 74 85 84; 58 74 75 86 85; 59 75 76 87 86; 60 76 77 88 87; 61 78 79 90 89; 62 79 80 91 90; 63 80 81 92 91; 64 81 82 93 92; 65 82 83 94 93; 66 83 84 95 94; 67 84 85 96 95; 68 85 86 97 96; 69 86 87 98 97; 70 87 88 99 98; 71 89 90 101 100; 72 90 91 102 101; 73 91 92 103 102; 74 92 93 104 103; 75 93 94 105 104; 76 94 95 106 105; 77 95 96 107 106; 78 96 97 108 107; 79 97 98 109 108; 80 98 99 110 109; 81 100 101 123 122; 82 101 102 124 123; 83 102 103 125 124; 84 103 104 126 125; 85 104 105 127 126; 86 105 106 128 127; 87 106 107 129 128; 88 107 108 130 129; 89 108 109 131 130; 90 109 110 132 131; 91 122 123 134 133; 92 123 124 135 134; 93 124 125 136 135; 94 125 126 137 136; 95 126 127 138 137; 96 127 128 139 138; 97 128 129 140 139; 98 129 130 141 140; 99 130 131 142 141; 100 131 132 143 142; 101 133 134 145 144; 102 134 135 146 145; 103 135 136 147 146; 104 136 137 148 147; 105 137 138 149 148; 106 138 139 150 149; 107 139 140 151 150; 108 140 141 152 151; 109 141 142 153 152; 110 142 143 154 153; 111 144 145 156 155; 112 145 146 157 156; 113 146 147 158 157; 114 147 148 159 158; 115 148 149 160 159; 116 149 150 161 160; 117 150 151 162 161; 118 151 152 163 162; 119 152 153 164 163; 120 153 154 165 164; 121 155 156 178 177; 122 156 157 179 178; 123 157 158 180 179; 124 158 159 181 180; 125 159 160 182 181; 126 160 161 183 182; 127 161 162 184 183; 128 162 163 185 184; 129 163 164 186 185; 130 164 165 187 186; 131 177 178 189 188; 132 178 179 190 189; 133 179 180 191 190; 134 180 181 192 191;


