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Structural Calculations for Ring Beam Foundation to 44-mSteel Tank at Musalla Blending StationTable of contentspage
31Introduction
32Design Criteria
32.1Materials
32.2Loads
32.3Soil Conditions
32.4Other Parameters
32.5Codes and References
43Analysis Considerations
43.1Numerical Models
64Load Calculations
64.1Vertical Load
74.2Lateral Loads
84.3Loading Diagram
95Analysis and design
95.1Check bearing pressure below ring beam
105.2Calculation of support springs (for Finite Element Model Analysis)
115.3Calculation of support displacements loads (for Stick Model Analysis)
125.4Analysis
125.5Design
146Details
15Attachment 1- Loading Data from Ishii Iron Works
16Attachment 2- Differential Settlement Information/Subgrade Reactions
17Attachment 3- Numerical Model and Loading Diagram
18Attachment 4- Finite Element Analysis of Ring Beam
19Attachment 5- Stick Model Analysis of Ring Beam
1 Introduction
This document contains design calculations for ring foundation to support a proposed 44-m diameter steel tank at Musalla Blending Station.
2 Design Criteria2.1 Materials2.1.1 Concrete
Concrete strength, fc=40 N/mm2
Modulus of elasticity, Ec=28000 N/mm2 (approx)
2.1.2 Reinforcing Steel
Reinforcing yield strength, fy= 460 N/mm2
Modulus of elasticity, Ec=200000 N/mm2 (approx)
2.2 Loads
2.2.1 Live load
Desity of Liquid= 10 kn/m3
2.2.2 Dead load
Concrete Unit Weight= 24.0 kN/m3
2.2.3 Tank Loading Data
Superimposed loads are based on Loading Data prepared by Ishii Iron Works (Attachment 1).
2.3 Soil ConditionsSaturated Density= 19 kn/m3 (Type B)
Coefficient of Pressure, Ko= 0.5 (Type B)
Max differential Settlement=65 mm (based from B&V Specifications See Attachment 2).
Minimum Subgrade Reaction*=20000 kN/m3
Maximmum Subgrade Reaction*=80000 kN/m3
*Fill material to be used for the site is assumed similar to that proposed for Salmabad Forwarding Station (See Attachment 2)2.4 Other Parameters
Coef. of friction bet. stl plate & conc.= 0.3 Eccentricity due to const. tolerance= 50 mm
2.5 Codes and References B&V Specifications dated Aprill 2005 (T1-Contract No. 0380/2004/3100)
Loading Data from Ishii Iron Works Co. Ltd. (Attachment 1)
BS8110 Part 1: Structural Use of Concrete
Reinforced Concrete Designers Handbook by Reynolds and Steedman
Foundation Engineering Handbook by Winterkorn and Fang
3 Analysis Considerations
3.1 Numerical Models
STAAD software was used to analyse the numerical models for the Ring Beam.
3.1.1 Finite Element Model
Attachment 3 presents the finite element model and the diagrams of loadings applied in the model.
The ring beam is simulated into a series of 3d model finite elements. Estimated required soil bearing pressure and varying settlement (considering a maximum differential settlement of 65 mm ) were represented as vertical springs acting at the bottom of the elements. The vertical load due to weight of tank will be considered acting eccentric, beyond the centreline of the ring beam. To represent this condition a fictitious member projecting outwards the ring, at the top joint of the topmost elements were provided. Similarly, the vertical load due to weight of water also acts eccentrically at the inner side of the ring beam centreline. This is represented by fictitious member projectecting inwards the ring, at the top joints of the topmost elements. Calculation of lengths of the fictitious members were presented in this calculation
3.1.2 Stick Model
For determining total required bottom reinforcements, a stick Model (Attachment 5) was simulated considering the same loading conditions as the finite element model, in addition to suppport load displacements applied to the semi-circle portions of the ring beam.
The model is analysed to check the worst case between the maximum and minimum possible values of subgrade reaction of the backfill (Attachment 2).
3.1.3 Loading
3.1.3.1 Vertical loads
Vertical loads from the tank shell were imposed on the ring beam were derived based on loading data (furnished by Ishii Iron Works).
Load of liquid, in contact with the ring beam was also included. Height of liquid according to the loading data is 20.20 m, based on 1013 atm bar normal atmospheric pressure.
3.1.3.2 Lateral loads
Lateral loads acting from soil, against the ring beam are as follows:
Soil pressure due to saturated bulk density
Hydrostatic pressure
Surcharge due to weight of tank bottom plate and weight of contained water.
