Ukai - Reactor Clarifier Design
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Transcript of Ukai - Reactor Clarifier Design
GUJARAT STATE ELECTRICITY CORPORATION LIMITED
&
BHARAT HEAVY ELECTRICALS LIMITED
UKAI TPS – PRE TREATMENT PLANT PACKAGE
DESIGN CALCULATIONS FOR
REACTOR CLARIFIER
By
TRIVENI ENGINEERING & INDUSTRIES LIMITED (WATER BUSINESS GROUP)
1 OF 48
Gujarat State Electricity
Corporation Ltd. UKAI TPS ‐ PT Plant Package Page
Triveni Engineering & Industries Ltd.
Design Calculation for Reactor Clarifier Issue : Rev.0
CONTENTS SL. NO. DESCRIPTION
PAGE NO.
1. PURP OSE
3
2. DESIGN PHILOSOPHY
3
3. MATE RIAL PROPERTIES
4
4. DESIGN DATA & IMPORTANT ELEVATIONS
5
5. DESIGN FORMULAE USED
7
6. DESIGN OF WALKWAY SLAB
10
7. DESIGN OF LAUNDER 11
8. DESIGN OF MAIN WALL
15
9. DESIGN OF WALL FOOTING 32
10. DESIGN OF CNETRAL WELL 39
11. DESIGN OF BASE SLAB 43
12. DESIGN OF INSPECTION CHAMBER
46
13. CALCULATION OF DEVELOPMENT LENGTH
48
ANNEXURE #1 - STAAD OUTPUT FILE ANNEXURE #2 - MECHANICAL GA DRAWING ANNEXURE #3 - STRUCTURAL DRAWING
2 OF 48
PURPOSE
The purpose of this document is to present the structural calculations for the design of the Clarifier in thePre -Treatment unit of the Thermal Power Station at Ukai, Gujarat.
DESIGN PHILOSOPHY
The following points have been considered / assumed in the design of clarifier.
Clarifier circular wall is modelled as 4 noded plate elements using FEM facility in Staad Pro software.The wall is modelled with 120 equal elements circumferentially in one strip and each strip is 500mmhigh.The wall extended below the clarifier base slab invert level till the recommended founding level as per thesoil report. There are 2 base slabs provided for the clarifer. One at the invert elevation of clarifier tank and another ata lower level. The space between the two slabs is filled with well compacted earth fill. The level andslope of the lower base slab is provided in such a way that the total weight of the earthfill and two baseslabs is more than 1.2 times the total uplift force on the lower base slab to avoid the uplift of the clarifiertank.The clarifier wall is considered to be fixed at the bottom and hinged at the two base slab levels asexplained above.The clarifier wall is designed as uncracked concrete section using reduced permissible stresses in thereoinforcement bars as per IS:3370 above the invert elevation of the upper base slab. However, theclarifier wall and foundation is designed as normal cracked section as per IS:456 using Limit Statemethod. The formulae used in Uncracked Concrete Section design are presented separately. The clarifier tank is designed for the 2 casesCASE-1 : Empty Case - Tank is constructed, earth is back filled inside and out side till the base slaband no water inside the tank. Surcharge Pressure acting from outside.CASE-2 : Hydrotest Case - Tank is filled inside with water upto top of wall (including free board), earth isback filled inside and out side. No Surcharge Pressure outside.The Seismic effect due to the water sloshing does not govern the design, since water is alreayconsidered upto the top of wall in CASE-2. Moreover, under seismic case, the permissible stresses inconcrete and reinforcement can be increased upto 33.33%. Hence the Seismic force does not governthe design of Clarifier and been ignored in calculations.The wind force does not goevern the design of such RCC tanks, hence been ignored in the calculations.
3 OF 48
MATERIAL PROPERTIES
Concrete Grade fck 25MPa
Permissible Stresses in Conc.in bending Compression
σcbc vlookup fck A1 1 0 σcbc 8.5 MPa (Ref IS:456)
Reduced Permissible Stressesin Conc. in direct tension
σt vlookup fck A1 2 0 σt 1.3 MPa (Ref IS:3370 Pt. II)
Reduced Permissible Stressesin Conc. in bending tension
σbt vlookup fck A1 3 0 σbt 1.8 MPa (Ref IS:3370 Pt. II)
Modulur Ratio Modulur280
3σcbc
MPa
Modulur 10.98
Reinforcement Grade (TMT Bars) fy 500MPa
Permissible Stress in Reinf. in Tension σst 150MPa (Ref IS:3370 Pt. II)
Permissible Stress in Reinf. in Shear σv 175MPa (Ref IS:3370 Pt. II)
Young's modulus of Steel Es 200000MPa
Dry Desnsity of Soil γdry_soil 1.8ton m3
Submerged Density of Soil γsub_soil 2.0ton m3
Density of water γw 1.0ton m3
Density of Concrete γconc 2.5ton m3
Density of Liquid γliq 1.00ton m3
4 OF 48
DESIGN DATA & IMPORTANT ELEVATIONS
Top of Wall Level TOCwall 87.00m
Base Slab Level (on outer periphery) TOCbslab 82.000m
Slope of base slab 1 vertical : horizontal Slopebase 12
Foundation Bottom Level BOFdn 77.500m
Bottom level of wall Wallbot 82.000m
Water Level inside tank Liquidlvl 86.500m
Top of Central Well TOCwell 87.000m
Diameter of the circular tank D 38.0m
Inner Dia of the Central Well Dwell_in 1.20m
Outer Dia of the Central Well Dwell_out 1.70m
Finished Ground Level (EL) FGL 82.000m
Ground Water Table (EL) GWT 82.000m
Angle of internal friction of Soil ϕ 30 deg
Surcharge Pressure q 2.0ton
m2
Nett safe bearing capacity of soil
SBCnet 10.0ton
m2
Gross bearingcapcity of soil
SBCgross SBCnet FGL GWT( ) γdry_soil GWT BOFdn( ) γsub_soil GWT Wallbotif
FGL BOFdn( ) γdry_soil otherwise
SBCgross 19 ton m2
Active Earth pressure Coeff. Ka1 sin ϕ( )
1 sin ϕ( ) Ka 0.333
At Rest Earth pressure Coeff. Krest 1 sin ϕ( ) Krest 0.5
Coeff. of friction bet. conc & soil μ2
3tan ϕ( ) μ 0.385
Min. Clear Cover for liquid face covliq 50mm
Min. Clear Cover for Earth face covearth 50mm
Height of the Wall Htank TOCwall Wallbot Htank 5 m
5 OF 48
Seismic Load Parameters
Zone Factor for Zone - III Z 0.16
Importance Factor - For Type II structures I 1.75
Responce Reduction Factor - R R 3.0
Internal Damping for Concrete Damping 5%
Multiplication factor for Damping Factordamp 1
Considering time period for maximumresponse spectra factor
Spectra 2.5
Horizontal load coefficient AhZ
2
I
R Spectra Factordamp Ah 0.117
Wind Load Parameters
Basic Wind Speed Vb 44m
s
Risk coefficeints k1 1.08 (As per Project Design Basis)
Factor k2 0.98 (for Terrain -2, c lass-B)
Topography Factor k3 1.0 (As per Project Design Basis)
Design Wind Speed Vz k1 k2 k3 Vb Vz 46.57m
s
Design Wind Pressure Prwind 0.6Vz
m s
2
N
m2
Prwind 132.689kgf
m2
6 OF 48
DESIGN FORMULAE USED
The formulae used in the design are clearly shown wherever they are used. However, there are some formulae,which are presented below in the form of equations based on some variables. The variables are defined in thecalculations and used with the below formulae whereever the same is required.
WORKING STRESS DESIGN
Reinforcement in the concrete section is provided considering that the concrete section is Cracked. Theprovided reinforcement and concrete section is checked for the Uncracked condition.
For Cracked section
Max. depth ratio of neutral axis
xws1
11
Modulur
σst
σcbc
xws 0.384
Max. lever arm ratio for section
jws 1xws
3 jws 0.872
Calculation of reinforcement required due to moment and Axial tension, considering concrete section iscracked section. Axial force is Tensile if T is +ve and compressive if T is -ve.
Ast_reqd_ws M T d( )M
σst jws d
if T 0ton T 0ton( )
2 σst
Calculation of Reinforcement area. (Variable - bar dia and spacing of bars)
Ast φ SP( )π
4φ
2
b
SP
For Uncracked Section
Area of Equivalent Uncrakced Concrete section converting R/F area to equivalent concrete area based onmudulur ratio. (Variable - Concrete section Thicknees, reinforcement area on tension side and compressionside)
Aeq D Ast Asc b D Ast Asc Modulur 1( )
Actual Axial Tensile Stress in equivalent Uncracked concrete section, (Variable - Actual Axial force,Equivalent area of concrete Section)
tact T Aeq if T 0ton T 0ton( )
Aeq
Depth of Neutral Axis from Compression face of Uncracked Concrete Section. (Variable - Concretesection thickness, Area of steel and concrete clear cover on tension face and compression face)
NA D Ast Asc Cvt Cvc b D
2
2Modulur 1( ) Ast D Cvt Asc Cvc
b D Modulur 1( ) Ast Asc
7 OF 48
Moment of Inertia of equivalent Uncracked Concrete section. (Variable - Concrete section thickness,Depth of neutral Axis from Compression face, Area of steel and concrete clear cover on tension faceand compression face)
MI D NA Ast Asc Cvt Cvc 1
12b D
3 b D NA
D
2
2
Modulur 1( ) Ast D Cvt NA 2 Asc NA Cvc 2
Actual Bending Tensile Stress in Uncracked equivalent concrete section (Actual moment in section ,Actual concurrent axial force in section, Concrete section thickness, Depth of neutral Axis fromCompression face, Equivalent area of section and moment of Inertia of Equivalent Section)
σbt_act M T D NA Aeq MI maxM D NA( )
MI
if T 0ton T 0ton( )
Aeq
0
Interaction Ratio of Tensile stresses. (Variable - Actual axial tensile and bending tensile stresses inthe equivalent concrete section)
Int tact σact tact
σt
σact
σbt
Check condition for Uncracked Concrete Section and adequacy of provided reinforcement. (Variable - I nteractionratio of Tensile Stresses, Area of reinforcement required and Area of reinforcement provided)
Checksec_ws Int Ast_reqd Ast_prov "OK" Int 1 Ast_reqd Ast_provif
"FAILS" otherwise
Permissible shear Stress in concrete section - Working Stress Method. (Variable - Percentage of Tensilereinforcement in concrete section). The permissible stress is interpolated from table-21 in Appendix-B ofIS;456.
τc_ws pt linterp B Cws pt
8 OF 48
LIMIT STATE DESIGN
Maximum depth of neutral axis from Compression face - Limit State Method. (Variable - Effective depthof concrete section)
Max. depth ratio for neutralAxis (for balanced section)
xumax0.0035
0.00550.87fy
Es
xumax 0.456
Limiting Bending moment for singly reinforced section - Limit State Method. (Variable - Effective depth ofconcrete section, depth of neutral axis)
Mulim d( ) 0.36 fck xumax 1 0.416xumax d2
Area of Steel reqd. due to Moment - Limit State Method. (Variable - Actual moment, Effective depth ofconcrete section)
Ast.reqd_ls Mu d( ) 50fck
fy 1 1
4.6 Mu
fck d2
%
d
Check condition for adequacy of reinforcement for moment. (Variable - Resisting Moment, Limiting Moment,Actual moment, Pecentage of steel provided, Minimum percentage of reinforcement, Percentage ofreinforcement required by design)
Checksec_ls Mulim Mu Astprov Astreqd "OK" Mulim Mu Astprov Astreqd if
"FAILS" otherwise
Actual shear Stress in concrete section. (Variable - Actual shear, Effective depth of concrete section)
τv V d( )V
b d
Percentage of Tensile reinforcement in concrete section. (Variable - Area of tensile reinforcement,Effective depth of concrete section)
pt Ast d Ast
b d
Permissible shear Stress in concrete section - Limit State Method. (Variable - Percentage of Tensilereinforcement in concrete section). The permissible stress is interpolated from table-19 of IS;456.
τc_ls pt linterp B Cls pt
Check condition for Adequacy of Shear. (Variable - Actual and Permissile shear stresses in concrete section)
Checkshear τv τc "OK" τv τcif
"FAILS" otherwise
9 OF 48
DESIGN OF WALKWAY AT TOP
Width of Walkway Wwway 850mm
Considering 150mm thick walkway slab with Live Load @ 250 Kg/m2 and dead load of handrail @ 20kg/macting at the outerside. Provide Reinforcement Y8@200 at top bothways i.e radially and circumferentially.
Effective Depth of section dwway 150mm 30mm dwway 120 mm
Factored Cantilever Bending Moment (top face tension)
Mwway 1.5 0.15m γconc 0.25ton
m2
Wwway2
2 0.020
ton
mWwway
Mwway 0.364ton m
m
Factored Shear at wall face Vwway 1.5 0.15m γconc 0.25ton
m2
Wwway 0.020ton
m
Vwway 0.827ton
m
Reinforcement area Provided(per m width)
Ast_prov_wway Ast 8mm 200mm( ) Ast_prov_wway 2.513 cm2
Limiting moment of Singly Reinforced Section
Mulim_wway Mulim dwway Mulim_wway 4.883ton m
m
Area of Reinforcement Required Astreq_wway Ast.reqd_ls Mwway dwway b Astreq_wway 0.692 cm2
Check section and R/F Chkwway Checksec_ls Mulim_wway Mwway Ast_prov_wway Astreq_wway
Chkwway "OK"
Check for Shear
Actual Shear Stress τv_wway b τv Vwway dwway τv_wway 0.068 MPa
Permissble Shear Stress τc_wway τc_ls pt Ast_prov_wway dwway τc_wway 0.332 MPa
Check Chkv_wway Checkshear τv_wway τc_wway Chkv_wway "OK"
10 OF 48
DESIGN OF LAUNDER WALL
Height of the Launder hlndr 1.10m
Width of the Launder Wlndr 0.90m
Thickness of the Launder Wall Lndrwall 150mm
Thickness of Launder base slab at end Lndrslab_end 150mm
Thickness of Launder base slab at wall face Lndrslab_face 225mm
Bending moment at wall bottom Mlndr_wall
γliq b hlndr3
6 Mlndr_wall 0.222 ton m
Shear at wall bottom Vlndr_wall
γliq b hlndr2
2 Vlndr_wall 0.605 ton
Axial load in Launder Wall Taxial_wall 0.0ton Lndrwall hlndr b γconc Taxial_wall 0.413 ton
Bending moment at Slab fixed point
Mslab Mlndr_wall b hlndr Lndrslab_end Lndrwall γconc Wlndr
Lndrwall
2
b γliq hlndr Lndrslab_end γconc Wlndr
2
2 b Lndrslab_face Lndrslab_end γconc
Wlndr2
6
Mslab 1.302 ton m
11 OF 48
Shear at slab face
Vslab b hlndr Lndrslab_end Lndrwall γconc bLndrslab_face Lndrslab_end γconc
2hlndr γliq
Wlndr
Vslab 1.881 ton
Axial Tension in Slab Tslab Vlndr_wall Tslab 0.605 ton
The reinforcement for Launder wall will be provided centrally.