135 181 182 193 192; 136 182 183 194 193; 137 183 184 195 194; 138 184 185 196 195; 139 185 186 197 196; 140 186 187 198 197; 141 188 189 200 199; 142 189 190 201 200; 143 190 191 202 201; 144 191 192 203 202; 145 192 193 204 203; 146 193 194 205 204; 147 194 195 206 205; 148 195 196 207 206; 149 196 197 208 207; 150 197 198 209 208; 151 199 200 211 210; 152 200 201 212 211; 153 201 202 213 212; 154 202 203 214 213; 155 203 204 215 214; 156 204 205 216 215; 157 205 206 217 216; 158 206 207 218 217; 159 207 208 219 218; 160 208 209 220 219; 161 210 211 233 232; 162 211 212 234 233; 163 212 213 235 234; 164 213 214 236 235; 165 214 215 237 236; 166 215 216 238 237; 167 216 217 239 238; 168 217 218 240 239; 169 218 219 241 240; 170 219 220 242 241; 171 232 233 244 243; 172 233 234 245 244; 173 234 235 246 245; 174 235 236 247 246; 175 236 237 248 247; 176 237 238 249 248; 177 238 239 250 249; 178 239 240 251 250; 179 240 241 252 251; 180 241 242 253 252; 181 243 244 255 254; 182 244 245 256 255; 183 245 246 257 256; 184 246 247 258 257; 185 247 248 259 258; 186 248 249 260 259; 187 249 250 261 260; 188 250 251 262 261; 189 251 252 263 262; 190 252 253 264 263; 191 254 255 266 265; 192 255 256 267 266; 193 256 257 268 267; 194 257 258 269 268; 195 258 259 270 269; 196 259 260 271 270; 197 260 261 272 271; 198 261 262 273 272; 199 262 263 274 273; 200 263 264 275 274; 201 265 266 288 287; 202 266 267 289 288; 203 267 268 290 289; 204 268 269 291 290; 205 269 270 292 291; 206 270 271 293 292; 207 271 272 294 293; 208 272 273 295 294; 209 273 274 296 295; 210 274 275 297 296; 211 287 288 299 298; 212 288 289 300 299; 213 289 290 301 300; 214 290 291 302 301; 215 291 292 303 302; 216 292 293 304 303; 217 293 294 305 304; 218 294 295 306 305; 219 295 296 307 306; 220 296 297 308 307; 221 298 299 310 309; 222 299 300 311 310; 223 300 301 312 311; 224 301 302 313 312; 225 302 303 314 313; 226 303 304 315 314; 227 304 305 316 315; 228 305 306 317 316; 229 306 307 318 317; 230 307 308 319 318; 231 309 310 321 320; 232 310 311 322 321; 233 311 312 323 322; 234 312 313 324 323; 235 313 314 325 324; 236 314 315 326 325; 237 315 316 327 326; 238 316 317 328 327; 239 317 318 329 328; 240 318 319 330 329; 241 320 321 343 342; 242 321 322 344 343; 243 322 323 345 344; 244 323 324 346 345; 245 324 325 347 346; 246 325 326 348 347; 247 326 327 349 348; 248 327 328 350 349; 249 328 329 351 350; 250 329 330 352 351; 251 342 343 354 353; 252 343 344 355 354; 253 344 345 356 355; 254 345 346 357 356; 255 346 347 358 357; 256 347 348 359 358; 257 348 349 360 359; 258 349 350 361 360; 259 350 351 362 361; 260 351 352 363 362; 261 353 354 365 364; 262 354 355 366 365; 263 355 356 367 366; 264 356 357 368 367; 265 357 358 369 368; 266 358 359 370 369; 267 359 360 371 370; 268 360 361 372 371; 269 361 362 373 372; 270 362 363 374 373; 271 364 365 376 375; 272 365 366 377 376; 273 366 367 378 377; 274 367 368 379 378; 275 368 369 380 379; 276 369 370 381 380; 277 370 371 382 381; 278 371 372 383 382; 279 372 373 384 383; 280 373 374 385 384; 281 375 376 398 397; 282 376 377 399 398; 283 377 378 400 399; 284 378 379 401 400; 285 379 380 402 401; 286 380 381 403 402; 287 381 382 404 403; 288 382 383 405 404; 289 383 384 406 405; 290 384 385 407 406; 291 397 398 409 408; 292 398 399 410 409; 293 399 400 411 410;