Passive resistance against the ring foundation is ignored in the analysis due to possible future unplanned excavation at the external face of the ring beam.
3.1.3.3 Support displacement load (for Stick Model Analysis)
Support displacement load has been considered in the stick model by applying varying values spread over half the circumference of the ring beam. The maximum support displacement load considered is 65 mm, based on maximum differential settelement required by B & V(Attachment 2).
3.1.3.4 Other loadings
The tank bottom plate is expected to resist bending from the shell and from the intermediate columns. Since there is no rigid connection from the tank to the ring beam, no moment transfer due to normal loads, earthquake and wind forces are considered in the analysis of the ring beam. However, horizontal load due to seismic condition, based in Ishii Iron Works Loading data, were applied in the analysis of model, considering frictional force between the bottom of the tank filled with water, and top of ring beam.
4 Load Calculations4.1 Vertical Load
Load due to Steel weight along shell perimeter
WTS= 5717 kN (From Ishii Iron Works. Refer to Sht 3 & 4 of Attachment 1)
D= 44 -m
WTS/m=5717/(X D)
=41.36 kN/m
Joint applied to STAAD Model (Consider 1.0 -metre strip):FyTS=41.36 X 1
=41.36Kn
Location of FyTS from centreline of ring beam:
efyts=construction tolerance + max. thickness of sheel + offset of shell from centreline of ring beam
efyts=0.05m + 0.0217 m/2 + 0.050 m
=0.1109 m projected beyond the centreline of ring
Load due to weight of water in contact with ring beamHt of liquid=20.20 m based on 1013 mbar (normal pressure)
Considering thickness of ring beam as 0.8 metre, and the 44 tank is offset by 50 mm beyond the cetnreline of the ring beam, the contact area, Ac, of water is calculated as:
Ac=( / 4) x {442 [44-2x(0.8/2+0.05)]2}
=( / 4) x (442 43.12)
=61.57 m2WH2O=61.57 X 20.20 X 10 Kn/m3
=12437.14 kN
Joint applied to STAAD Model (Consider 1-metre strip):The diameter Dw which is the location of centreline of water in contact with ring is calculated as:
Dw=44-2x[(0.8/2+0.05)/2]
=43.55 m
FyH2O=(12437.14/Dw) X 1-m strip
=90.90 kN Location of FyH2O from centreline of ring beam:
efh2o= (offset of shell from centreline of ring beam + width of the ring beam)efh2o= (0.05m + x 0.8m)
=0.225 m projected inside the centreline of ring
4.2 Lateral Loads
Surcharge
Psur=Load of bottom plate + Bottom pressure of contained water
={ [ 1060 kN / ( 442/4) ] + 10 x 20.2} Ko
=101.35 kN/m2
Psur
Soil Pressure (Active)
Consider Height of Ring Beam, H = 1.1 m
PSOIL=(s - w) H Ko
=(19 10) (1.1) (0.5)
=4.95 kN/m2
Pactive Hydrostatic Pressure
PHYDRO=w H
=10 x 1.1
=11 kN/m2
PHYDRO Earthquake Force (FH = 13810 kN from Ishii Loading Data)
FEQ=(13810 /D) X 1-m strip
=99.91 kN
Based on Ishii Loading data, the FH for the shell was calculated considering total weight of shell, including weight of contained liquid. Considering weights in contact with ring beam acting against the given earthquake force, total resistance is computed as the product of the weight of tank shell loaded with liquid and coefficient of friction between tank and concrete (assume 0.3).
FR=0.3 X [(WTS + WH2O) / D] X 1-m strip
=0.3 X [(5717+12437.14)/D] X 1-m strip
=39.40 kN
FHEQ=99.91 39.40 =60.51 kN
Wind Force (FW = 851 kN from Ishii Loading Data)
FHWIND=(851 /D) X 1-m strip
=6.16 kN
4.3 Loading Diagram
5 Analysis and design
5.1 Check bearing pressure below ring beam
Consider 0.8-m thick ring beam.