Provide reinforcement dia and spacing for Launder wall and base slab:-
Launder Wall Centrally Bar dia. ϕlndr_wall 8mm @ Spacing SPlndr_wall 200mm
Base Slab Top Bar dia. ϕslab_top 10mm @ Spacing SPslab_top 125mm
Base Slab Bottom Bar dia. ϕslab_bot 8mm @ Spacing SPslab_bot 200mm
Launder Wall Ast_Lndr_IF Ast ϕlndr_wall SPlndr_wall Ast_Lndr_IF 2.513 cm2
Ast_Lndr_OF Ast 0.0mm SPlndr_wall Ast_Lndr_OF 0 cm2
Base Slab Ast_slab_top Ast ϕslab_top SPslab_top Ast_slab_top 6.283 cm2
Ast_slab_bot Ast ϕslab_bot SPslab_bot Ast_slab_bot 2.513 cm2
Effective depth of the Concrete Section:-
Launder Wall Centrally dlndr_wall
Lndrwall
2 dlndr_wall 75 mm
Base Slab Top dslab_top Lndrslab_face covliqϕslab_top
2 dslab_top 170 mm
Base Slab Bottom dslab_bot Lndrslab_end covliqϕslab_bot
2 dslab_bot 96 mm
Calculation of reinfrocement Required
Launder Wall Centrally Ast_reqd_Lndr Ast_reqd_ws Mlndr_wall Taxial_wall dlndr_wall Ast_reqd_Lndr 2.217 cm2
Base Slab Top Ast_reqd_slab_top Ast_reqd_ws Mslab Tslab dslab_top Ast_reqd_slab_top 5.937 cm
LAUNDER WALL
Check for Uncracked Section
Equivalent concrete Areaof Uncracked Section Aeq_Lndr Aeq Lndrwall Ast_Lndr_IF Ast_Lndr_OF Aeq_Lndr 1525.083 cm
2
12 OF 48
Depth of Neutral Axis NALndr NA Lndrwall Ast_Lndr_IF Ast_Lndr_OF covliq covliq NALndr 75.411 mm
MI of Uncracked Section MILndr MI Lndrwall NALndr Ast_Lndr_IF Ast_Lndr_OF covliq covliq
MILndr 28279.193 cm4
Actual Axial TensileStress
tact_Lndr tact Taxial_wall Aeq_Lndr tact_Lndr 0.00 MPa
Actual Bending Tensile Stress
σbt_act_Lndr σbt_act Mlndr_wall Taxial_wall Lndrwall NALndr Aeq_Lndr MILndr σbt_act_Lndr 0.547 MPa
Interaction Ratio of the stresses IntLndr Int tact_Lndr σbt_act_Lndr IntLndr 0.304
Check for Uncracked section Checksec_Lndr Checksec_ws IntLndr Ast_reqd_Lndr Ast_Lndr_IF
Checksec_Lndr "OK"
Check for Shear
Actual Shear Stress τv_Lndr τv Vlndr_wall dlndr_wall τv_Lndr 0.079 MPa
%-age of Reinforcementprovided in section
pt_Lndr pt Ast_Lndr_IF dlndr_wall pt_Lndr 0.335 %
Permissible shear stress based on the %-age of reinforcement provided in concrete section -
τc_Lndr τc_ws pt_Lndr τc_Lndr 0.257 MPa (Refer table 23 of IS:456)
Check for Section Shear CheckShear_Lndr Checkshear τv_Lndr τc_Lndr
CheckShear_Lndr "OK"
LAUNDER BASE SLAB - TOP FACE
Check for Uncracked Section
Aeq_slab Aeq Lndrslab_face Ast_slab_top Ast_slab_bot Equivalent concrete Areaof Uncracked Section
Aeq_slab 2337.792 cm2
Depth of Neutral Axis NAslab NA Lndrslab_face Ast_slab_top Ast_slab_bot covliq covliq
NAslab 113.506 mm
MI of Uncracked Section MIslab MI Lndrslab_face NAslab Ast_slab_top Ast_slab_bot covliq covliq
MIslab 98327.6 cm4
Actual Axial Tensile Stress tact_slab tact Tslab Aeq_slab tact_slab 0.03 MPa
13 OF 48
σbt_act_slab σbt_act Mslab Tslab Lndrslab_face NAslab Aeq_slab MIslab Actual BendingTensile Stress
σbt_act_slab 1.447 MPa
Interaction Ratio of the stresses IntSlab Int tact_slab σbt_act_slab IntSlab 0.824
Check for Uncracked section Checksec_Slab Checksec_ws IntSlab Ast_reqd_slab_top Ast_slab_top
Checksec_Slab "OK"
Check for Shear
Actual Shear Stress τv_Slab τv Vslab dslab_top τv_Slab 0.108 MPa
%-age of Reinforcementprovided in section
pt_Slab pt Ast_slab_top dslab_top pt_Slab 0.37 %
Permissible shear stress based on the %-age of reinforcement provided in concrete section -
τc_Slab τc_ws pt_Slab τc_Slab 0.268 MPa (Refer table 23 of IS:456)
Check for Section Shear CheckShear_Slab Checkshear τv_Slab τc_Slab CheckShear_Slab "OK"
14 OF 48
DESIGN OF MAIN WALL
Height of Liquid fill inside hliq Liquidlvl Wallbot hliq 4.50 m
Height of earth above GWT hdry FGL GWT GWT Wallbotif
0.00m otherwise
hdry 0.00 m
Height of earth below GWTto wall bottom
hsub GWT BOFdn GWT Wallbotif
0.00m otherwise
hsub 4.5m
Pressure at wall bottomdue to liquid fill inside
p1 γliq hliq p1 4.5ton
m2
Pressure at wall bottomdue to Water fill inside(during hydrotesting)
p1_test γw TOCwall Wallbot p1_test 5ton
m2
Pr. at wall bottom dueto earth f ill above GWT
p2 Krest γdry_soil hdry p2 0ton
m2
Pr. at wall bottom dueto earth fill below GWT
p3 Krest γsub_soil γw hsub hsub γw p3 6.75ton
m2
Pr. at wall bottom dueto Surcharge Load
p4 q Krest p4 1ton
m2
Equivalent Triangle wall base earth pressure
ptri_earth p2 p3 ptri_earth 6.75ton
m2
uniorm wall base earthpressure
pudl_sur p4 pudl_sur 1ton
m2
Water Pressure during Seismic Condition φ 0deg y hliq (For MaximumSeismic Load)
pseis Ah 3 cos φ( )y
hliq
1
2
y
hliq
2
tanh 3D
2 hliq
1
p1 pseis 4.955ton
m2
Concrete and reinforcement permissible stresses will be increased by 33.33% under Seismic conditions due touncracked concrete section
Hence design liquid pressure on the wall ptri_liq max p1
pseis
1.33
ptri_liq 4.5ton
m2
Wall is already designed for the water load upto Top Of Wall during Hydro Testing Condition.
15 OF 48
16 OF 48
17 OF 48
18 OF 48
The Element thicknesses wall elements along the height is provided as per table below:-
CASE 1 - Tank Empty inside, earth inside (below base slab) and outside
The following Earth Pressures are acting on the Wall from Inside and Out side.
Element
no.Thk SQX SQY SX SY MX MY
(mm) (MPa) (MPa) (MPa) (MPa) (ton*m/m) (ton*m/m)
1 250 0.00 0.05 ‐0.03 ‐0.23 ‐0.16 ‐0.96
121 250 0.00 0.04 ‐0.08 ‐0.22 ‐0.05 ‐0.28
241 250 0.00 0.02 ‐0.15 ‐0.20 0.03 0.17
361 250 0.00 0.01 ‐0.20 ‐0.19 0.07 0.42
481 250 0.00 ‐0.01 ‐0.22 ‐0.18 0.08 0.49
601 250 0.00 ‐0.02 ‐0.19 ‐0.17 0.06 0.38
721 250 0.00 ‐0.04 ‐0.13 ‐0.16 0.01 0.08
841 250 0.00 ‐0.06 ‐0.06 ‐0.14 ‐0.06 ‐0.40
961 350 0.00 0.06 ‐0.01 ‐0.09 ‐0.21 ‐1.04
1081 450 0.00 0.00 ‐0.01 ‐0.06 0.01 0.04
1201 337.5 0.00 0.00 ‐0.01 ‐0.07 0.00 0.02
1321 225 0.00 0.00 ‐0.02 ‐0.09 0.00 0.01
1441 225 0.00 0.00 ‐0.01 ‐0.08 0.00 0.00
1561 225 0.00 0.00 ‐0.01 ‐0.07 0.00 0.00
1681 225 0.00 0.00 ‐0.01 ‐0.05 0.00 0.00
1801 225 0.00 0.00 0.00 ‐0.04 0.00 0.00
1921 225 0.00 0.00 0.00 ‐0.03 0.00 0.00
2041 225 0.00 0.00 0.00 ‐0.02 0.00 0.00
2161 225 0.00 0.00 0.01 ‐0.01 0.00 0.00
19 OF 48
CASE 2 - Tank Empty inside, earth backfilled outside
Element
no.Thk SQX SQY SX SY MX MY
(mm) (Mpa) (Mpa) (Mpa) (Mpa) (ton*m/m) (ton*m/m)
1 250.0 0.00 ‐0.14 ‐0.05 ‐0.22 0.44 2.56
121 250.0 0.00 ‐0.10 0.07 ‐0.21 0.13 0.76
241 250.0 0.00 ‐0.05 0.27 ‐0.20 ‐0.08 ‐0.45
361 250.0 0.00 ‐0.02 0.43 ‐0.19 ‐0.19 ‐1.12
481 250.0 0.00 0.02 0.48 ‐0.18 ‐0.22 ‐1.30
601 250.0 0.00 0.06 0.42 ‐0.17 ‐0.17 ‐1.01
721 250.0 0.00 0.10 0.25 ‐0.16 ‐0.04 ‐0.23
841 250.0 0.01 0.14 0.08 ‐0.14 0.15 1.01
961 350.0 0.01 0.18 ‐0.02 ‐0.09 0.46 2.91
1081 450.0 0.01 ‐0.14 ‐0.01 ‐0.06 1.04 6.26
1201 337.5 0.01 ‐0.13 0.12 ‐0.07 0.48 3.03
1321 225.0 0.00 ‐0.11 0.35 ‐0.09 0.14 0.83
1441 225.0 0.00 ‐0.05 0.70 ‐0.08 ‐0.06 ‐0.38
1561 225.0 0.00 ‐0.01 1.01 ‐0.07 ‐0.16 ‐0.92
1681 225.0 0.00 0.01 1.20 ‐0.05 ‐0.18 ‐1.03
1801 225.0 0.00 0.03 1.26 ‐0.04 ‐0.15 ‐0.87
1921 225.0 0.00 0.03 1.20 ‐0.03 ‐0.10 ‐0.59
2041 225.0 0.00 0.02 1.07 ‐0.02 ‐0.05 ‐0.29
2161 225.0 0.00 0.01 0.89 ‐0.01 ‐0.01 ‐0.07
20 OF 48
FORCES FOR OUTER FACE BENDING TENSION
Element
No.SQX SQY SX SY MX MY
(Mpa) (Mpa) (ton) (ton) (ton*m) (ton*m)
1 0.00 0.00 ‐0.87 0.00 ‐0.16 ‐0.96
121 0.00 0.04 ‐1.91 ‐5.48 ‐0.05 ‐0.28
241 0.00 0.05 6.76 ‐5.15 ‐0.08 ‐0.45
361 0.00 0.02 10.86 ‐4.87 ‐0.19 ‐1.12
481 0.00 0.02 0.00 ‐4.56 ‐0.22 ‐1.30
601 0.00 0.06 10.63 ‐4.28 ‐0.17 ‐1.01
721 0.00 0.10 6.45 ‐4.00 ‐0.04 ‐0.23
841 0.00 0.06 ‐1.53 ‐3.57 ‐0.06 ‐0.40
961 0.00 0.06 ‐0.50 ‐3.25 ‐0.21 ‐1.04
1081 0.00 0.00 0.00 0.00 0.00 0.00
1201 0.00 0.00 0.00 0.00 0.00 0.00
1321 0.00 0.00 0.00 0.00 0.00 0.00
1441 0.00 0.05 16.08 ‐1.77 ‐0.06 ‐0.38
1561 0.00 0.01 23.13 ‐1.51 ‐0.16 ‐0.92
1681 0.00 0.01 27.49 ‐1.24 ‐0.18 ‐1.03
1801 0.00 0.00 28.82 0.00 ‐0.15 ‐0.87
1921 0.00 0.03 27.51 ‐0.67 ‐0.10 ‐0.59
2041 0.00 0.02 24.43 ‐0.39 ‐0.05 ‐0.29
2161 0.00 0.01 20.44 ‐0.11 ‐0.01 ‐0.07
21 OF 48
FORCES FOR INNER FACE BENDING TENSION
Element
no.SQX SQY SX SY MX MY
(Mpa) (Mpa) (ton) (ton) (ton*m) (ton*m)
1 0.00 0.14 ‐1.33 ‐5.68 0.44 2.56
121 0.00 0.10 1.71 ‐5.43 0.13 0.76
241 0.00 0.02 ‐3.72 ‐5.18 0.03 0.17
361 0.00 0.00 ‐5.20 0.00 0.07 0.42
481 0.00 0.01 ‐5.66 ‐4.56 0.08 0.49
601 0.00 0.02 ‐4.95 ‐4.26 0.06 0.38
721 0.00 0.04 0.00 ‐3.95 0.01 0.08
841 0.01 0.14 1.94 ‐3.59 0.15 1.01
961 0.01 0.18 ‐0.86 ‐3.25 0.46 2.91
1081 0.01 0.14 ‐0.64 ‐2.75 1.04 6.26
1201 0.00 0.13 0.00 ‐2.37 0.48 3.03
1321 0.00 0.11 8.12 ‐2.00 0.14 0.83
1441 0.00 0.00 0.00 ‐1.77 0.00 0.00
1561 0.00 0.00 0.00 0.00 0.00 0.00
1681 0.00 0.00 0.00 0.00 0.00 0.00
1801 0.00 0.00 0.00 0.00 0.00 0.00
1921 0.00 0.00 0.00 0.00 0.00 0.00
2041 0.00 0.00 0.00 0.00 0.00 0.00
2161 0.00 0.00 0.00 0.00 0.00 0.00
22 OF 48
ELEMENT THICKNESSES AND PROVIDED REINFORCEMENT (DIA & SPACING)
dia spacing dia spacing dia spacing dia spacing
(mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm)
1 250.0 12 220 12 220 10 200 10 200
121 250.0 12 220 12 220 10 200 10 200
241 250.0 12 220 12 220 10 200 10 200
361 250.0 12 220 12 220 10 200 10 200
481 250.0 12 220 12 220 10 200 10 200
601 250.0 12 220 12 220 10 200 10 200
721 250.0 12 220 12 220 10 200 10 200
841 250.0 12 220 12 220 10 200 10 200
961 350.0 16 140 12 220 10 200 10 200
1081 450.0 16 140 12 220 16 175 16 175
1201 337.5 16 140 12 220 16 175 16 175
1321 225.0 12 220 12 220 16 175 16 175
1441 225.0 12 220 12 220 16 175 16 175
1561 225.0 12 220 12 220 16 175 16 175
1681 225.0 12 220 12 220 16 175 16 175
1801 225.0 12 220 12 220 16 175 16 175
1921 225.0 12 220 12 220 16 175 16 175
2041 225.0 12 220 12 220 16 175 16 175
2161 225.0 12 220 12 220 16 175 16 175
Element
no.