294 400 401 412 411; 295 401 402 413 412; 296 402 403 414 413; 297 403 404 415 414; 298 404 405 416 415; 299 405 406 417 416; 300 406 407 418 417; 301 408 409 420 419; 302 409 410 421 420; 303 410 411 422 421; 304 411 412 423 422; 305 412 413 424 423; 306 413 414 425 424; 307 414 415 426 425; 308 415 416 427 426; 309 416 417 428 427; 310 417 418 429 428; 311 419 420 2 1; 312 420 421 3 2; 313 421 422 4 3; 314 422 423 5 4; 315 423 424 6 5; 316 424 425 7 6; 317 425 426 8 7; 318 426 427 9 8; 319 427 428 10 9; 320 428 429 11 10; 321 441 442 446; 322 442 443 447 446; 323 443 444 448 447; 324 444 67 45 448; 325 441 446 450; 326 446 447 451 450; 327 447 448 452 451; 328 448 45 34 452; 329 441 450 454; 330 450 451 455 454; 331 451 452 456 455; 332 452 34 23 456; 333 441 454 458; 334 454 455 459 458; 335 455 456 460 459; 336 456 23 12 460; 337 441 458 462; 338 458 459 463 462; 339 459 460 464 463; 340 460 12 1 464; 341 441 467 471; 342 467 468 472 471; 343 468 469 473 472; 344 469 144 133 473; 345 441 471 475; 346 471 472 476 475; 347 472 473 477 476; 348 473 133 122 477; 349 441 475 479; 350 475 476 480 479; 351 476 477 481 480; 353 441 479 483; 354 479 480 484 483; 355 480 481 485 484; 356 481 89 78 485; 357 441 483 442; 358 483 484 443 442; 359 484 485 444 443; 360 485 78 67 444; 361 441 492 496; 362 492 493 497 496; 363 493 494 498 497; 364 494 210 199 498; 365 441 496 500; 366 496 497 501 500; 367 497 498 502 501; 368 498 199 188 502; 369 441 500 504; 370 500 501 505 504; 371 501 502 506 505; 372 502 188 177 506; 373 441 504 508; 374 504 505 509 508; 375 505 506 510 509; 376 506 177 155 510; 377 441 508 467; 378 508 509 468 467; 379 509 510 469 468; 380 510 155 144 469; 381 441 517 521; 382 517 518 522 521; 383 518 519 523 522; 384 519 287 265 523; 385 441 521 525; 386 521 522 526 525; 387 522 523 527 526; 388 523 265 254 527; 389 441 525 529; 390 525 526 530 529; 391 526 527 531 530; 392 527 254 243 531; 393 441 529 533; 394 529 530 534 533; 395 530 531 535 534; 396 531 243 232 535; 397 441 533 492; 398 533 534 493 492; 399 534 535 494 493; 400 535 232 210 494; 401 441 542 546; 402 542 543 547 546; 403 543 544 548 547; 404 544 364 353 548; 405 441 546 550; 406 546 547 551 550; 407 547 548 552 551; 408 548 353 342 552; 409 441 550 554; 410 550 551 555 554; 411 551 552 556 555; 413 441 554 558; 414 554 555 559 558; 415 555 556 560 559; 416 556 309 298 560; 417 441 558 517; 418 558 559 518 517; 419 559 560 519 518; 420 560 298 287 519; 421 441 462 571; 422 462 463 572 571; 423 463 464 573 572; 424 464 1 419 573; 425 441 571 575; 426 571 572 576 575; 427 572 573 577 576; 428 573 419 408 577; 429 441 575 579; 430 575 576 580 579; 431 576 577 581 580; 432 577 408 397 581; 433 441 579 583; 434 579 580 584 583; 435 580 581 585 584; 436 581 397 375 585; 437 441 583 542; 438 583 584 543 542; 439 584 585 544 543; 440 585 375 364 544; 441 591 592 596; 442 592 593 597 596; 443 593 594 598 597; 444 594 77 55 598; 445 591 596 600; 446 596 597 601 600; 447 597 598 602 601; 448 598 55 44 602; 449 591 600 604; 450 600 601 605 604; 451 601 602 606 605; 452 602 44 33 606; 453 591 604 608; 454 604 605 609 608; 455 605 606 610 609; 456 606 33 22 610; 457 591 608 612; 458 608 609 613 612; 459 609 610 614 613; 460 610 22 11 614; 461 591 612 621; 462 612 613 622 621; 463 613 614 623 622; 464 614 11 429 623; 465 591 621 625; 466 621 622 626 625; 467 622 623 627 626; 468 623 429 418 627; 469 591 625 629; 470 625 626 630 629; 471 626 627 631 630; 472 627 418 407 631; 473 591 629 633; 474 629 630 634 633; 475 630 631 635 634; 476 631 407 385 635; 477 591 633 637; 478 633 634 638 637; 479 634 635 639 638; 480 635 385 374 639; 481 591 637 646; 482 637 638 647 646; 483 638 639 648 647; 484 639 374 363 648; 485 591 646 650; 486 646 647 651 650; 487 647 648 652 651; 488 648 363 352 652; 489 591 650 654; 490 650 651 655 654; 491 651 652 656 655; 492 652 352 330 656; 493 591 654 658; 494 654 655 659 658; 495 655 656 660 659; 496 656 330 319 660; 497 591 658 662; 498 658 659 663 662; 499 659 660 664 663; 501 591 662 671; 502 662 663 672 671; 503 663 664 673 672;