ANET=( / 4) X (44.72 43.12)
=110.33 m2
Weight of Ring Beam (Consider 1.1-m deep)
WF=110.33 X 1.1 X 24 kN/m3
=2912.71 kN
Total weight acting on ring beam
Weight of steel shell:
WTS=5717 kN (From Ishii Iron Works. Refer to Sht 3 & 4 of Attachment 1)
Weight of liquid in contact with ring beam
WH2O=12437.14 kNW=WF + WTS + WH2O =21066.85 kN Actual Bearing Pressure
Qact=W / ANET=190.94 kPa, say 200 kPa
*Contractor to ensure that allowable bearing pressure at site is greater than 200 kPa. 5.2 Calculation of support springs (for Finite Element Model Analysis)
5.3 Calculation of support displacements loads (for Stick Model Analysis)
5.4 Analysis
Results were obtained using STAAD software.
See Attachment 4 for finite element analysis results and Attachment 5 for stick model Analysis results for verifying bottom reinforcements on ring beam.
5.5 Design
5.5.1 Required Reinforcement due to Ring Tension
Ring Tensile stress from STAAD, Fts= 3829.23 kN/m-height/m-thk (due to Ult. Loads)
Ring Tensile forceFt=3829.23 X 1.1m-height X 0.8-m thk
=3369.72 kN
Total ring reinforcement required,Asring=3369722.4/(fy/1.05) = 7691.76 mm2Distribute reinforcement at beam edges (dist. factors = say 1.70 for sides, 0.30 for top & bottom):
At each side, Asides
=(7691.76/4) x 1.70= 3269 mm2
Top (and bottom) reinf. At&b
=(7691.76/4) x 0.30= 576.88 mm25.5.2 Required Torsional Reinforcements
Governing Twisting Moment, Mxy, from STAAD = 141.32 kN-m/m-strip
Considering twisting moment causes torsion against the ring:
Mtor=141.32 X 1-m strip
=141.32 kN-m
Check torsional shear stress, Vt = (2 X Mtor)/ [width2 x (depth width/3)]
=(2 X 141.32x106) / [11002 x (1100-800/3)]
=0.28 N/mm2 < Vtmin = 0.4
No torsional reinforcements required
5.5.3 Required Bottom Reinforcement
Vertical Uniform Moment, Mz, from STAAD = 1262.29 kN-m
(Stick Model Analysis Attachment 5)
Consider clear cover = 75 mm; effective depth, d = 1100 75 12 mm ties T 32 /2 = 997
Bottom Reinforcement, Asbot=1262.29 X 108 / (0.95 X fy X 0.95 X d)
=3049.7128 mm2
Total required bottom reinfrocements due to ring tension + moment:
Astbot=576.88+ 3049.7128
=3626.59 mm25.5.4 Required Shear Reinforcements
Maximum Vertical Shear, Fy, from STAAD = 231.13 kN(Attachment 5)
Consider clear cover = 75 mm; effective depth, d = 1100 75 12mm ties T32 /2 = 997 mm
Design shear stressv=Vu / bvd
= 231130 / (800 X 997) = 0.29 N/mm2
Total Bottom Reinf. RequiredAstbot =3626.5928 mm2
100Astbot/bvd=100 X 3626.5928 / (800 X 997) = 0.45By interpolating values in Table 3.8 of BS8110 Part 1, vc = 0.49 N/mm2
Since 0.5vc < v < (vc + 0.4), provide minimum links. Try link spacing = 150
Sv reqd= Asv 0.95fyv / 0.4bv
=2 x 113 x 0.95 x 460 / (0.4 x 800)
=308.90 > 150, ok
Use T12 @ 150 links
6 Details
Check Reinforcements provided:
Bottom Reinforcements= 5 -T32 bars
=4021 mm2 > Astbot = 3626.59 mm2, ok.
Side Reinforcements
= 7 T 25 (ea face)
=3436 > Aedge + Asides = 3269 mm2, ok
Shear Links
=2 legs T12 @ 150 mm
=226 mm2 > Asvmin = 109.84 mm2, ok
Total Longitudinal Reinforcements=14 T25 + 10 T32 bars
=14915 mm2 > Astbot + 2xAsides = 10164.59 mm2Attachment 1-Loading Data from Ishii Iron Works
Attachment 2-Differential Settlement Information/Subgrade Reactions
Attachment 3-Numerical Model and Loading Diagram
Attachment 4-Finite Element Analysis of Ring Beam
Attachment 5-Stick Model Analysis of Ring Beam
EMBED AutoCAD.Drawing.15
EMBED Excel.Sheet.8
=RWidth 0.8 m
FyTS
FHEQ
FHWIND
Psur
Pactive
PHYDRO
EMBED AutoCAD.Drawing.15
=RHeight \# "0.0" 1.1 m
EMBED Excel.Sheet.8
FyH20
017 May 2006Issue for ApprovalMAHNDMH
revdatedescriptionauthorcheckedapproved
Client:Panorama Contracting & Engineering Services Ltd.