Element
Thk
Vertical Reinforcement Horizontal Reinforcement
Inside Face Outside face Inside Face Outside face
Effective cover to Reinforcement
Outer face Inner face
Vertically covovj
covearth dbohj
mmdbov
jmm
2 coviv
jcovliq dbih
jmm
dbivj
mm
2
Horizontally covohj
covearth
dbohj
mm
2 covih
jcovliq
dbihj
mm
2
Total Area of Reinforcement Provided
Outer face Inner face
Vertically Ast_ovj
Ast dbovj
mm spovj
mm Ast_ivj
Ast dbivj
mm spivj
mm
Horizontally Ast_ohj
Ast dbohj
mm spohj
mm Ast_ihj
Ast dbihj
mm spihj
mm
Percentage of Reinforcement Provided
23 OF 48
Outer face Inner face
Vertically pt_ovj
pt Ast_ovj
Thkj
mm pt_ivj
pt Ast_ivj
Thkj
mm
Horizontally pt_ohj
pt Ast_ohj
Thkj
mm pt_ihj
pt Ast_ihj
Thkj
mm
Total Equivalent Area of Composite section
Ast_eq_vj
Aeq Thkj
mm Ast_ovj
Ast_ivj
Vertically
Ast_eq_hj
Aeq Thkj
mm Ast_ohj
Ast_ihj
Horizontally
Depth of Neutral Axis
Outer face
Vertically NAovj
NA Thkj
mm Ast_ovj
Ast_ivj
covovj
covivj
Horizontally NAohj
NA Thkj
mm Ast_ohj
Ast_ihj
covohj
covihj
Inner face
Vertically NAivj
NA Thkj
mm Ast_ivj
Ast_ovj
covivj
covovj
Horizontally NAihj
NA Thkj
mm Ast_ihj
Ast_ohj
covihj
covohj
Moment of Inertia of Equivalent Section
Outer face
Vertically MIovj
MI Thkj
mm NAovj
Ast_ovj
Ast_ivj
covovj
covivj
Horizontally MIohj
MI Thkj
mm NAohj
Ast_ohj
Ast_ihj
covohj
covihj
Inner face
Vertically MIivj
MI Thkj
mm NAivj
Ast_ivj
Ast_ovj
covivj
covovj
Horizontally MIihj
MI Thkj
mm NAihj
Ast_ihj
Ast_ohj
covihj
covohj
24 OF 48
PROPERTIES OF EACH SECTION
Vert. Horiz. Vert. Horiz. Vert. Horiz. Vert. Horiz.
(cm2) (cm
2) (cm) (cm) (cm) (cm) (cm
4) (cm
4)
1 2602.6 2578.4 12.50 12.50 12.50 12.50 133780.3 134049.2
121 2602.6 2578.4 12.50 12.50 12.50 12.50 133780.3 134049.2
241 2602.6 2578.4 12.50 12.50 12.50 12.50 133780.3 134049.2
361 2602.6 2578.4 12.50 12.50 12.50 12.50 133780.3 134049.2
481 2602.6 2578.4 12.50 12.50 12.50 12.50 133780.3 134049.2
601 2602.6 2578.4 12.50 12.50 12.50 12.50 133780.3 134049.2
721 2602.6 2578.4 12.50 12.50 12.50 12.50 133780.3 134049.2
841 2602.6 2578.4 12.50 12.50 12.50 12.50 133780.3 134049.2
961 3694.6 3578.4 17.24 17.50 17.76 17.50 379540.8 368579.2
1081 4694.6 4729.3 22.21 22.50 22.79 22.50 803661.8 823334.1
1201 3569.6 3604.3 16.63 16.88 17.12 16.88 337823.9 348490.5
1321 2352.6 2479.3 11.25 11.25 11.25 11.25 96605.0 101733.7
1441 2352.6 2479.3 11.25 11.25 11.25 11.25 96605.0 101733.7
1561 2352.6 2479.3 11.25 11.25 11.25 11.25 96605.0 101733.7
1681 2352.6 2479.3 11.25 11.25 11.25 11.25 96605.0 101733.7
1801 2352.6 2479.3 11.25 11.25 11.25 11.25 96605.0 101733.7
1921 2352.6 2479.3 11.25 11.25 11.25 11.25 96605.0 101733.7
2041 2352.6 2479.3 11.25 11.25 11.25 11.25 96605.0 101733.7
2161 2352.6 2479.3 11.25 11.25 11.25 11.25 96605.0 101733.7
Element
no.
Depth of Neutral Axis
Outside face Inside face
Equivalent area of
section
Moment of Inertia of
equivalent section
25 OF 48
CHECK FOR UNCRACKED SECTION - OUTER FACE
Total Area of Reinforcement Required
Outer face
Vertically Ast_ws_reqd_ovk
Ast_reqd_ws MYok
SYok
Thkk
mm covovk
Horizontally Ast_ws_reqd_ohk
Ast_reqd_ws MXok
SXok
Thkk
mm covohk
Inner face
Vertically Ast_ws_reqd_ivk
Ast_reqd_ws MYik
SYik
Thkk
mm covivk
Horizontally Ast_ws_reqd_ihk
Ast_reqd_ws MXik
SXik
Thkk
mm covihk
Actual Axial Stress in section
Outer face Inner face
Vertically tovk
tact SYok
Ast_eq_vk
tivk
tact SYik
Ast_eq_vk
Horizontally tohk
tact SXok
Ast_eq_hk
tihk
tact SXik
Ast_eq_hk
Actual Bending Tensile Stress in section
Outer face
Vertically σbt.ovk
σbt_act MYok
SYok
Thkk
mm NAovk
Ast_eq_vk
MIovk
Horizontally σbt.ohk
σbt_act MXok
SXok
Thkk
mm NAohk
Ast_eq_hk
MIohk
Inner face
Vertically σbt.ivk
σbt_act MYik
SYik
Thkk
mm NAivk
Ast_eq_vk
MIovk
Horizontally σbt.ihk
σbt_act MXik
SXik
Thkk
mm NAihk
Ast_eq_hk
MIohk
Actual Interaction ratio of Stress in section
Outer face Inner face
Vertically Intovk
Int tovk
σbt.ovk
Intivk
Int tivk
σbt.ivk
Horizontally Intohk
Int tohk
σbt.ohk
Intihk
Int tihk
σbt.ihk
26 OF 48
Check for Interaction RatioOuter face
Vertically ChkIntovk
Checksec_ws Intovk
Ast_ws_reqd_ovk
Ast_ovk
Horizontally ChkIntohk
Checksec_ws Intohk
Ast_ws_reqd_ohk
Ast_ohk
Inner face
Vertically ChkIntivk
Checksec_ws Intivk
Ast_ws_reqd_ivk
Ast_ivk
Horizontally ChkIntihk
Checksec_ws Intihk
Ast_ws_reqd_ihk
Ast_ihk
Permissible Shear StressOuter face Inner face
Vertically τc.ovj
τc_ws pt_ovj τc.iv
jτc_ws pt_iv
j
Horizontally τc.ohj
τc_ws pt_ohj τc.ih
jτc_ws pt_ih
j
Check for Shear Stress
Outer face Inner face
Vertically ChkShrovj
Checkshear QYoj
τc.ovj
ChkShrivj
Checkshear QYij
τc.ovj
Horizontally ChkShrohj
Checkshear QXoj
τc.ovj
ChkShrihj
Checkshear QXij
τc.ovj
ELEuncrk
ELEk
CHECK FOR UNCRACKED CONDITION ON OUTER SURFACE
Axial
Tensile
Stress
Bending
Tensile
Stress
Int.
ratio
Ast
reqd.
Ast
prov.CHECK
Axial
Tensile
Stress
Bending
Tensile
Stress
Int.
ratio
Ast
reqd.
Ast
prov.CHECK
(Mpa) (Mpa) (cm2) (cm
2) (Mpa) (Mpa) (cm
2) (cm
2)
1081 0.0 0.0 0.00 0.0 5.1 OK 0.00 0.00 0.00 0.0 11.5 OK
1201 0.0 0.0 0.00 0.0 5.1 OK 0.00 0.00 0.00 0.0 11.5 OK
1321 0.0 0.0 0.00 0.0 5.1 OK 0.00 0.00 0.00 0.0 11.5 OK
1441 0.0 0.4 0.20 1.8 5.1 OK 0.64 0.07 0.53 5.5 11.5 OK
1561 0.0 1.0 0.55 4.5 5.1 OK 0.91 0.17 0.80 8.3 11.5 OK
1681 0.0 1.1 0.62 5.0 5.1 OK 1.09 0.19 0.94 9.8 11.5 OK
1801 0.0 1.0 0.55 4.3 5.1 OK 1.14 0.16 0.97 10.1 11.5 OK
1921 0.0 0.6 0.36 2.9 5.1 OK 1.09 0.11 0.90 9.4 11.5 OK
2041 0.0 0.3 0.18 1.4 5.1 OK 0.97 0.05 0.77 8.2 11.5 OK
2161 0.0 0.1 0.04 0.3 5.1 OK 0.81 0.01 0.63 6.7 11.5 OK
Horizontal DirectionVertical Direction
Element
no.
27 OF 48
CHECK FOR UNCRACKED CONDITION ON INNER SURFACE
Axial
Tensile
Stress
Bending
Tensile
Stress
Int.
ratio
Ast
reqd.
Ast
prov.CHECK
Axial
Tensile
Stress
Bending
Tensile
Stress
Int.
ratio
Ast
reqd.
Ast
prov.CHECK
(Mpa) (Mpa) (cm2) (cm
2) (Mpa) (Mpa) (cm
2) (cm
2)
1081 0.0 1.6 0.91 12.5 14.4 OK 0.00 0.26 0.15 2.0 11.5 OK
1201 0.0 1.4 0.78 8.6 14.4 OK 0.00 0.23 0.13 1.3 11.5 OK
1321 0.0 0.9 0.48 4.1 5.1 OK 0.32 0.15 0.33 3.3 11.5 OK
1441 0.0 0.0 0.00 0.0 5.1 OK 0.00 0.00 0.00 0.0 11.5 OK
1561 0.0 0.0 0.00 0.0 5.1 OK 0.00 0.00 0.00 0.0 11.5 OK
1681 0.0 0.0 0.00 0.0 5.1 OK 0.00 0.00 0.00 0.0 11.5 OK
1801 0.0 0.0 0.00 0.0 5.1 OK 0.00 0.00 0.00 0.0 11.5 OK
1921 0.0 0.0 0.00 0.0 5.1 OK 0.00 0.00 0.00 0.0 11.5 OK
2041 0.0 0.0 0.00 0.0 5.1 OK 0.00 0.00 0.00 0.0 11.5 OK
2161 0.0 0.0 0.00 0.0 5.1 OK 0.00 0.00 0.00 0.0 11.5 OK
Horizontal DirectionVertical Direction
Element
no.
CHECK FOR BOTTOM WALL ELEMENTS BY LIMIT STATE METHOD
Actual Factored Moments Outer face Inner face
Vertically Muovn
1.5 MYon
Muivn
1.5 MYin
Horizontally Muohn
1.5 MXon
Muihn
1.5 MXin
Limiting Bending Moment for Singly Reinforced Sections
Outer face Inner face
Vertically Mlimit.ovn
Mulim Thkn
mm covovn
b Mlimit.ivn
Mulim Thkn
mm covivn
b
Horizontally Mlimit.ohn
Mulim Thkn
mm covohn
b Mlimit.ihn
Mulim Thkn
mm covihn
b
Area of Reinforcement required for Applied Moment
Outer face Inner face
Vertically Ast_req_ovn
Ast.reqd_ls
Muovn
bThk
nmm covov
n
Ast_req_ivn
Ast.reqd_ls
Muivn
bThk
nmm coviv
n
Horizontally Ast_req_ohn
Ast.reqd_ls
Muohn
bThk
nmm covoh
n
Ast_req_ihn
Ast.reqd_ls
Muihn
bThk
nmm covih
n
28 OF 48
Check for Adequacy of Section and Reinnforcement
Outer face
Vertically ChkSecLSovn
Checksec_ls Mlimit.ovn
Muovn
Ast_ovn
b Ast_req_ovn
Horizontally ChkSecLSohn
Checksec_ls Mlimit.ohn
Muohn
Ast_ohn
b Ast_req_ohn
Inner face
Vertically ChkSecLSivn
Checksec_ls Mlimit.ivn
Muivn
Ast_ivn
b Ast_req_ivn
Horizontally ChkSecLSihn
Checksec_ls Mlimit.ihn
Muihn
Ast_ihn
b Ast_req_ihn
ELEcrn
ELEn
CHECK FOR CONCRETE SECTION AND REINFORCEMENT ON OUTER SURFACE
Actual
Factored
Mom
MulimAst
reqd.
Ast
Prov.Check
Actual
Factored
Mom
MulimAst
reqd.
Ast
Prov.Check
(ton*m) (ton*m) (cm2) (cm
2) (ton*m) (ton*m) (cm
2) (cm
2)
1 1.4 11.48 1.8 5.1 OK 0.2 12.9 0.3 3.9 OK
121 0.4 11.48 0.5 5.1 OK 0.1 12.9 0.1 3.9 OK
241 0.7 11.48 0.8 5.1 OK 0.1 12.9 0.1 3.9 OK
361 1.7 11.48 2.1 5.1 OK 0.3 12.9 0.3 3.9 OK
481 1.9 11.48 2.5 5.1 OK 0.3 12.9 0.4 3.9 OK
601 1.5 11.48 1.9 5.1 OK 0.3 12.9 0.3 3.9 OK
721 0.4 11.48 0.4 5.1 OK 0.1 12.9 0.1 3.9 OK
841 0.6 11.48 0.7 5.1 OK 0.1 12.9 0.1 3.9 OK
961 1.6 27.35 1.2 5.1 OK 0.3 29.5 0.2 3.9 OK
Vertically Horizontally
Element
no.
29 OF 48
CHECK FOR CONCRETE SECTION AND REINFORCEMENT ON INNER SURFACE
Actual
Factored
Mom
MulimAst
reqd.
Ast
Prov.Check
Actual
Factored
Mom
MulimAst
reqd.
Ast
Prov.Check
(ton*m) (ton*m) (cm2) (cm
2) (ton*m) (ton*m) (cm
2) (cm
2)
1 3.8 11.48 5.0 5.1 OK 0.7 12.9 0.8 3.9 OK
121 1.1 11.48 1.4 5.1 OK 0.2 12.9 0.2 3.9 OK
241 0.3 11.48 0.3 5.1 OK 0.0 12.9 0.1 3.9 OK
361 0.6 11.48 0.8 5.1 OK 0.1 12.9 0.1 3.9 OK
481 0.7 11.48 0.9 5.1 OK 0.1 12.9 0.1 3.9 OK
601 0.6 11.48 0.7 5.1 OK 0.1 12.9 0.1 3.9 OK
721 0.1 11.48 0.1 5.1 OK 0.0 12.9 0.0 3.9 OK
841 1.5 11.48 1.9 5.1 OK 0.2 12.9 0.3 3.9 OK
961 4.4 26.97 3.6 14.4 OK 0.7 29.5 0.5 3.9 OK
Vertically Horizontally
Element
no.
CHECK FOR SHEAR ON OUTER SURFACE
Actual Shear
Stress
Permissible
Shear Stress CHECK
Actual Shear
Stress
Permissible
Shear Stress CHECK
(Mpa) (Mpa) (Mpa) (Mpa)
1 0.0 0.2 OK 0.00 0.19 OK
121 0.0 0.2 OK 0.00 0.19 OK
241 0.1 0.2 OK 0.00 0.19 OK
361 0.0 0.2 OK 0.00 0.19 OK
481 0.0 0.2 OK 0.00 0.19 OK
601 0.1 0.2 OK 0.00 0.19 OK
721 0.1 0.2 OK 0.00 0.19 OK
841 0.1 0.2 OK 0.00 0.19 OK
961 0.1 0.2 OK 0.00 0.17 OK
1081 0.0 0.2 OK 0.00 0.23 OK
1201 0.0 0.2 OK 0.00 0.26 OK
1321 0.0 0.2 OK 0.00 0.31 OK
1441 0.1 0.2 OK 0.00 0.31 OK
1561 0.0 0.2 OK 0.00 0.31 OK
1681 0.0 0.2 OK 0.00 0.31 OK
1801 0.0 0.2 OK 0.00 0.31 OK
1921 0.0 0.2 OK 0.00 0.31 OK
2041 0.0 0.2 OK 0.00 0.31 OK
2161 0.0 0.2 OK 0.00 0.31 OK
Horizontal DirectionVertical Direction
Element
no.