504 664 297 275 673; 505 591 671 675; 506 671 672 676 675; 507 672 673 677 676; 508 673 275 264 677; 509 591 675 679; 510 675 676 680 679; 511 676 677 681 680; 512 677 264 253 681; 513 591 679 683; 514 679 680 684 683; 515 680 681 685 684; 516 681 253 242 685; 517 591 683 687; 518 683 684 688 687; 519 684 685 689 688; 520 685 242 220 689; 521 591 687 696; 522 687 688 697 696; 523 688 689 698 697; 524 689 220 209 698; 525 591 696 700; 526 696 697 701 700; 527 697 698 702 701; 528 698 209 198 702; 529 591 700 704; 530 700 701 705 704; 531 701 702 706 705; 532 702 198 187 706; 533 591 704 708; 534 704 705 709 708; 535 705 706 710 709; 536 706 187 165 710; 537 591 708 712; 538 708 709 713 712; 539 709 710 714 713; 540 710 165 154 714; 541 591 712 721; 542 712 713 722 721; 543 713 714 723 722; 544 714 154 143 723; 545 591 721 725; 546 721 722 726 725; 547 722 723 727 726; 549 591 725 729; 550 725 726 730 729; 551 726 727 731 730; 552 727 110 99 731; 553 591 729 733; 554 729 730 734 733; 555 730 731 735 734; 556 731 99 88 735; 557 591 733 592; 558 733 734 593 592; 559 734 735 594 593; 560 735 88 77 594; 561 143 723 132; 562 723 132 727; 563 132 727 110; 564 664 297 308; 565 664 308 660; 566 308 660 319; 567 122 100 477; 568 477 100 481; 569 481 100 89; 570 309 556 320; 571 320 556 552; 572 320 552 342; ELEMENT PROPERTY 1 TO 351 353 TO 411 413 TO 499 501 TO 547 549 TO 572 THICKNESS 5 DEFINE MATERIAL START ISOTROPIC STEEL E 205000 POISSON 0.3 DENSITY 7.68195e-005 ALPHA 1.2e-005 DAMP 0.03 END DEFINE MATERIAL CONSTANTS MATERIAL STEEL ALL SUPPORTS 11 22 33 44 55 77 88 99 110 132 143 154 165 187 198 209 220 242 253 264 275 - 297 308 319 330 352 363 374 385 407 418 429 592 TO 594 596 TO 598 - 600 TO 602 604 TO 606 608 TO 610 612 TO 614 621 TO 623 625 TO 627 - 629 TO 631 633 TO 635 637 TO 639 646 TO 648 650 TO 652 654 TO 656 - 658 TO 660 662 TO 664 671 TO 673 675 TO 677 679 TO 681 683 TO 685 - 687 TO 689 696 TO 698 700 TO 702 704 TO 706 708 TO 710 712 TO 714 - 721 TO 723 725 TO 727 729 TO 731 733 TO 735 FIXED BUT FX FZ MX MZ 591 PINNED LOAD 1 LOADTYPE Dead TITLE LOAD CASE 1: SELFWEIGHT + DL JOINT LOAD 1 12 23 34 45 67 78 89 100 122 133 144 155 177 188 199 210 232 243 254 265 - 287 298 309 320 342 353 364 375 397 408 419 FY -780 SELFWEIGHT Y -1 LIST 1 TO 320 441 TO 499 501 TO 547 549 TO 566 LOAD 2 LOADTYPE Live TITLE LOAD CASE 2: LL ELEMENT LOAD 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 - 220 230 240 250 260 270 280 290 300 310 320 PR -0.0377 9 19 29 39 49 59 69 79 89 99 109 119 129 139 149 159 169 179 189 199 209 219 - 229 239 249 259 269 279 289 299 309 319 PR -0.03553 8 18 28 38 48 58 68 78 88 98 108 118 128 138 148 158 168 178 188 198 208 218 - 228 238 248 258 268 278 288 298 308 318 PR -0.03106 7 17 27 37 47 57 67 77 87 97 107 117 127 137 147 157 167 177 187 197 207 217 - 227 237 247 257 267 277 287 297 307 317 PR -0.02659