Project:HIDD Phase 3 Package T3
Title:Structural Calculations
(Ring Beam Foundation for Steel Tank at Musalla B. S.)
Order No: Document: 1131004Rev 0Sheet 1 of 3
Client:Panorama Contracting & Engineering Services Ltd.
Project:HIDD Phase 3 Package T3
Title:Structural Calculations
(Ring Beam Foundation for Steel Tank at Musalla B.S.)
Order:document: 1131004rev. 0Sheet: 5 of 19
_1209279376.xlsSheet1
Calculation of support displacement load per support joint
Assume support displacement load varying over a semi-circle
Maximum differential settlement, D=-65mm
No. of joint supports (half-cirumference)=69nos.
JointSettlement, D
(m)
1-0.06500
2-3-0.06312
4-150-0.06123
5-149-0.05935
6-148-0.05746
7-147-0.05558
8-146-0.05370
9-145-0.05181
10-144-0.04993
11-143-0.04804
12-142-0.04616
13-141-0.04428
14-140-0.04239
15-139-0.04051
16-138-0.03862
17-137-0.03674
18-136-0.03486
19-135-0.03297
20-134-0.03109
21-133-0.02920
22-132-0.02732
23-131-0.02543
24-130-0.02355
25-129-0.02167
26-128-0.01978
27-127-0.01790
28-126-0.01601
29-125-0.01413
30-124-0.01225
31-123-0.01036
32-122-0.00848
33-121-0.00659
34-120-0.00471
35-119-0.00283
36-118-0.00094
1 FY -0.065
2 3 FY -0.06312
4 150 FY -0.06123
5 149 FY -0.05935
6 148 FY -0.05746
7 147 FY -0.05558
8 146 FY -0.0537
9 145 FY -0.05181
10 144 FY -0.04993
11 143 FY -0.04804
12 142 FY -0.04616
13 141 FY -0.04428
14 140 FY -0.04239
15 139 FY -0.04051
16 138 FY -0.03862
17 137 FY -0.03674
18 136 FY -0.03486
19 135 FY -0.03297
20 134 FY -0.03109
21 133 FY -0.0292
22 132 FY -0.02732
23 131 FY -0.02543
24 130 FY -0.02355
25 129 FY -0.02167
26 128 FY -0.01978
27 127 FY -0.0179
28 126 FY -0.01601
29 125 FY -0.01413
30 124 FY -0.01225
31 123 FY -0.01036
32 122 FY -0.00848
33 121 FY -0.00659
34 120 FY -0.00471
35 119 FY -0.00283
36 118 FY -0.00094
0.00
0.00
0.00
_1209300983.dwg
_1209210140.dwg
_1209211146.xlsSheet1
Calculation of soil spring per support0.0009285714
Assume spring to be linearly varying
Soil Bearing Pressure, Q=200kN/m2
Maximum differential settlement, D=65mm
Width of ring beam, t=0.8m
No. of joint supports=138nos.
Element width in model, W=1m
Factor of safety, FS=1.5
JointSettlement, DSpring, KfyJointSettlement, DSpring, Kfy
(m)(m)
10.06503692.3137-1050.03257384.62
2-30.06413745.8238-1040.03167601.81
4-1380.06313800.9039-1030.03067832.17
5-1370.06223857.6340-1020.02978076.92
6-1360.06133916.0841-1010.02888337.47
7-1350.06043976.3342-1000.02798615.38
8-1340.05944038.4643-990.02698912.47
9-1330.05854102.5644-980.02609230.77
10-1320.05764168.7345-970.02519572.65
11-1310.05664237.0746-960.02419940.83
12-1300.05574307.6947-950.023210338.46
13-1290.05484380.7048-940.022310769.23
14-1280.05394456.2349-930.021411237.46
15-1270.05294534.4150-920.020411748.25