30 OF 48
CHECK FOR SHEAR ON INNER SURFACE
Actual Shear
Stress
Permissible
Shear Stress CHECK
Actual Shear
Stress
Permissible
Shear Stress CHECK
(Mpa) (Mpa) (Mpa) (Mpa)
1 0.1 0.2 OK 0.00 0.19 OK
121 0.1 0.2 OK 0.00 0.19 OK
241 0.0 0.2 OK 0.00 0.19 OK
361 0.0 0.2 OK 0.00 0.19 OK
481 0.0 0.2 OK 0.00 0.19 OK
601 0.0 0.2 OK 0.00 0.19 OK
721 0.0 0.2 OK 0.00 0.19 OK
841 0.1 0.2 OK 0.01 0.19 OK
961 0.2 0.3 OK 0.01 0.17 OK
1081 0.1 0.3 OK 0.01 0.23 OK
1201 0.1 0.3 OK 0.00 0.26 OK
1321 0.1 0.2 OK 0.00 0.31 OK
1441 0.0 0.2 OK 0.00 0.31 OK
1561 0.0 0.2 OK 0.00 0.31 OK
1681 0.0 0.2 OK 0.00 0.31 OK
1801 0.0 0.2 OK 0.00 0.31 OK
1921 0.0 0.2 OK 0.00 0.31 OK
2041 0.0 0.2 OK 0.00 0.31 OK
2161 0.0 0.2 OK 0.00 0.31 OK
Horizontal DirectionVertical Direction
Element
no.
31 OF 48
Dimensions of walls and footing
Projection of footing inside tank Projin 700mm
Projection of footing Outside tank Projout 850mm
Wall Thickness at bottom Thkwall 250mm
Thickness of footing provided Thkfdn 300mm
Total width of footing Wfdn Projin Thkwall Projout Wfdn 1.8m
Provide reinforcement at Y10@200c/c bottom face radially and Y8@200c/c at top face radially andcircumferenctially top & bottom.
Effective Depth of Footing
For Bottom Tension Moment dfdn.bot Thkfdn 75mm10mm
2 dfdn.bot 220 mm
For Top Tension Moment dfdn.top Thkfdn 50mm8mm
2 dfdn.top 246 mm
Area of reinf at Bottom (radially) Ast_rad_bot Ast 10mm 200mm( ) Ast_rad_bot 3.927 cm2
Area of reinf at Top (radially) &Top & Bottom Circumferentially
Ast_rad_top Ast 8mm 200mm( ) Ast_rad_top 2.513 cm2
The Foundation is analysed for 2 load cases as considered in STAAD analysis. The reactions forfoundation design are taken form STAAD out put file.
The top entry in the following loads shows the values for Load Case-1 and the bottom entry shows thevalues for Load Case-2.
Reactions form Staad P5.932
5.932
ton
m H
1.554
4.23
ton
m M
0.916
2.466
ton m
m
Loading on OutsideProjection
Pout FGL GWT( ) γdry_soil GWT BOFdn Thkfdn γsub_soil GWT Wallbotif
FGL BOFdn Thkfdn γdry_soil otherwise
q
0.0ton
m2
Pout
10.4
8.4
ton
m2
32 OF 48
33 OF 48
Loading on inside Projection
Pin TOCbslab GWT γdry_soil GWT BOFdn Thkfdn γsub_soil GWT Wallbotif
FGL BOFdn Thkfdn γdry_soil otherwise
0.0ton
m2
TOCwall TOCbslab γw
Pin
8.4
13.4
ton
m2
Total Vertical Load Ptotali
Pi
PoutiProjout Pin
iProjin Thkfdn Wfdn γconc
Ptotal
22.002
23.802
ton
m
Moment about "O"
Mtotali
Pi
Projout
Thkwall
2
Pouti
Projout2
2 Pin
iProjin Projout Thkwall
Projin
2
Thkfdn γconcWfdn
2
2 M
i
Mtotal
20.198
21.168
ton m
m
Eccentricity w.r.t. "O" Ei
Mtotali
Ptotali
E0.918
0.889
m
Eccentricity w.r.t. centreof foundation
ei
Wfdn
2E
i e
0.018
0.011
m
Contact Length of Fdn Wconti
min Wfdn 3 Ei
Wcont
1.8
1.8
m
Base Pressure on outerface of Footing
σouti
Ptotali
Wfdn
16 e
i
Wfdn
ei
Wfdn
6if
2 Ptotali
3 Ei
ei
Wfdn
6 E
i
Wfdn
2if
0.0ton
m2
otherwise
σout
11.49
13.693
ton
m2
34 OF 48
Base Pressure on innerface of Footing
σini
Ptotali
Wfdn
16 e
i
Wfdn
ei
Wfdn
6if
2 Ptotali
3 Wfdn Ei
ei
Wfdn
6 E
i
Wfdn
2if
0.0ton
m2
otherwise
σin
12.96
12.75
ton
m2
Check for Bearing Capacity CHKBcap "OK" max σout σin SBCgrossif
"FAILS" otherwise
CHKBcap "OK"
Slope of Base Pressure Slpri
σouti
σini
Wconti
Slpr
0.815
0.522
ton
m3
Calculation of Base Pressures at face of wall (For Moment Calculation):-
Base Pressure at sec A-A
σAAi
max σouti
SlpriProjout 0
ton
m2
σAA
12.183
13.249
ton
m2
Base Pressure at sec B-B
σBBi
max σouti
Slpri
Projout Thkwall 0ton
m2
σBB
12.386
13.119
ton
m2
Calculation of Base Pressures at "d" away from face of wall (For Shear force Calculation):-
Base Pressure at sec C-C
σCCi
max σouti
Slpri
Projout dfdn.bot 0ton
m2
σCC
12.003
13.364
ton
m2
Base Pressure at sec D-D
σDDi
max σouti
Slpri
Projout Thkwall dfdn.bot 0ton
m2
σDD
12.565
13.004
ton
m2
35 OF 48
Calculation of Factored Bending moment at face of Wall for outer Projection :-
BMouti
1.5 min σouti
σAAi
Pouti
Thkfdn γconc Projout
2
2
Slpri
Projout3
3Slpr
i0.0
ton
m3
Wconti
Projoutif
Slpri
Wconti 2
2Projout
Wconti
3
Slpri
0.0ton
m3
Wconti
Projoutif
Slpri
max Wconti
Projin Thkwall 0.0m 3
6Slpr
i0.0
ton
m3
if
BMout
0.309
2.382
ton m
m
Calculation of Factored Bending moment at face of Wall for inner Projection :-
BMini
1.5 min σini
σBBi
Pini
Thkfdn γconc Projin
2
2
Slpri
max Wconti
Projout Thkwall 0.0m 3
6Slpr
i0.0
ton
m3
if
Slpri
Wconti 2
2Projin
Wconti
3
Slpri
0.0ton
m3
Wconti
Projinif
Slpri
Projin3
3Slpr
i0.0
ton
m3
Wconti
Projinif
BMin
1.329
0.468
ton m
m
36 OF 48
Calculation of Factored Shear Force for outer projection :-
SFouti
1.5 min σouti
σCCi
Pouti
Thkfdn γconc Projout dfdn.bot
Slpri
min Projout dfdn.bot Wconti
2
2Slpr
i0.0
ton
m3
if
Slpri
max Wconti
Projin Thkwall dfdn.bot 0.0m 2
2Slpr
i0.0
ton
m3
if
BMouti
0.0ton m
mif
min σouti
σAAi
Pouti
Thkfdn γconc Projout
Slpri
min Projout Wconti
2
2Slpr
i0.0
ton
m3
if
Slpri
max Wconti
Projin Thkwall 0.0m 2
2Slpr
i0.0
ton
m3
if
otherwise
SFout
0.564
4.138
ton
m
Calculation of Factored Shear Force for inner projection
SFini
1.5 min σini
σDDi
Pini
Thkfdn γconc Projin dfdn.bot
Slpri
max Wconti
Projout Thkwall dfdn.bot 0.0m 2
2Slpr
i0.0
ton
m3
if
Slpri
min Projin dfdn.bot Wconti
2
2Slpr
i0.0
ton
m3
if
BMini
0.0ton m
mif
min σini
σBBi
Pini
Thkfdn γconc Projin
Slpri
max Wconti
Projout Thkwall 0.0m 2
2Slpr
i0.0
ton
m3
if
Slpri
min Projin Wconti
2
2Slpr
i0.0
ton
m3
if
otherwise
SFini
2.6
1.274
ton
m
37 OF 48
Maximum bottom face tension moment Mbot_ten max BMout BMin 0.0ton m
m
Mbot_ten 2.382ton m
m
Maximum Shear for bottom face tension moment
SFbot_ten max SFout SFin 0.0ton
m
SFbot_ten 4.138ton
m
Maximum top face tension moment Mtop_ten min BMout BMin 0.0ton m
m
Mtop_ten 0.468ton m
m
Maximum Shear for top face tension moment
SFtop_ten min SFout SFin 0.0ton
m
SFtop_ten 1.274ton
m
Calculation of Limiting Bending moment for singly reinforced sections in the radial direction.
Bottom face tension moment Mulim_bot Mulim dfdn.bot Mulim_bot 16.413ton m
m
Top face tension moment Mulim_top Mulim dfdn.top Mulim_top 20.522ton m
m
Calculation of reinforcement requirement in the radial direction.
Bottom face tension moment Astreqd_rad_bot b Ast.reqd_ls Mbot_ten dfdn.bot Astreqd_rad_bot 2.498 cm2
Top face tension moment Astreqd_rad_top b Ast.reqd_ls Mtop_ten dfdn.top Astreqd_rad_top 0.431 cm2
Check for concrete section and reinforcement in the radial direction for moment and shear.
ChkBMrad_bot Checksec_ls Mulim_bot Mbot_ten Ast_rad_bot Astreqd_rad_bot Bottom face tension moment
ChkBMrad_bot "OK"
Top face tension moment ChkBMrad_top Checksec_ls Mulim_top Mtop_ten Ast_rad_top Astreqd_rad_top
ChkBMrad_top "OK"
Actual Shear Stress
Bottom face tension moment τv_rad_bot b τv SFbot_ten dfdn.bot τv_rad_bot 0.184 MPa
Top face tension moment τv_rad_top b τv SFtop_ten dfdn.top τv_rad_top 0.051 MPa
Permissible Shear stress
τc_rad_bot τc_ls pt Ast_rad_bot dfdn.bot τc_rad_bot 0.31 MPaBottom face tension moment
Top face tension moment τc_rad_top τc_ls pt Ast_rad_top dfdn.top τc_rad_top 0.257 MPa
Check for Shear
ChkSFrad_bot Checkshear τv_rad_bot τc_rad_bot ChkSFrad_bot "OK"Bottom face tension moment
Top face tension moment ChkSFrad_top Checkshear τv_rad_top τc_rad_top ChkSFrad_top "OK"
38 OF 48
DESIGN OF CENTRAL WELL WALL AND FOUNDATION
Dia of Foundation of central well Dwell_base 4.70m
Thickness of top slab Slabthk 250mm
Width of Cutout in Central Well Wdcutout 250mm
Height of Cutout in Central Well Htcutout 900mm
Nos. of Cut outs in wall (at one level) Ncutout 8
Vertical Load from bridge & rake arm Pbridge 41.0ton
Torional Load from bridge & rake arm Torbridge 6.768ton m
Thickness of Wall Wallwell
Dwell_out Dwell_in
2 Wallwell 250 mm
Bottom level of central well Wellbot TOCbslabD
2 Slopebase Wellbot 80.417 m
Height of central well Htwell TOCwell Wellbot Htwell 6.583 m
There is not direct load transferred in the top slab. Hence Provide minimum Y10-250 c/c at Top & Bottom inboth directions.
The water pressure is acting on both sides i.e. inside and outside simultaneously on the wall. Hence nobending and shear force is generated in the wall.
Provide minimum Y10 @ 250 C/C vertically and hoop bars on both faces of the wall.
Weight of Top Slab Wttopslab
π Dwell_out2
4Slabthk γconc Wttopslab 1.419 ton
Weight of wall Wtwall
π Dwell_out2
Dwell_in2
4Htwell γconc Wtwall 18.743 ton
Weight of Water Columninside well
Wtwater_in
π Dwell_in2
4Htwell Slabthk γw Wtwater_in 7.163 ton
Weight of Water Columnoutside well
Wtwater_out
π Dwell_base2
Dwell_out2
4Htwell γw
Wtwater_out 99.274 ton
Weight of Bottom Fdn Wtfdn
π Dwell_base2
4Wellbot BOFdn γconc Wtfdn 126.506 ton
39 OF 48
DESIGN OF STUB COLUMNS AT CUTOUT LOCATIONS
Average width of Stubcolumn at cutout location Wdstub π
Dwell_out Dwell_in
2 Ncutout
Wdcutout Wdstub 319.414 mm
Max. Load on each bottom stub (considering full wall load conservatively)
Pstub 1( )Wttopslab Wtwall Pbridge
Ncutout Pstub 7.645 ton (-ve sign for comression)
Average Shear at Stub top due to Torional load from Top Bridge
Hstub
Torbridge
Ncutout
Dwell_out Dwell_in
2
Hstub 0.583 ton
Moment genrated at the bottom of Stub
Mstub Hstub Htcutout Mstub 0.525 ton m
Slenderness ratio for stub column Slratio_stub
Htcutout
min Wallwell Wdstub Slratio_stub 3.6
Since the Slenderness ration is less than 12, the stub behaves as Short Column.
Provide 3-Y16 on inside and out side face and T8-200 links in the stub column.
Area of Tension Renf Ast_stub 3π 16mm( )
2
4 Ast_stub 6.032 cm
2
Area of Compression Renf Asc_stub Ast_stub Asc_stub 6.032 cm2
Equivalent area and Moment of Inertia are converted to Actual width of Stub column below from per 1.0m widthin the standard formulation.
Area of Reinforcement reqd Ast_stub_reqd Ast_reqd_ws
Mstub b
WallwellPstub Wdstub 40mm
Wallwell
b
Ast_stub_reqd 1.409 cm2
Equivalent Area of Stub Column Aeq_stub Aeq Wdstub Ast_stub Asc_stub Wallwell
b
Aeq_stub 828.63 cm2
Depth of Neutral Axis NAstub NA Wdstub Ast_stub Asc_stub 40mm 40mm
NAstub 159.707 mm
40 OF 48
Moment of Inertiaof Stub Column
MIstub MI Wdstub NAstub Ast_stub Asc_stub 40mm 40mm Wallwell
b
MIstub 72205.37 cm4
Actual Axial Tensilestress in Stub Column
tstub tact Pstub Aeq_stub tstub 0 MPa
Actual Bending Tensilestress in Stub Column
σbt_stub σbt_act Mstub Pstub Wdstub NAstub Aeq_stub MIstub
σbt_stub 0.234 MPa
Interaction ratio for Stub Column IntStub Int tstub σbt_stub IntStub 0.13
Check for Uncracked condition ChkUncrstub Checksec_ws IntStub Ast_stub_reqd Ast_stub
ChkUncrstub "OK"
Check for Shear
Actual Shear Stress in Stub τv_stub τv Hstub Wdstub b
Wallwell τv_stub 0.072 MPa
Permissible increase in Stubpermissible shear stress due tocompression
δstub min 1 5Pstub
Wallwell Wdstub fck 1.5
δstub 1.188
Permissible ShearStress in Stub
τc_stub τc_ws pt Ast_stub Wdstub b
Wallwell
δstub
τc_stub 0.429 MPa
Check for Shear ChkSFstub Checkshear τv_stub τc_stub ChkSFstub "OK"
41 OF 48
CHECK FOR FOUNDATION BASE PRESSURE
Total Load on fdn Ptotal Wttopslab Wtwall Wtwater_in Wtwater_out Wtfdn Pbridge
Ptotal 294.105 ton
Base Pressure σwell_base
Ptotal
π Dwell_base2
4
σwell_base 16.952ton
m2
Check for Bearing Capacity CHKBcap "OK" σwell_base SBCgrossif
"FAILS" otherwise
CHKBcap "OK"
The base is in Mass Concrete. Hence bending stress and shear stress will be very less in the base slab.
Provide only surface reinforcement Y10@200 c/c on off faces in 2 directions.