6 16 26 36 46 56 66 76 86 96 106 116 126 136 146 156 166 176 186 196 206 216 - 226 236 246 256 266 276 286 296 306 316 PR -0.022212 5 15 25 35 45 55 65 75 85 95 105 115 125 135 145 155 165 175 185 195 205 215 - 225 235 245 255 265 275 285 295 305 315 PR -0.01765 4 14 24 34 44 54 64 74 84 94 104 114 124 134 144 154 164 174 184 194 204 214 - 224 234 244 254 264 274 284 294 304 314 PR -0.01318 2 12 22 32 42 52 62 72 82 92 102 112 122 132 142 152 162 172 182 192 202 212 - 222 232 242 252 262 272 282 292 302 312 PR -0.00447 3 13 23 33 43 53 63 73 83 93 103 113 123 133 143 153 163 173 183 193 203 213 - 223 233 243 253 263 273 283 293 303 313 PR -0.00871 441 TO 499 501 TO 547 549 TO 560 562 566 PR -0.04 561 563 TO 565 PR 0.04 LOAD 3 LOADTYPE Wind TITLE LOAD CASE 3: WIND ELEMENT LOAD 81 TO 240 PR GX 0.000987 LOAD COMB 4 COMBINATION LOAD CASE 4: 1.4DL 1 1.4 LOAD COMB 5 COMBINATION LOAD CASE 5: 1.2DL + 1.6LL 1 1.2 2 1.6 LOAD COMB 6 COMBINATION LOAD CASE 6: 1.2DL+1.6LL+1.6W 1 1.2 2 1.6 3 1.6 LOAD COMB 7 COMBINATION LOAD CASE 7: 0.9DL + 1.6W 1 0.9 3 1.6 PERFORM ANALYSIS PRINT ALL PERFORM ANALYSIS PRINT STATICS LOAD FINISH


Output: Stresses:

Maximum Absolute Stress: Load cases:

LOAD COMB 45 COMBINATION LOAD CASE 4: 1.4DL 1 1.4 LOAD COMB 5 COMBINATION LOAD CASE 5: 1.2DL + 1.6LL 1 1.2 2 1.6 LOAD COMB 6 COMBINATION LOAD CASE 6: 1.2DL+1.6LL+1.6W 1 1.2 2 1.6 3 1.6 LOAD COMB 7 COMBINATION LOAD CASE 7: 0.9DL + 1.6W 1 0.9 3 1.6 LOAD COMB 8 COMBINATION LOAD CASE 8: 1.2DL + 1.6LL + 1.6T 1 1.2 2 1.6 4 1.6 LOAD COMB 9 COMBINATION LOAD CASE 9--service 1.0DL + 1.0LL + 1.0T 1 1.0 2 1.0 4 1.0 Load Case 8 is critical one:

Load 8

XY

Z

Max AbsoluteN/mm2

<= 82.9

86.7

90.694.4

98.2102

106

110114

117

121125

129

133136

140

>= 144

Figure 29: Load Case 8: Maximum Absolute Stress


Maximum stress, Allowable strength. Safe

Thickness assumed in the analysis = 5 mm. However, measured thickness varies from 7.32 mm to 5.05 mm. However, there are rust areas that need to be treated. However, it appears from the previous records of thickness measurements that in few places minimum thickness observed as 3.8 mm. Another analysis is being done with minimum thickness of 3.8 mm. Maximum stress observed as Maximum stress,

Load 8

XY

Z

Max AbsoluteN/mm2

<= 84.7

89.1

93.4

97.8

102

107

111

115

120

124

129

133

137

142

146

150

>= 155

Figure 30: Absolute Stresses Due to 3.8 mm Thickness.

Allowable strength. Safe

But care shall be taken not have any more loss of thickness due to corrosion.


Piping T & Elbows Inspection: Visual inspection finds no major leakages or distresses. However, there are signs of corrosions in several places. This shall be treated. As they are not structural components, no major safety issues are there.


Conclusion and Recommendation:

Conducting extensive tests on materials and structural analysis, we observe many issues. Based on such test results and analysis as found we recommend the followings:

• The whole structure shall receive rust proof re-painting: all columns, diagonal bracings, beams, and water tank shells inside and outside, top and bottom, nuts, bolts, gusset plates, and welds.

• While working on tank shell another set of thickness tests shall be carried out to locate any thickness less than 5.0 mm due to corrosion loss.

• If any thickness is found less than 5 mm, they shall be strengthened using minimum 5 mm plates. Lower columns still have reserve strengths.

• Long diagonal beam—without and joints-- (column to column) shall be strengthened to the new stiffness.

• Columns up to 5 m below the beams under the tank shall be strengthened as per the new stiffness and areas necessary.

• The bolt that was missing in beam shall be replaced. Size and strength of the bolt shall be of the similar type.

• Separation of base plates with pedestal shall be filled with high strength non-expansive grouts.


Appendix:

A: As Built Structural Drawings

B: Damage Mapping

C: Test Mapping & Test Report

D: Repair Drawings


Report Ohwt 2011

Documents

Transcript of Report Ohwt 2011