16-1260.05204615.3851-910.019512307.69
17-1250.05114699.3052-900.018612923.08
18-1240.05014786.3253-890.017613603.24
19-1230.04924876.6354-880.016714358.97
20-1220.04834970.4155-870.015815203.62
21-1210.04745067.8756-860.014916153.85
22-1200.04645169.2357-850.013917230.77
23-1190.04555274.7358-840.013018461.54
24-1180.04465384.6259-830.012119881.66
25-1170.04365499.1860-820.011121538.46
26-1160.04275618.7361-810.010223496.50
27-1150.04185743.5962-800.009325846.15
28-1140.04095874.1363-790.008428717.95
29-1130.03996010.7364-780.007432307.69
30-1120.03906153.8565-770.006536923.08
31-1110.03816303.9466-760.005643076.92
32-1100.03716461.5467-750.004651692.31
33-1090.03626627.2268-740.003764615.38
34-1080.03536801.6269-730.002886153.85
35-1070.03446985.4570-720.0019129230.77
36-1060.03347179.49710.0009258461.54
1 FIXED BUT MX MY MZ KFX 1846.155 KFY 3692.31 KFZ 1846.155
2 3 FIXED BUT MX MY MZ KFX 1872.91 KFY 3745.82 KFZ 1872.91
4 138 FIXED BUT MX MY MZ KFX 1900.45 KFY 3800.9 KFZ 1900.45
5 137 FIXED BUT MX MY MZ KFX 1928.815 KFY 3857.63 KFZ 1928.815
6 136 FIXED BUT MX MY MZ KFX 1958.04 KFY 3916.08 KFZ 1958.04
7 135 FIXED BUT MX MY MZ KFX 1988.165 KFY 3976.33 KFZ 1988.165
8 134 FIXED BUT MX MY MZ KFX 2019.23 KFY 4038.46 KFZ 2019.23
9 133 FIXED BUT MX MY MZ KFX 2051.28 KFY 4102.56 KFZ 2051.28
10 132 FIXED BUT MX MY MZ KFX 2084.365 KFY 4168.73 KFZ 2084.365
11 131 FIXED BUT MX MY MZ KFX 2118.535 KFY 4237.07 KFZ 2118.535
12 130 FIXED BUT MX MY MZ KFX 2153.845 KFY 4307.69 KFZ 2153.845
13 129 FIXED BUT MX MY MZ KFX 2190.35 KFY 4380.7 KFZ 2190.35
14 128 FIXED BUT MX MY MZ KFX 2228.115 KFY 4456.23 KFZ 2228.115
15 127 FIXED BUT MX MY MZ KFX 2267.205 KFY 4534.41 KFZ 2267.205
16 126 FIXED BUT MX MY MZ KFX 2307.69 KFY 4615.38 KFZ 2307.69
17 125 FIXED BUT MX MY MZ KFX 2349.65 KFY 4699.3 KFZ 2349.65
18 124 FIXED BUT MX MY MZ KFX 2393.16 KFY 4786.32 KFZ 2393.16
19 123 FIXED BUT MX MY MZ KFX 2438.315 KFY 4876.63 KFZ 2438.315
20 122 FIXED BUT MX MY MZ KFX 2485.205 KFY 4970.41 KFZ 2485.205
21 121 FIXED BUT MX MY MZ KFX 2533.935 KFY 5067.87 KFZ 2533.935
22 120 FIXED BUT MX MY MZ KFX 2584.615 KFY 5169.23 KFZ 2584.615
23 119 FIXED BUT MX MY MZ KFX 2637.365 KFY 5274.73 KFZ 2637.365
24 118 FIXED BUT MX MY MZ KFX 2692.31 KFY 5384.62 KFZ 2692.31
25 117 FIXED BUT MX MY MZ KFX 2749.59 KFY 5499.18 KFZ 2749.59
26 116 FIXED BUT MX MY MZ KFX 2809.365 KFY 5618.73 KFZ 2809.365
27 115 FIXED BUT MX MY MZ KFX 2871.795 KFY 5743.59 KFZ 2871.795
28 114 FIXED BUT MX MY MZ KFX 2937.065 KFY 5874.13 KFZ 2937.065
29 113 FIXED BUT MX MY MZ KFX 3005.365 KFY 6010.73 KFZ 3005.365
30 112 FIXED BUT MX MY MZ KFX 3076.925 KFY 6153.85 KFZ 3076.925
31 111 FIXED BUT MX MY MZ KFX 3151.97 KFY 6303.94 KFZ 3151.97