42 OF 48
CHECK FOR UPLIFT OF BASE SLAB OF CLARIFIER
The clarifer main wall and central well portion is designed separately. For safety against Buoyancy, it isconsidered that the base slab portion is subjected to the uplift pressure due to the Ground Water Pressure. Anadditional base slab is provided below the tank base slab with dry good earth is f illed in between the two baseslabs to generate the total sufficient weight for making the base slabs SAFE against Buyancy with requiredFactor of Safety (FOS).
Bottom level of Top base slab at central well location
Wellbot TOCbslabD
2 Slopebase Wellbot 80.417 m
Thickness of Top Base Slab Thkbase_top 200mm
Thickness of Bottom Base Slab Thkbase_bot 150mm
Thickness of Earth fill Thkearth 300mm
BOC of Bottom Base Slab at outer periphery
BOCslab_bot TOCbslab Thkbase_top Thkbase_bot Thkearth
BOCslab_bot 81.35 m
Total downward Weight of slabs and earth fill
Pdown πD
2
2 Dwell_out
2
2
1
sin atan Slopebase Thkbase_top Thkbase_bot γconc
Thkearth γdry_soil
Pdown 1607.112 ton
Total upward force due to Ground Water Pressure. Caculated by volume of water displaced by the clarifirstank including additional base slab at bottom.
Pupπ
3 Slopebase
D
2
3 Dwell_out
2
3
πD
2
4
Dwell_out2
4
max GWT BOCslab_bot 0m
γw
Pup 1334.206 ton
Factor of Safety against Buoyancy FOSBuoy
Pdown
Pup FOSBuoy 1.205 > 1.2 Hence O.K.
43 OF 48
DESIGN OF BASE SLAB
Both the base slabs are considered to the providing hinge support to the main wall at the point of connection.Hence the slab is designed near the connection joint for axial forces as uncracked section. However, after somedistance this axial force is nullified by the friction force between concrete and earth generated due to the verticalweight of the tank base slabs, water and earth sandwiched between the two base slabs.
Effective width of slab for each support joint Jtsupp
π D 250mm( )
120 Jtsupp 1.001 m
TOP BASE SLAB
Reaction at the TopBase slab support
Rxslab_top min 0.32 12.94( ) ton Rxslab_top 12.94 ton
Provide Y12@200 C/C radially at Top and Bottom for 3.0 m from the outer periphery.
Provide Y8@200 C/C radially after 3.0m from the outer periphery and circumferentially throughout at Top &Bottom.
AT THE OUTER PERIPHERY
Area of reinforcement provided in Radial direction
Ast_reqd_topslab_Out Ast_reqd_ws 0.0ton m1( ) Rxslab_top
Jtsupp Thkbase_top 50mm
b
Ast_reqd_topslab_Out 4.224 cm2
Area of reinforcementprovided in Radial direction
Ast_topslab_Out Ast 12mm 200mm( ) Ast_topslab_Out 5.655 cm2
Equivalent area of thecomposite section
Aeq_topslab_out Aeq Thkbase_top Ast_topslab_Out Ast_topslab_Out
Aeq_topslab_out 2112.876 cm2
Actual Axial Stress inthe equivalent section tact_topslab_out tact
1( ) Rxslab_top
Jtsuppb Aeq_topslab_out
tact_topslab_out 0.6 MPa
Interaction ratio of stresses Intact_topslab_out Int tact_topslab_out 0.0MPa
Intact_topslab_out 0.461
Check for Uncracked Condition
ChkUncrtopslab_out Checksec_ws Intact_topslab_out Ast_reqd_topslab_Out Ast_topslab_Out
ChkUncrtopslab_out "OK"
44 OF 48
BOTTOM BASE SLAB
Reaction at the BottomBase slab support
Rxslab_bot min 2.6 0.6( ) ton Rxslab_bot 0.6 ton
Area of reinforcement provided in Radial direction
Ast_reqd_botslab_Out Ast_reqd_ws 0.0ton m1( ) Rxslab_bot
Jtsupp Thkbase_bot 50mm
b
Ast_reqd_botslab_Out 0.196 cm2
Area of reinforcementprovided in Radial direction
Ast_botslab_Out Ast 8mm 200mm( ) Ast_botslab_Out 2.513 cm2
Equivalent area of thecomposite section
Aeq_botslab_out Aeq Thkbase_bot Ast_botslab_Out Ast_botslab_Out
Aeq_botslab_out 1550.167 cm2
Actual Axial Stress inthe equivalent section tact_botslab_out tact
1( ) Rxslab_bot
Jtsuppb Aeq_botslab_out
tact_botslab_out 0.038 MPa
Interaction ratio of stresses Intact_botslab_out Int tact_botslab_out 0.0MPa
Intact_botslab_out 0.029
Check for Uncracked Condition
ChkUncrbotslab_out Checksec_ws Intact_botslab_out Ast_reqd_botslab_Out Ast_botslab_Out
ChkUncrbotslab_out "OK"
45 OF 48
Design of Inspection Chamber, Support Column & Footing
BOTTOM INSPECTION CHAMBER
Length of Inspection Chamber Lic_bot 2.83m
Width of Inspection Chamber Wic_bot 1.50m
Height of Inspection Chamber Hic_bot 2.50m
TOP INSPECTION CHAMBER
Length of Inspection Chamber Lic_top 2.83m
Width of Inspection Chamber Wic_top 1.50m
Height of Inspection Chamber Hic_top 1.40m
Inspection chamber is a dry pit. Since the size is small, Provide wall and base slab as below with Y10@250 C/Creinforcement in each direction and both faces of the wall and bottom slab.
Thickness of wall Thkic_wall 250mm
Thickness of base slab Thkic_basel 250mm
Size of Column C1 Bc1 250mm DC1 250mm
Size of Footing F1 LF1 1000mm BF1 1000mm ThkF1 300mm
Load on each column C1
From TopChamber
PC1_top_ic γconc Hic_top
Lic_top
2
Wic_top
2
Thkic_wallLic_top Hic_top
4
Thkic_basel
PC1_top_ic 2.513 ton
From BottomChamber
PC1_bot_ic1
4γconc Hic_bot
Lic_bot
2
Wic_bot
2
Thkic_wallLic_bot Hic_bot
4
Thkic_basel
PC1_bot_ic 1.122 ton
Column Self weight PC1_self 3.05m 1.75m( ) Bc1 DC1 γconc
PC1_self 0.75 ton
Self + soil weighton footing
PF1_self LF1 BF1 ThkF1 γconc LF1 BF1 Bc1 DC1 FGL BOFdn ThkF1 γdry_soil
PF1_self 7.838 ton
46 OF 48
Total Load oneach footing
PF1_total PC1_top_ic PC1_bot_ic PC1_self PF1_self
PF1_total 12.223 ton
Actual Bearing Pressure σF1_act
PF1_total
LF1 BF1 σF1_act 12.223
ton
m2
Check for Bearing Capacity ChkF1 "OK" σF1_act SBCgrossif
"FAILS" otherwise
ChkF1 "OK"
Provide 4-Y16 as main bars and Y8@200 C/C links in for the column section for C1.
Provide Y10@200 C/C on the bottom face of the Footing F1.
47 OF 48
CALCULATION OF DEVELOPMENT LENGTH
Permissible Bond stress is increased by 60% due to the TMT steel bars.
Dia of Bars dbar
8
10
12
16
20
25
32
mm
For reduced steel stress by working stress method
Tension Bars Compression Bars
Ldt_ws Ceilσst
4 1.60 τbd_ws
dbar 5mm
Ldc_ws Ceilσst
4 1.60 1.25 τbd_ws
dbar 5mm
Ldt_ws
210
265
315
420
525
655
835
mm Ldc_ws
170
210
250
335
420
525
670
mm
For Axial Tension in sections (such as hoop), the lap splice will be 2 t imes the development of tension bars ascalculated above.
For full steel stress tension bar by LimitState method
Tension Bars Tension Bars
Ldt_ls Ceil0.87 fy
4 1.60 τbd_ls
dbar 5mm
Ldc_ls Ceil0.87 fy
4 1.60 1.25 τbd_ls
dbar 5mm
Ldt_ls
390
490
585
780
975
1215
1555
mm Ldc_ls
315
390
470
625
780
975
1245
mm
48 OF 48
Gujarat State Electricity
Corporation Ltd. UKAI TPS ‐ PT Plant Package Page
Triveni Engineering & Industries Ltd.
Design Calculation for Reactor Clarifier Issue : Rev.0
ATTACHMENT #1
STAAD OUTPUT FILE
Thursday, June 10, 2010, 08:58 PM
PAGE NO. 1
**************************************************** * * * STAAD.Pro * * Version 2007 Build 01 * * Proprietary Program of * * Research Engineers, Intl. * * Date= JUN 10, 2010 * * Time= 20:57:55 * * * * USER ID: POOJA ENGINEERS * ****************************************************
1. STAAD SPACE INPUT FILE: PT CLARIFIER.STD 2. INPUT WIDTH 79 3. UNIT MTON MET 4. JOINT COORD CYL REV 5. 1 19.15 0 0 120 19.15 0 -357 6. REPEAT ALL 19 0 0.5 0 7. ELEMENT INCIDENCES 8. 1 1 2 122 121 TO 119 9. 120 120 1 121 240 10. REPEAT ALL 18 120 120 11. ELEMENT PROPERTIES 12. 1 TO 120 TH 0.25 0.25 0.25 0.25 13. 121 TO 240 TH 0.25 0.25 0.25 0.25 14. 241 TO 360 TH 0.25 0.25 0.25 0.25 15. 361 TO 480 TH 0.25 0.25 0.25 0.25 16. 481 TO 600 TH 0.25 0.25 0.25 0.25 17. 601 TO 720 TH 0.25 0.25 0.25 0.25 18. 721 TO 840 TH 0.25 0.25 0.25 0.25 19. 841 TO 960 TH 0.25 0.25 0.35 0.35 20. 961 TO 1080 TH 0.35 0.35 0.45 0.45 21. 1081 TO 1200 TH 0.45 0.45 0.3375 0.3375 22. 1201 TO 1320 TH 0.3375 0.3375 0.225 0.225 23. 1321 TO 1440 TH 0.225 0.225 0.225 0.225 24. 1441 TO 1560 TH 0.225 0.225 0.225 0.225 25. 1561 TO 1680 TH 0.225 0.225 0.225 0.225 26. 1681 TO 1800 TH 0.225 0.225 0.225 0.225 27. 1801 TO 1920 TH 0.225 0.225 0.225 0.225 28. 1921 TO 2040 TH 0.225 0.225 0.225 0.225 29. 2041 TO 2160 TH 0.225 0.225 0.225 0.225 30. 2161 TO 2280 TH 0.225 0.225 0.225 0.225 31. SUPPORTS 32. 1 TO 120 FIXED 33. 961 TO 1080 FIXED BUT MX MY MZ FY 34. 1081 TO 1200 FIXED BUT MX MY MZ FY 35. CONSTANTS 36. E CONC ALL 37. DEN CONC ALL 38. POI CONC ALL 39. LOAD 1 TANK EMPTY CASE 40. SELF Y -1
Page 1 of 27D:\Pooja Engineers\TRIVENI\BHEL UKAI\CW Reator Clarifier\STAAD FILE\PT CLARIFIER.anl
Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 2
41. ELEMENT LOAD 42. *** EARTHFILL INSIDE 43. 1 TO 120 TRAP Y -6.75 -6.00 44. 121 TO 240 TRAP Y -6.00 -5.25 45. 241 TO 360 TRAP Y -5.25 -4.50 46. 361 TO 480 TRAP Y -4.50 -3.75 47. 481 TO 600 TRAP Y -3.75 -3.00 48. 601 TO 720 TRAP Y -3.00 -2.25 49. 721 TO 840 TRAP Y -2.25 -1.50 50. 841 TO 960 TRAP Y -1.50 -0.75 51. 961 TO 1080 TRAP Y -0.75 0.00 52. *** EARTHFILL OUTSIDE (WITH SURCHARGE) 53. 1 TO 120 TRAP Y 7.75 7.00 54. 121 TO 240 TRAP Y 7.00 6.25 55. 241 TO 360 TRAP Y 6.25 5.50 56. 361 TO 480 TRAP Y 5.50 4.75 57. 481 TO 600 TRAP Y 4.75 4.00 58. 601 TO 720 TRAP Y 4.00 3.25 59. 721 TO 840 TRAP Y 3.25 2.50 60. 841 TO 960 TRAP Y 2.50 1.75 61. 961 TO 1080 TRAP Y 1.75 1.00 62. LOAD 2 EARTHFILL INSIDE + HYDROTEST 63. SELF Y -1 64. ELEMENT LOAD 65. *** SURCHARGE DUE TO WATER + EARTHFILL INSIDE 66. 1 TO 120 TRAP Y -9.25 -8.50 67. 121 TO 240 TRAP Y -8.50 -7.75 68. 241 TO 360 TRAP Y -7.75 -7.00 69. 361 TO 480 TRAP Y -7.00 -6.25 70. 481 TO 600 TRAP Y -6.25 -5.50 71. 601 TO 720 TRAP Y -5.50 -4.75 72. 721 TO 840 TRAP Y -4.75 -4.00 73. 841 TO 960 TRAP Y -4.00 -3.25 74. 961 TO 1080 TRAP Y -3.25 -2.50 75. *** WATER FILL LOAD INSIDE TANK 76. 1081 TO 1200 TRAP Y -5.00 -4.50 77. 1201 TO 1320 TRAP Y -4.50 -4.00 78. 1321 TO 1440 TRAP Y -4.00 -3.50 79. 1441 TO 1560 TRAP Y -3.50 -3.00 80. 1561 TO 1680 TRAP Y -3.00 -2.50 81. 1681 TO 1800 TRAP Y -2.50 -2.00 82. 1801 TO 1920 TRAP Y -2.00 -1.50 83. 1921 TO 2040 TRAP Y -1.50 -1.00 84. 2041 TO 2160 TRAP Y -1.00 -0.50 85. 2161 TO 2280 TRAP Y -0.50 0.00 86. *** EARTHFILL OUTSIDE (WITHOUT SURCHARGE) 87. 1 TO 120 TRAP Y 6.75 6.00 88. 121 TO 240 TRAP Y 6.00 5.25 89. 241 TO 360 TRAP Y 5.25 4.50 90. 361 TO 480 TRAP Y 4.50 3.75 91. 481 TO 600 TRAP Y 3.75 3.00 92. 601 TO 720 TRAP Y 3.00 2.25 93. 721 TO 840 TRAP Y 2.25 1.50 94. 841 TO 960 TRAP Y 1.50 0.75 95. 961 TO 1080 TRAP Y 0.75 0.00 96. PERFORM ANALYSIS PRINT STAT CHECK
Page 2 of 27D:\Pooja Engineers\TRIVENI\BHEL UKAI\CW Reator Clarifier\STAAD FILE\PT CLARIFIER.anl
Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 3
P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 2400/ 2280/ 360 TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 13200 SIZE OF STIFFNESS MATRIX = 3485 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 61.6/ 174287.0 MB
Page 3 of 27D:\Pooja Engineers\TRIVENI\BHEL UKAI\CW Reator Clarifier\STAAD FILE\PT CLARIFIER.anl
Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 4
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1 TANK EMPTY CASE ***TOTAL APPLIED LOAD ( MTON MET ) SUMMARY (LOADING 1 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = -711.80 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= 0.00 MZ= 0.00 ***TOTAL REACTION LOAD( MTON MET ) SUMMARY (LOADING 1 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 711.80 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= 0.00 MZ= 0.00 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 1) MAXIMUMS AT NODE X = -1.65638E-02 481 Y = -4.30897E-03 2292 Z = -1.65638E-02 511 RX= 1.20763E-04 331 RY= -2.97149E-10 495 RZ= -1.20763E-04 301 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 2 EARTHFILL INSIDE + HYDROTEST ***TOTAL APPLIED LOAD ( MTON MET ) SUMMARY (LOADING 2 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = -711.80 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= 0.00 MZ= 0.00 ***TOTAL REACTION LOAD( MTON MET ) SUMMARY (LOADING 2 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 711.80 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= 0.00 MZ= 0.00
Page 4 of 27D:\Pooja Engineers\TRIVENI\BHEL UKAI\CW Reator Clarifier\STAAD FILE\PT CLARIFIER.anl
Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 5
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 2) MAXIMUMS AT NODE X = -1.10641E-01 1861 Y = -8.52567E-03 2296 Z = -1.10641E-01 1891 RX= -5.89118E-04 1531 RY= 5.66907E-09 2384 RZ= 5.89118E-04 1501 ************ END OF DATA FROM INTERNAL STORAGE ************ 97. PRINT SUPPORT REACTION LIST 1 961 1081
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Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 6
SUPPORT REACTIONS -UNIT MTON MET STRUCTURE TYPE = SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z
1 1 1.61 5.93 0.00 0.00 0.00 -1.01 2 -4.31 5.93 0.00 0.00 0.00 2.62 961 1 4.25 0.00 0.00 0.00 0.00 0.00 2 1.57 0.00 0.00 0.00 0.00 0.00 1081 1 -2.12 0.00 0.00 0.00 0.00 0.00 2 -14.89 0.00 0.00 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT ************** 98. PRINT ELEMENT JOINT STRESSES LIST 1 TO 2280 BY 120
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Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 7
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB 1 1 0.00 5.50 -0.11 -0.64 0.00 78.23 36.53 -5.39 -23.07 0.00 84.96 38.83 TOP : SMAX= -15.91 SMIN= -84.96 TMAX= 34.52 ANGLE= 0.0 BOTT: SMAX= 38.83 SMIN= 5.13 TMAX= 16.85 ANGLE= 0.0 JOINT 0.00 5.50 -0.16 -0.96 -0.06 1 -3.42 -23.20 0.26 TOP : SMAX= -18.66 SMIN= -115.34 TMAX= 48.34 ANGLE= -3.5 BOTT: SMAX= 69.31 SMIN= 11.46 TMAX= 28.93 ANGLE= -6.4 JOINT 0.00 5.50 -0.16 -0.96 0.06 2 -3.42 -23.20 -0.26 TOP : SMAX= -18.66 SMIN= -115.34 TMAX= 48.34 ANGLE= 3.5 BOTT: SMAX= 69.31 SMIN= 11.46 TMAX= 28.93 ANGLE= 6.4 JOINT 0.00 5.50 -0.06 -0.33 0.06 122 -7.36 -22.93 -0.26 TOP : SMAX= -11.98 SMIN= -55.76 TMAX= 21.89 ANGLE= 7.9 BOTT: SMAX= 12.05 SMIN= -4.89 TMAX= 8.47 ANGLE= 24.8 JOINT 0.00 5.50 -0.06 -0.33 -0.06 121 -7.36 -22.93 0.26 TOP : SMAX= -11.98 SMIN= -55.76 TMAX= 21.89 ANGLE= -7.9 BOTT: SMAX= 12.05 SMIN= -4.89 TMAX= 8.47 ANGLE= -24.8 2 0.00 -14.66 0.29 1.73 0.00 130.84 176.37 0.00 -23.07 0.00 142.63 188.76 TOP : SMAX= 142.63 SMIN= 28.17 TMAX= 57.23 ANGLE= 0.0 BOTT: SMAX= -28.16 SMIN= -188.76 TMAX= 80.30 ANGLE= 0.0 JOINT 0.00 -14.66 0.43 2.56 0.17 1 -5.26 -22.72 -0.70 TOP : SMAX= 224.04 SMIN= 35.13 TMAX= 94.45 ANGLE= -4.8 BOTT: SMAX= -45.66 SMIN= -269.47 TMAX= 111.91 ANGLE= -4.4 JOINT 0.00 -14.66 0.43 2.56 -0.17 2 -5.26 -22.72 0.70 TOP : SMAX= 224.04 SMIN= 35.13 TMAX= 94.45 ANGLE= 4.8 BOTT: SMAX= -45.66 SMIN= -269.47 TMAX= 111.91 ANGLE= 4.4 JOINT 0.00 -14.66 0.15 0.90 -0.17 122 5.27 -23.41 0.70 TOP : SMAX= 67.76 SMIN= 14.66 TMAX= 26.55 ANGLE= 18.3 BOTT: SMAX= -6.47 SMIN= -112.25 TMAX= 52.89 ANGLE= 9.5 JOINT 0.00 -14.66 0.15 0.90 0.17 121 5.27 -23.41 -0.70 TOP : SMAX= 67.76 SMIN= 14.66 TMAX= 26.55 ANGLE= -18.3 BOTT: SMAX= -6.47 SMIN= -112.25 TMAX= 52.89 ANGLE= -9.5 121 1 0.00 3.71 -0.01 -0.07 0.00 25.02 13.19 -11.24 -21.86 0.00 28.80 14.93 TOP : SMAX= -12.42 SMIN= -28.80 TMAX= 8.19 ANGLE= 0.0 BOTT: SMAX= -10.06 SMIN= -14.93 TMAX= 2.43 ANGLE= 0.0
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STAAD SPACE -- PAGE NO. 8
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB JOINT 0.00 3.71 -0.05 -0.28 -0.04 121 -7.65 -21.91 0.10 TOP : SMAX= -11.81 SMIN= -49.46 TMAX= 18.82 ANGLE= -6.2 BOTT: SMAX= 7.00 SMIN= -4.86 TMAX= 5.93 ANGLE= -23.1 JOINT 0.00 3.71 -0.05 -0.28 0.04 122 -7.65 -21.91 -0.10 TOP : SMAX= -11.81 SMIN= -49.46 TMAX= 18.82 ANGLE= 6.2 BOTT: SMAX= 7.00 SMIN= -4.86 TMAX= 5.93 ANGLE= 23.1 JOINT 0.00 3.71 0.02 0.14 0.04 242 -14.83 -21.81 -0.10 TOP : SMAX= -6.05 SMIN= -15.12 TMAX= 4.53 ANGLE= -31.9 BOTT: SMAX= -16.11 SMIN= -36.00 TMAX= 9.95 ANGLE= -12.7 JOINT 0.00 3.71 0.02 0.14 -0.04 241 -14.83 -21.81 0.10 TOP : SMAX= -6.05 SMIN= -15.12 TMAX= 4.53 ANGLE= 31.9 BOTT: SMAX= -16.11 SMIN= -36.00 TMAX= 9.95 ANGLE= 12.7 2 0.00 -9.86 0.03 0.20 0.00 21.29 48.66 16.41 -21.86 0.00 22.65 53.90 TOP : SMAX= 19.61 SMIN= -3.04 TMAX= 11.32 ANGLE= 0.0 BOTT: SMAX= 13.21 SMIN= -40.69 TMAX= 26.95 ANGLE= 0.0 JOINT 0.00 -9.86 0.13 0.75 0.12 121 6.80 -21.73 -0.27 TOP : SMAX= 54.07 SMIN= 15.76 TMAX= 19.16 ANGLE= -17.2 BOTT: SMAX= -4.09 SMIN= -95.61 TMAX= 45.76 ANGLE= -7.2 JOINT 0.00 -9.86 0.13 0.75 -0.12 122 6.80 -21.73 0.27 TOP : SMAX= 54.07 SMIN= 15.76 TMAX= 19.16 ANGLE= 17.2 BOTT: SMAX= -4.09 SMIN= -95.61 TMAX= 45.76 ANGLE= 7.2 JOINT 0.00 -9.86 -0.06 -0.36 -0.12 242 26.02 -22.00 0.27 TOP : SMAX= 21.61 SMIN= -58.29 TMAX= 39.95 ANGLE= -7.9 BOTT: SMAX= 37.23 SMIN= 7.51 TMAX= 14.86 ANGLE= 24.9 JOINT 0.00 -9.86 -0.06 -0.36 0.12 241 26.02 -22.00 -0.27 TOP : SMAX= 21.61 SMIN= -58.29 TMAX= 39.95 ANGLE= 7.9 BOTT: SMAX= 37.23 SMIN= 7.51 TMAX= 14.86 ANGLE= -24.9 241 1 0.00 2.09 0.05 0.29 0.00 17.68 41.79 -17.88 -20.66 0.00 20.09 48.22 TOP : SMAX= 6.89 SMIN= -13.19 TMAX= 10.04 ANGLE= 0.0 BOTT: SMAX= -22.56 SMIN= -48.22 TMAX= 12.83 ANGLE= 0.0 JOINT 0.00 2.09 0.03 0.17 -0.02 241 -14.93 -20.68 0.03 TOP : SMAX= -3.84 SMIN= -12.82 TMAX= 4.49 ANGLE= 15.6 BOTT: SMAX= -17.39 SMIN= -37.15 TMAX= 9.88 ANGLE= 7.0
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STAAD SPACE -- PAGE NO. 9
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB JOINT 0.00 2.09 0.03 0.17 0.02 242 -14.93 -20.68 -0.03 TOP : SMAX= -3.84 SMIN= -12.82 TMAX= 4.49 ANGLE= -15.6 BOTT: SMAX= -17.39 SMIN= -37.15 TMAX= 9.88 ANGLE= -7.0 JOINT 0.00 2.09 0.07 0.41 0.02 362 -20.83 -20.65 -0.03 TOP : SMAX= 18.44 SMIN= -14.38 TMAX= 16.41 ANGLE= -4.1 BOTT: SMAX= -27.27 SMIN= -59.75 TMAX= 16.24 ANGLE= -4.2 JOINT 0.00 2.09 0.07 0.41 -0.02 361 -20.83 -20.65 0.03 TOP : SMAX= 18.44 SMIN= -14.38 TMAX= 16.41 ANGLE= 4.1 BOTT: SMAX= -27.27 SMIN= -59.75 TMAX= 16.24 ANGLE= 4.2 2 0.00 -5.54 -0.13 -0.76 0.00 106.93 50.18 34.96 -20.66 0.00 116.39 52.56 TOP : SMAX= 22.51 SMIN= -93.88 TMAX= 58.20 ANGLE= 0.0 BOTT: SMAX= 52.56 SMIN= 47.40 TMAX= 2.58 ANGLE= 0.0 JOINT 0.00 -5.54 -0.08 -0.45 0.06 241 27.04 -20.63 -0.07 TOP : SMAX= 20.16 SMIN= -64.18 TMAX= 42.17 ANGLE= 4.2 BOTT: SMAX= 37.08 SMIN= 19.75 TMAX= 8.67 ANGLE= -23.3 JOINT 0.00 -5.54 -0.08 -0.45 -0.06 242 27.04 -20.63 0.07 TOP : SMAX= 20.16 SMIN= -64.18 TMAX= 42.17 ANGLE= -4.2 BOTT: SMAX= 37.08 SMIN= 19.75 TMAX= 8.67 ANGLE= 23.3 JOINT 0.00 -5.54 -0.18 -1.08 -0.06 362 42.88 -20.70 0.07 TOP : SMAX= 25.56 SMIN= -124.30 TMAX= 74.93 ANGLE= -2.4 BOTT: SMAX= 84.32 SMIN= 58.78 TMAX= 12.77 ANGLE= -14.8 JOINT 0.00 -5.54 -0.18 -1.08 0.06 361 42.88 -20.70 -0.07 TOP : SMAX= 25.56 SMIN= -124.30 TMAX= 74.93 ANGLE= 2.4 BOTT: SMAX= 84.32 SMIN= 58.78 TMAX= 12.77 ANGLE= 14.8 361 1 0.00 0.62 0.08 0.45 0.00 33.70 54.64 -21.80 -19.46 0.00 38.51 63.04 TOP : SMAX= 24.12 SMIN= -14.39 TMAX= 19.25 ANGLE= 0.0 BOTT: SMAX= -29.21 SMIN= -63.04 TMAX= 16.92 ANGLE= 0.0 JOINT 0.00 0.62 0.07 0.42 -0.01 361 -20.76 -19.46 0.00 TOP : SMAX= 20.77 SMIN= -13.94 TMAX= 17.35 ANGLE= 1.1 BOTT: SMAX= -27.58 SMIN= -59.70 TMAX= 16.06 ANGLE= 1.2 JOINT 0.00 0.62 0.07 0.42 0.01 362 -20.76 -19.46 0.00 TOP : SMAX= 20.77 SMIN= -13.94 TMAX= 17.35 ANGLE= -1.1 BOTT: SMAX= -27.58 SMIN= -59.70 TMAX= 16.06 ANGLE= -1.2
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STAAD SPACE -- PAGE NO. 10