32 110 FIXED BUT MX MY MZ KFX 3230.77 KFY 6461.54 KFZ 3230.77
33 109 FIXED BUT MX MY MZ KFX 3313.61 KFY 6627.22 KFZ 3313.61
34 108 FIXED BUT MX MY MZ KFX 3400.81 KFY 6801.62 KFZ 3400.81
35 107 FIXED BUT MX MY MZ KFX 3492.725 KFY 6985.45 KFZ 3492.725
36 106 FIXED BUT MX MY MZ KFX 3589.745 KFY 7179.49 KFZ 3589.745
37 105 FIXED BUT MX MY MZ KFX 3692.31 KFY 7384.62 KFZ 3692.31
38 104 FIXED BUT MX MY MZ KFX 3800.905 KFY 7601.81 KFZ 3800.905
39 103 FIXED BUT MX MY MZ KFX 3916.085 KFY 7832.17 KFZ 3916.085
40 102 FIXED BUT MX MY MZ KFX 4038.46 KFY 8076.92 KFZ 4038.46
41 101 FIXED BUT MX MY MZ KFX 4168.735 KFY 8337.47 KFZ 4168.735
42 100 FIXED BUT MX MY MZ KFX 4307.69 KFY 8615.38 KFZ 4307.69
43 99 FIXED BUT MX MY MZ KFX 4456.235 KFY 8912.47 KFZ 4456.235
44 98 FIXED BUT MX MY MZ KFX 4615.385 KFY 9230.77 KFZ 4615.385
45 97 FIXED BUT MX MY MZ KFX 4786.325 KFY 9572.65 KFZ 4786.325
46 96 FIXED BUT MX MY MZ KFX 4970.415 KFY 9940.83 KFZ 4970.415
47 95 FIXED BUT MX MY MZ KFX 5169.23 KFY 10338.46 KFZ 5169.23
48 94 FIXED BUT MX MY MZ KFX 5384.615 KFY 10769.23 KFZ 5384.615
49 93 FIXED BUT MX MY MZ KFX 5618.73 KFY 11237.46 KFZ 5618.73
50 92 FIXED BUT MX MY MZ KFX 5874.125 KFY 11748.25 KFZ 5874.125
51 91 FIXED BUT MX MY MZ KFX 6153.845 KFY 12307.69 KFZ 6153.845
52 90 FIXED BUT MX MY MZ KFX 6461.54 KFY 12923.08 KFZ 6461.54
53 89 FIXED BUT MX MY MZ KFX 6801.62 KFY 13603.24 KFZ 6801.62
54 88 FIXED BUT MX MY MZ KFX 7179.485 KFY 14358.97 KFZ 7179.485
55 87 FIXED BUT MX MY MZ KFX 7601.81 KFY 15203.62 KFZ 7601.81
56 86 FIXED BUT MX MY MZ KFX 8076.925 KFY 16153.85 KFZ 8076.925
57 85 FIXED BUT MX MY MZ KFX 8615.385 KFY 17230.77 KFZ 8615.385
58 84 FIXED BUT MX MY MZ KFX 9230.77 KFY 18461.54 KFZ 9230.77
59 83 FIXED BUT MX MY MZ KFX 9940.83 KFY 19881.66 KFZ 9940.83
60 82 FIXED BUT MX MY MZ KFX 10769.23 KFY 21538.46 KFZ 10769.23
61 81 FIXED BUT MX MY MZ KFX 11748.25 KFY 23496.5 KFZ 11748.25
62 80 FIXED BUT MX MY MZ KFX 12923.075 KFY 25846.15 KFZ 12923.075
63 79 FIXED BUT MX MY MZ KFX 14358.975 KFY 28717.95 KFZ 14358.975
64 78 FIXED BUT MX MY MZ KFX 16153.845 KFY 32307.69 KFZ 16153.845
65 77 FIXED BUT MX MY MZ KFX 18461.54 KFY 36923.08 KFZ 18461.54
66 76 FIXED BUT MX MY MZ KFX 21538.46 KFY 43076.92 KFZ 21538.46
67 75 FIXED BUT MX MY MZ KFX 25846.155 KFY 51692.31 KFZ 25846.155
68 74 FIXED BUT MX MY MZ KFX 32307.69 KFY 64615.38 KFZ 32307.69
69 73 FIXED BUT MX MY MZ KFX 43076.925 KFY 86153.85 KFZ 43076.925
70 72 FIXED BUT MX MY MZ KFX 64615.385 KFY 129230.77 KFZ 64615.385
71 FIXED BUT MX MY MZ KFX 129230.77 KFY 258461.54 KFZ 129230.77
0.00
0.00
0.00
FIXED BUT MX MY MZ KFX 0 KFY KFZ 0
FIXED BUT MX MY MZ KFX 0 KFY KFZ 0
FIXED BUT MX MY MZ KFX 0 KFY KFZ 0
_1090597924.doc
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