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB JOINT 0.00 0.62 0.08 0.49 0.01 482 -22.83 -19.46 0.00 TOP : SMAX= 27.49 SMIN= -14.86 TMAX= 21.18 ANGLE= -0.9 BOTT: SMAX= -30.80 SMIN= -66.41 TMAX= 17.81 ANGLE= -1.1 JOINT 0.00 0.62 0.08 0.49 -0.01 481 -22.83 -19.46 0.00 TOP : SMAX= 27.49 SMIN= -14.86 TMAX= 21.18 ANGLE= 0.9 BOTT: SMAX= -30.80 SMIN= -66.41 TMAX= 17.81 ANGLE= 1.1 2 0.00 -1.62 -0.21 -1.21 0.00 150.53 85.49 46.28 -19.46 0.00 162.04 96.57 TOP : SMAX= 26.55 SMIN= -135.49 TMAX= 81.02 ANGLE= 0.0 BOTT: SMAX= 96.57 SMIN= 66.00 TMAX= 15.28 ANGLE= 0.0 JOINT 0.00 -1.62 -0.19 -1.12 0.02 361 43.45 -19.46 0.00 TOP : SMAX= 25.25 SMIN= -126.68 TMAX= 75.97 ANGLE= 0.7 BOTT: SMAX= 87.87 SMIN= 61.55 TMAX= 13.16 ANGLE= 4.0 JOINT 0.00 -1.62 -0.19 -1.12 -0.02 362 43.45 -19.46 0.00 TOP : SMAX= 25.25 SMIN= -126.68 TMAX= 75.97 ANGLE= -0.7 BOTT: SMAX= 87.87 SMIN= 61.55 TMAX= 13.16 ANGLE= -4.0 JOINT 0.00 -1.62 -0.22 -1.30 -0.02 482 49.10 -19.46 0.00 TOP : SMAX= 27.90 SMIN= -144.34 TMAX= 86.12 ANGLE= -0.6 BOTT: SMAX= 105.48 SMIN= 70.23 TMAX= 17.63 ANGLE= -3.0 JOINT 0.00 -1.62 -0.22 -1.30 0.02 481 49.10 -19.46 0.00 TOP : SMAX= 27.90 SMIN= -144.33 TMAX= 86.12 ANGLE= 0.6 BOTT: SMAX= 105.49 SMIN= 70.23 TMAX= 17.63 ANGLE= 3.0 481 1 0.00 -0.81 0.07 0.44 0.00 33.47 52.49 -21.37 -18.26 0.00 38.23 60.57 TOP : SMAX= 24.05 SMIN= -14.17 TMAX= 19.11 ANGLE= 0.0 BOTT: SMAX= -28.56 SMIN= -60.57 TMAX= 16.01 ANGLE= 0.0 JOINT 0.00 -0.81 0.08 0.49 0.01 481 -22.62 -18.26 -0.01 TOP : SMAX= 28.48 SMIN= -14.69 TMAX= 21.59 ANGLE= -1.2 BOTT: SMAX= -30.53 SMIN= -64.99 TMAX= 17.23 ANGLE= -1.5 JOINT 0.00 -0.81 0.08 0.49 -0.01 482 -22.62 -18.26 0.01 TOP : SMAX= 28.48 SMIN= -14.69 TMAX= 21.59 ANGLE= 1.2 BOTT: SMAX= -30.53 SMIN= -64.99 TMAX= 17.23 ANGLE= 1.5 JOINT 0.00 -0.81 0.07 0.39 -0.01 602 -20.11 -18.26 0.01 TOP : SMAX= 19.68 SMIN= -13.69 TMAX= 16.68 ANGLE= 1.6 BOTT: SMAX= -26.53 SMIN= -56.21 TMAX= 14.84 ANGLE= 1.8
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STAAD SPACE -- PAGE NO. 11
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB JOINT 0.00 -0.81 0.07 0.39 0.01 601 -20.11 -18.26 -0.01 TOP : SMAX= 19.68 SMIN= -13.69 TMAX= 16.68 ANGLE= -1.6 BOTT: SMAX= -26.53 SMIN= -56.21 TMAX= 14.84 ANGLE= -1.8 2 0.00 2.15 -0.20 -1.18 0.00 146.53 83.99 46.01 -18.26 0.00 158.08 94.76 TOP : SMAX= 26.80 SMIN= -131.28 TMAX= 79.04 ANGLE= 0.0 BOTT: SMAX= 94.76 SMIN= 65.23 TMAX= 14.77 ANGLE= 0.0 JOINT 0.00 2.15 -0.22 -1.30 -0.03 481 49.28 -18.27 0.02 TOP : SMAX= 28.12 SMIN= -142.99 TMAX= 85.56 ANGLE= -0.8 BOTT: SMAX= 106.59 SMIN= 70.32 TMAX= 18.14 ANGLE= -3.9 JOINT 0.00 2.15 -0.22 -1.30 0.03 482 49.28 -18.27 -0.02 TOP : SMAX= 28.12 SMIN= -143.00 TMAX= 85.56 ANGLE= 0.8 BOTT: SMAX= 106.59 SMIN= 70.32 TMAX= 18.14 ANGLE= 3.9 JOINT 0.00 2.15 -0.18 -1.06 0.03 602 42.74 -18.25 -0.02 TOP : SMAX= 25.55 SMIN= -119.65 TMAX= 72.60 ANGLE= 0.9 BOTT: SMAX= 83.36 SMIN= 59.72 TMAX= 11.82 ANGLE= 5.9 JOINT 0.00 2.15 -0.18 -1.06 -0.03 601 42.74 -18.25 0.02 TOP : SMAX= 25.55 SMIN= -119.65 TMAX= 72.60 ANGLE= -0.9 BOTT: SMAX= 83.36 SMIN= 59.72 TMAX= 11.82 ANGLE= -5.9 601 1 0.00 -2.30 0.04 0.25 0.00 16.96 35.24 -16.71 -17.06 0.00 19.27 40.69 TOP : SMAX= 6.57 SMIN= -12.69 TMAX= 9.63 ANGLE= 0.0 BOTT: SMAX= -20.73 SMIN= -40.69 TMAX= 9.98 ANGLE= 0.0 JOINT 0.00 -2.30 0.06 0.38 0.03 601 -19.75 -17.04 -0.04 TOP : SMAX= 19.32 SMIN= -13.80 TMAX= 16.56 ANGLE= -4.4 BOTT: SMAX= -25.64 SMIN= -53.45 TMAX= 13.90 ANGLE= -5.5 JOINT 0.00 -2.30 0.06 0.38 -0.03 602 -19.75 -17.04 0.04 TOP : SMAX= 19.32 SMIN= -13.80 TMAX= 16.56 ANGLE= 4.4 BOTT: SMAX= -25.64 SMIN= -53.45 TMAX= 13.90 ANGLE= 5.5 JOINT 0.00 -2.30 0.02 0.12 -0.03 722 -13.68 -17.08 0.04 TOP : SMAX= -5.01 SMIN= -12.75 TMAX= 3.87 ANGLE= 20.7 BOTT: SMAX= -15.04 SMIN= -28.71 TMAX= 6.83 ANGLE= 11.3 JOINT 0.00 -2.30 0.02 0.12 0.03 721 -13.68 -17.08 -0.04 TOP : SMAX= -5.01 SMIN= -12.75 TMAX= 3.87 ANGLE= -20.7 BOTT: SMAX= -15.04 SMIN= -28.71 TMAX= 6.83 ANGLE= -11.3
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STAAD SPACE -- PAGE NO. 12
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB 2 0.00 6.07 -0.11 -0.67 0.00 95.19 46.25 34.47 -17.06 0.00 104.76 47.08 TOP : SMAX= 23.56 SMIN= -81.20 TMAX= 52.38 ANGLE= 0.0 BOTT: SMAX= 47.08 SMIN= 45.37 TMAX= 0.85 ANGLE= 0.0 JOINT 0.00 6.07 -0.17 -1.01 -0.07 601 42.52 -17.11 0.10 TOP : SMAX= 26.33 SMIN= -114.59 TMAX= 70.46 ANGLE= -2.7 BOTT: SMAX= 82.14 SMIN= 56.96 TMAX= 12.59 ANGLE= -16.7 JOINT 0.00 6.07 -0.17 -1.01 0.07 602 42.52 -17.11 -0.10 TOP : SMAX= 26.33 SMIN= -114.59 TMAX= 70.46 ANGLE= 2.7 BOTT: SMAX= 82.14 SMIN= 56.96 TMAX= 12.59 ANGLE= 16.7 JOINT 0.00 6.07 -0.06 -0.32 0.07 722 26.41 -17.01 -0.10 TOP : SMAX= 21.77 SMIN= -48.77 TMAX= 35.27 ANGLE= 5.5 BOTT: SMAX= 34.10 SMIN= 11.70 TMAX= 11.20 ANGLE= -19.1 JOINT 0.00 6.07 -0.06 -0.32 -0.07 721 26.41 -17.01 0.10 TOP : SMAX= 21.77 SMIN= -48.77 TMAX= 35.27 ANGLE= -5.5 BOTT: SMAX= 34.10 SMIN= 11.70 TMAX= 11.20 ANGLE= 19.1 721 1 0.00 -3.96 -0.02 -0.14 0.00 25.90 6.62 -9.74 -15.86 0.00 29.74 7.38 TOP : SMAX= -12.10 SMIN= -29.74 TMAX= 8.82 ANGLE= 0.0 BOTT: SMAX= -1.98 SMIN= -7.38 TMAX= 2.70 ANGLE= 0.0 JOINT 0.00 -3.96 0.01 0.08 0.05 721 -13.14 -15.80 -0.12 TOP : SMAX= -5.30 SMIN= -14.71 TMAX= 4.71 ANGLE= -33.5 BOTT: SMAX= -12.52 SMIN= -25.35 TMAX= 6.42 ANGLE= -22.8 JOINT 0.00 -3.96 0.01 0.08 -0.05 722 -13.14 -15.80 0.12 TOP : SMAX= -5.30 SMIN= -14.71 TMAX= 4.71 ANGLE= 33.5 BOTT: SMAX= -12.52 SMIN= -25.35 TMAX= 6.42 ANGLE= 22.8 JOINT 0.00 -3.96 -0.06 -0.37 -0.05 842 -6.34 -15.92 0.12 TOP : SMAX= -11.88 SMIN= -51.79 TMAX= 19.95 ANGLE= -6.3 BOTT: SMAX= 20.48 SMIN= -1.33 TMAX= 10.90 ANGLE= -12.4 JOINT 0.00 -3.96 -0.06 -0.37 0.05 841 -6.34 -15.92 -0.12 TOP : SMAX= -11.88 SMIN= -51.79 TMAX= 19.95 ANGLE= 6.3 BOTT: SMAX= 20.48 SMIN= -1.33 TMAX= 10.90 ANGLE= 12.4 2 0.00 10.40 0.06 0.36 0.00 20.66 56.18 16.62 -15.86 0.00 22.42 60.80 TOP : SMAX= 22.42 SMIN= 18.26 TMAX= 2.08 ANGLE= 0.0 BOTT: SMAX= 10.82 SMIN= -49.98 TMAX= 30.40 ANGLE= 0.0
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Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 13
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB JOINT 0.00 10.40 -0.04 -0.23 -0.12 721 25.75 -16.02 0.32 TOP : SMAX= 24.01 SMIN= -40.53 TMAX= 32.27 ANGLE= -10.3 BOTT: SMAX= 34.68 SMIN= 1.30 TMAX= 16.69 ANGLE= 23.0 JOINT 0.00 10.40 -0.04 -0.23 0.12 722 25.75 -16.02 -0.32 TOP : SMAX= 24.01 SMIN= -40.53 TMAX= 32.27 ANGLE= 10.3 BOTT: SMAX= 34.68 SMIN= 1.30 TMAX= 16.69 ANGLE= -23.0 JOINT 0.00 10.40 0.16 0.94 0.12 842 7.49 -15.70 -0.32 TOP : SMAX= 77.36 SMIN= 20.52 TMAX= 28.42 ANGLE= -11.8 BOTT: SMAX= -6.48 SMIN= -107.82 TMAX= 50.67 ANGLE= -6.9 JOINT 0.00 10.40 0.16 0.94 -0.12 841 7.49 -15.70 0.32 TOP : SMAX= 77.36 SMIN= 20.52 TMAX= 28.42 ANGLE= 11.8 BOTT: SMAX= -6.48 SMIN= -107.82 TMAX= 50.67 ANGLE= 6.9 841 1 0.00 -4.81 -0.13 -0.75 0.00 57.02 35.51 -3.48 -12.14 0.00 62.17 37.89 TOP : SMAX= -12.32 SMIN= -62.17 TMAX= 24.93 ANGLE= 0.0 BOTT: SMAX= 37.89 SMIN= 5.36 TMAX= 16.26 ANGLE= 0.0 JOINT -0.36 -5.60 -0.06 -0.40 0.01 841 -6.10 -14.32 -0.48 TOP : SMAX= -11.63 SMIN= -52.40 TMAX= 20.39 ANGLE= 0.4 BOTT: SMAX= 23.81 SMIN= -0.63 TMAX= 12.22 ANGLE= 2.8 JOINT 0.36 -5.60 -0.06 -0.40 -0.01 842 -6.10 -14.32 0.48 TOP : SMAX= -11.63 SMIN= -52.40 TMAX= 20.39 ANGLE= -0.4 BOTT: SMAX= 23.81 SMIN= -0.63 TMAX= 12.22 ANGLE= -2.8 JOINT 0.26 -4.26 -0.18 -1.12 0.01 962 -1.67 -10.60 0.41 TOP : SMAX= -10.48 SMIN= -65.49 TMAX= 27.50 ANGLE= 1.0 BOTT: SMAX= 44.26 SMIN= 7.16 TMAX= 18.55 ANGLE= 0.2 JOINT -0.26 -4.26 -0.18 -1.12 -0.01 961 -1.67 -10.60 -0.41 TOP : SMAX= -10.48 SMIN= -65.49 TMAX= 27.50 ANGLE= -1.0 BOTT: SMAX= 44.26 SMIN= 7.16 TMAX= 18.55 ANGLE= -0.2 2 0.00 12.64 0.34 1.94 0.00 107.04 132.37 1.98 -12.15 0.00 117.29 141.58 TOP : SMAX= 117.29 SMIN= 24.88 TMAX= 46.21 ANGLE= 0.0 BOTT: SMAX= -20.92 SMIN= -141.58 TMAX= 60.33 ANGLE= 0.0 JOINT 0.96 14.70 0.15 1.01 -0.02 841 7.75 -14.43 -0.29 TOP : SMAX= 82.95 SMIN= 21.66 TMAX= 30.65 ANGLE= 2.3 BOTT: SMAX= -6.22 SMIN= -111.75 TMAX= 52.76 ANGLE= 1.0
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Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 14
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB JOINT -0.96 14.70 0.15 1.01 0.02 842 7.75 -14.43 0.29 TOP : SMAX= 82.95 SMIN= 21.66 TMAX= 30.65 ANGLE= -2.3 BOTT: SMAX= -6.22 SMIN= -111.75 TMAX= 52.76 ANGLE= -1.0 JOINT -0.68 11.18 0.47 2.91 -0.02 962 -2.15 -10.52 0.21 TOP : SMAX= 132.07 SMIN= 20.74 TMAX= 55.66 ANGLE= 0.5 BOTT: SMAX= -25.03 SMIN= -153.11 TMAX= 64.04 ANGLE= 0.6 JOINT 0.68 11.18 0.47 2.91 0.02 961 -2.15 -10.52 -0.21 TOP : SMAX= 132.07 SMIN= 20.74 TMAX= 55.66 ANGLE= -0.5 BOTT: SMAX= -25.03 SMIN= -153.11 TMAX= 64.04 ANGLE= -0.6 961 1 0.00 5.79 -0.07 -0.54 0.00 26.44 11.42 -1.25 -8.06 0.00 28.23 12.11 TOP : SMAX= -4.04 SMIN= -28.23 TMAX= 12.10 ANGLE= 0.0 BOTT: SMAX= 12.11 SMIN= 1.53 TMAX= 5.29 ANGLE= 0.0 JOINT 0.36 6.43 -0.21 -1.04 -0.13 961 -1.44 -9.24 0.05 TOP : SMAX= -10.93 SMIN= -60.93 TMAX= 25.00 ANGLE= -7.4 BOTT: SMAX= 42.86 SMIN= 7.64 TMAX= 17.61 ANGLE= -10.8 JOINT -0.36 6.43 -0.21 -1.04 0.13 962 -1.44 -9.24 -0.05 TOP : SMAX= -10.93 SMIN= -60.93 TMAX= 25.00 ANGLE= 7.4 BOTT: SMAX= 42.86 SMIN= 7.64 TMAX= 17.61 ANGLE= 10.8 JOINT -0.28 5.29 -0.04 -0.03 0.17 1082 -1.08 -7.13 -0.07 TOP : SMAX= 0.60 SMIN= -10.91 TMAX= 5.75 ANGLE= 29.9 BOTT: SMAX= 2.94 SMIN= -9.06 TMAX= 6.00 ANGLE= -29.1 JOINT 0.28 5.29 -0.04 -0.03 -0.17 1081 -1.08 -7.13 0.07 TOP : SMAX= 0.60 SMIN= -10.91 TMAX= 5.75 ANGLE= -29.9 BOTT: SMAX= 2.94 SMIN= -9.06 TMAX= 6.00 ANGLE= 29.1 2 0.00 16.55 0.79 4.54 0.00 150.36 164.67 -2.27 -8.06 0.00 162.15 178.27 TOP : SMAX= 162.15 SMIN= 27.33 TMAX= 67.41 ANGLE= 0.0 BOTT: SMAX= -31.86 SMIN= -178.27 TMAX= 73.20 ANGLE= 0.0 JOINT 0.91 18.46 0.46 2.91 -0.03 961 -2.45 -9.32 0.20 TOP : SMAX= 133.17 SMIN= 20.06 TMAX= 56.55 ANGLE= 0.5 BOTT: SMAX= -24.96 SMIN= -151.81 TMAX= 63.43 ANGLE= 0.7 JOINT -0.91 18.46 0.46 2.91 0.03 962 -2.45 -9.32 -0.20 TOP : SMAX= 133.17 SMIN= 20.06 TMAX= 56.55 ANGLE= -0.5 BOTT: SMAX= -24.96 SMIN= -151.81 TMAX= 63.43 ANGLE= -0.7
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Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 15
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB JOINT -0.71 15.06 1.02 6.22 -0.04 1082 -2.07 -7.07 -0.20 TOP : SMAX= 177.37 SMIN= 28.21 TMAX= 74.58 ANGLE= 0.5 BOTT: SMAX= -32.37 SMIN= -191.51 TMAX= 79.57 ANGLE= 0.3 JOINT 0.71 15.06 1.02 6.22 0.04 1081 -2.07 -7.07 0.20 TOP : SMAX= 177.37 SMIN= 28.21 TMAX= 74.58 ANGLE= -0.5 BOTT: SMAX= -32.37 SMIN= -191.51 TMAX= 79.57 ANGLE= -0.3 1081 1 0.00 -0.09 0.01 0.03 0.00 5.29 7.53 -1.20 -6.92 0.00 5.71 8.13 TOP : SMAX= -0.99 SMIN= -5.71 TMAX= 2.36 ANGLE= 0.0 BOTT: SMAX= -1.41 SMIN= -8.13 TMAX= 3.36 ANGLE= 0.0 JOINT 0.00 -0.08 0.01 0.04 0.00 1081 -1.06 -6.14 0.17 TOP : SMAX= -0.85 SMIN= -4.94 TMAX= 2.04 ANGLE= 1.9 BOTT: SMAX= -1.25 SMIN= -7.35 TMAX= 3.05 ANGLE= 2.0 JOINT 0.00 -0.08 0.01 0.04 0.00 1082 -1.06 -6.14 -0.17 TOP : SMAX= -0.85 SMIN= -4.94 TMAX= 2.04 ANGLE= -1.9 BOTT: SMAX= -1.25 SMIN= -7.35 TMAX= 3.05 ANGLE= -2.0 JOINT -0.01 -0.10 0.00 0.02 0.00 1202 -1.42 -7.97 -0.20 TOP : SMAX= -1.22 SMIN= -6.80 TMAX= 2.79 ANGLE= -1.8 BOTT: SMAX= -1.61 SMIN= -9.15 TMAX= 3.77 ANGLE= -1.7 JOINT 0.01 -0.10 0.00 0.02 0.00 1201 -1.42 -7.97 0.20 TOP : SMAX= -1.22 SMIN= -6.80 TMAX= 2.79 ANGLE= 1.8 BOTT: SMAX= -1.61 SMIN= -9.15 TMAX= 3.77 ANGLE= 1.7 2 0.00 -16.26 0.80 4.59 0.00 156.34 172.83 4.01 -6.92 0.00 170.80 184.64 TOP : SMAX= 170.80 SMIN= 34.78 TMAX= 68.01 ANGLE= 0.0 BOTT: SMAX= -26.76 SMIN= -184.64 TMAX= 78.94 ANGLE= 0.0 JOINT 0.77 -14.61 1.03 6.26 -0.12 1081 -1.41 -6.08 0.04 TOP : SMAX= 179.47 SMIN= 29.17 TMAX= 75.15 ANGLE= 1.3 BOTT: SMAX= -31.98 SMIN= -191.63 TMAX= 79.82 ANGLE= 1.2 JOINT -0.77 -14.61 1.03 6.26 0.12 1082 -1.41 -6.08 -0.04 TOP : SMAX= 179.47 SMIN= 29.17 TMAX= 75.15 ANGLE= -1.3 BOTT: SMAX= -31.98 SMIN= -191.63 TMAX= 79.82 ANGLE= -1.2 JOINT -1.02 -18.46 0.48 2.99 0.02 1202 11.26 -8.04 -0.08 TOP : SMAX= 149.59 SMIN= 36.56 TMAX= 56.52 ANGLE= -0.4 BOTT: SMAX= -14.04 SMIN= -165.67 TMAX= 75.81 ANGLE= -0.4
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Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 16
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB JOINT 1.02 -18.46 0.48 2.99 -0.02 1201 11.26 -8.04 0.08 TOP : SMAX= 149.59 SMIN= 36.56 TMAX= 56.52 ANGLE= 0.4 BOTT: SMAX= -14.04 SMIN= -165.67 TMAX= 75.81 ANGLE= 0.4 1201 1 0.00 -0.08 0.00 0.02 0.00 6.56 8.71 -1.43 -8.25 0.00 7.09 9.41 TOP : SMAX= -1.23 SMIN= -7.09 TMAX= 2.93 ANGLE= 0.0 BOTT: SMAX= -1.62 SMIN= -9.41 TMAX= 3.89 ANGLE= 0.0 JOINT 0.00 -0.07 0.00 0.02 0.00 1201 -1.26 -7.01 0.29 TOP : SMAX= -1.05 SMIN= -5.88 TMAX= 2.41 ANGLE= 2.8 BOTT: SMAX= -1.43 SMIN= -8.17 TMAX= 3.37 ANGLE= 2.9 JOINT 0.00 -0.07 0.00 0.02 0.00 1202 -1.26 -7.01 -0.29 TOP : SMAX= -1.05 SMIN= -5.88 TMAX= 2.41 ANGLE= -2.8 BOTT: SMAX= -1.43 SMIN= -8.17 TMAX= 3.37 ANGLE= -2.9 JOINT -0.01 -0.10 0.00 0.01 0.00 1322 -1.75 -10.12 -0.36 TOP : SMAX= -1.55 SMIN= -9.03 TMAX= 3.74 ANGLE= -2.5 BOTT: SMAX= -1.91 SMIN= -11.24 TMAX= 4.66 ANGLE= -2.4 JOINT 0.01 -0.10 0.00 0.01 0.00 1321 -1.75 -10.12 0.36 TOP : SMAX= -1.55 SMIN= -9.03 TMAX= 3.74 ANGLE= 2.5 BOTT: SMAX= -1.91 SMIN= -11.24 TMAX= 4.66 ANGLE= 2.4 2 0.00 -15.13 0.35 1.93 0.00 121.71 152.93 22.09 -8.25 0.00 138.45 154.94 TOP : SMAX= 138.45 SMIN= 48.28 TMAX= 45.08 ANGLE= 0.0 BOTT: SMAX= -4.10 SMIN= -154.94 TMAX= 75.42 ANGLE= 0.0 JOINT 0.94 -13.07 0.48 3.03 -0.05 1201 12.12 -7.03 0.32 TOP : SMAX= 152.74 SMIN= 37.44 TMAX= 57.65 ANGLE= 1.1 BOTT: SMAX= -13.20 SMIN= -166.82 TMAX= 76.81 ANGLE= 1.1 JOINT -0.94 -13.07 0.48 3.03 0.05 1202 12.12 -7.03 -0.32 TOP : SMAX= 152.74 SMIN= 37.44 TMAX= 57.65 ANGLE= -1.1 BOTT: SMAX= -13.20 SMIN= -166.82 TMAX= 76.81 ANGLE= -1.1 JOINT -1.41 -18.21 0.12 0.89 -0.02 1322 37.02 -10.08 -0.46 TOP : SMAX= 95.83 SMIN= 50.96 TMAX= 22.43 ANGLE= 3.7 BOTT: SMAX= 22.92 SMIN= -115.82 TMAX= 69.37 ANGLE= 0.8 JOINT 1.41 -18.21 0.12 0.89 0.02 1321 37.02 -10.08 0.46 TOP : SMAX= 95.83 SMIN= 50.96 TMAX= 22.43 ANGLE= -3.7 BOTT: SMAX= 22.92 SMIN= -115.82 TMAX= 69.37 ANGLE= -0.8
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STAAD SPACE -- PAGE NO. 17
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB 1321 1 0.00 -0.06 0.00 0.01 0.00 7.80 8.94 -1.47 -9.01 0.00 8.39 9.62 TOP : SMAX= -1.36 SMIN= -8.39 TMAX= 3.52 ANGLE= 0.0 BOTT: SMAX= -1.57 SMIN= -9.62 TMAX= 4.03 ANGLE= 0.0 JOINT 0.00 -0.06 0.00 0.01 0.00 1321 -1.54 -9.01 0.00 TOP : SMAX= -1.37 SMIN= -8.04 TMAX= 3.33 ANGLE= 0.6 BOTT: SMAX= -1.70 SMIN= -9.98 TMAX= 4.14 ANGLE= -0.5 JOINT 0.00 -0.06 0.00 0.01 0.00 1322 -1.54 -9.01 0.00 TOP : SMAX= -1.37 SMIN= -8.04 TMAX= 3.33 ANGLE= -0.6 BOTT: SMAX= -1.70 SMIN= -9.98 TMAX= 4.14 ANGLE= 0.5 JOINT 0.00 -0.06 0.00 0.00 0.00 1442 -1.40 -9.01 0.00 TOP : SMAX= -1.35 SMIN= -8.75 TMAX= 3.70 ANGLE= -0.6 BOTT: SMAX= -1.44 SMIN= -9.27 TMAX= 3.92 ANGLE= 0.5 JOINT 0.00 -0.06 0.00 0.00 0.00 1441 -1.40 -9.01 0.00 TOP : SMAX= -1.35 SMIN= -8.75 TMAX= 3.70 ANGLE= 0.6 BOTT: SMAX= -1.44 SMIN= -9.27 TMAX= 3.92 ANGLE= -0.5 2 0.00 -11.03 0.04 0.26 0.00 51.14 76.48 53.18 -9.01 0.00 58.51 88.20 TOP : SMAX= 58.51 SMIN= 22.32 TMAX= 18.09 ANGLE= 0.0 BOTT: SMAX= 47.86 SMIN= -40.34 TMAX= 44.10 ANGLE= 0.0 JOINT 0.00 -11.03 0.14 0.83 0.12 1321 36.09 -8.92 -0.19 TOP : SMAX= 93.62 SMIN= 48.21 TMAX= 22.70 ANGLE= -18.4 BOTT: SMAX= 20.95 SMIN= -108.45 TMAX= 64.70 ANGLE= -6.2 JOINT 0.00 -11.03 0.14 0.83 -0.12 1322 36.09 -8.92 0.19 TOP : SMAX= 93.62 SMIN= 48.21 TMAX= 22.70 ANGLE= 18.4 BOTT: SMAX= 20.95 SMIN= -108.45 TMAX= 64.70 ANGLE= 6.2 JOINT 0.00 -11.03 -0.05 -0.30 -0.12 1442 70.28 -9.10 0.19 TOP : SMAX= 65.95 SMIN= -46.12 TMAX= 56.04 ANGLE= -7.0 BOTT: SMAX= 79.93 SMIN= 22.60 TMAX= 28.67 ANGLE= 14.6 JOINT 0.00 -11.03 -0.05 -0.30 0.12 1441 70.28 -9.10 -0.19 TOP : SMAX= 65.95 SMIN= -46.12 TMAX= 56.04 ANGLE= 7.0 BOTT: SMAX= 79.93 SMIN= 22.60 TMAX= 28.67 ANGLE= -14.6 1441 1 0.00 -0.02 0.00 0.00 0.00 7.38 7.25 -1.10 -7.81 0.00 7.88 7.74 TOP : SMAX= -1.12 SMIN= -7.88 TMAX= 3.38 ANGLE= 0.0 BOTT: SMAX= -1.09 SMIN= -7.74 TMAX= 3.32 ANGLE= 0.0
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Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 18
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB JOINT 0.00 -0.02 0.00 0.00 0.00 1441 -1.19 -7.81 0.00 TOP : SMAX= -1.17 SMIN= -7.73 TMAX= 3.28 ANGLE= 0.3 BOTT: SMAX= -1.20 SMIN= -7.89 TMAX= 3.34 ANGLE= -0.3 JOINT 0.00 -0.02 0.00 0.00 0.00 1442 -1.19 -7.81 0.00 TOP : SMAX= -1.17 SMIN= -7.73 TMAX= 3.28 ANGLE= -0.3 BOTT: SMAX= -1.20 SMIN= -7.89 TMAX= 3.34 ANGLE= 0.3 JOINT 0.00 -0.02 0.00 0.00 0.00 1562 -1.02 -7.81 0.00 TOP : SMAX= -1.06 SMIN= -8.03 TMAX= 3.48 ANGLE= -0.3 BOTT: SMAX= -0.98 SMIN= -7.59 TMAX= 3.30 ANGLE= 0.3 JOINT 0.00 -0.02 0.00 0.00 0.00 1561 -1.02 -7.81 0.00 TOP : SMAX= -1.06 SMIN= -8.03 TMAX= 3.48 ANGLE= 0.3 BOTT: SMAX= -0.98 SMIN= -7.59 TMAX= 3.30 ANGLE= -0.3 2 0.00 -5.10 -0.11 -0.64 0.00 136.22 88.11 86.86 -7.81 0.00 157.21 99.67 TOP : SMAX= 74.05 SMIN= -83.16 TMAX= 78.61 ANGLE= 0.0 BOTT: SMAX= 99.67 SMIN= 67.55 TMAX= 16.06 ANGLE= 0.0 JOINT 0.00 -5.10 -0.06 -0.38 0.05 1441 71.49 -7.89 0.16 TOP : SMAX= 64.28 SMIN= -52.82 TMAX= 58.55 ANGLE= 3.2 BOTT: SMAX= 79.96 SMIN= 35.79 TMAX= 22.09 ANGLE= -8.2 JOINT 0.00 -5.10 -0.06 -0.38 -0.05 1442 71.49 -7.89 -0.16 TOP : SMAX= 64.28 SMIN= -52.82 TMAX= 58.55 ANGLE= -3.2 BOTT: SMAX= 79.96 SMIN= 35.79 TMAX= 22.09 ANGLE= 8.2 JOINT 0.00 -5.10 -0.15 -0.90 -0.05 1562 102.22 -7.73 -0.16 TOP : SMAX= 84.39 SMIN= -114.09 TMAX= 99.24 ANGLE= -1.9 BOTT: SMAX= 121.91 SMIN= 96.77 TMAX= 12.57 ANGLE= 14.8 JOINT 0.00 -5.10 -0.15 -0.90 0.05 1561 102.22 -7.73 0.16 TOP : SMAX= 84.40 SMIN= -114.09 TMAX= 99.24 ANGLE= 1.9 BOTT: SMAX= 121.91 SMIN= 96.77 TMAX= 12.57 ANGLE= -14.8 1561 1 0.00 0.00 0.00 0.00 0.00 6.61 5.92 -0.75 -6.61 0.00 6.98 6.24 TOP : SMAX= -0.81 SMIN= -6.98 TMAX= 3.08 ANGLE= 0.0 BOTT: SMAX= -0.68 SMIN= -6.24 TMAX= 2.78 ANGLE= 0.0 JOINT 0.00 0.00 0.00 0.00 0.00 1561 -0.81 -6.61 0.00 TOP : SMAX= -0.88 SMIN= -6.97 TMAX= 3.05 ANGLE= 0.0 BOTT: SMAX= -0.75 SMIN= -6.24 TMAX= 2.75 ANGLE= 0.0
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STAAD SPACE -- PAGE NO. 19
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB JOINT 0.00 0.00 0.00 0.00 0.00 1562 -0.81 -6.61 0.00 TOP : SMAX= -0.88 SMIN= -6.97 TMAX= 3.05 ANGLE= 0.0 BOTT: SMAX= -0.75 SMIN= -6.24 TMAX= 2.75 ANGLE= 0.0 JOINT 0.00 0.00 0.00 0.00 0.00 1682 -0.68 -6.61 0.00 TOP : SMAX= -0.74 SMIN= -6.98 TMAX= 3.12 ANGLE= 0.0 BOTT: SMAX= -0.61 SMIN= -6.23 TMAX= 2.81 ANGLE= 0.0 JOINT 0.00 0.00 0.00 0.00 0.00 1681 -0.68 -6.61 0.00 TOP : SMAX= -0.74 SMIN= -6.98 TMAX= 3.12 ANGLE= 0.0 BOTT: SMAX= -0.61 SMIN= -6.23 TMAX= 2.81 ANGLE= 0.0 2 0.00 -1.06 -0.17 -0.98 0.00 186.85 122.24 112.41 -6.61 0.00 215.08 132.09 TOP : SMAX= 92.73 SMIN= -122.35 TMAX= 107.54 ANGLE= 0.0 BOTT: SMAX= 132.09 SMIN= 109.13 TMAX= 11.48 ANGLE= 0.0 JOINT 0.00 -1.06 -0.16 -0.92 0.01 1561 102.77 -6.73 0.24 TOP : SMAX= 84.20 SMIN= -116.10 TMAX= 100.15 ANGLE= 0.4 BOTT: SMAX= 121.43 SMIN= 102.57 TMAX= 9.43 ANGLE= -3.3 JOINT 0.00 -1.06 -0.16 -0.92 -0.01 1562 102.77 -6.73 -0.24 TOP : SMAX= 84.20 SMIN= -116.10 TMAX= 100.15 ANGLE= -0.4 BOTT: SMAX= 121.43 SMIN= 102.57 TMAX= 9.43 ANGLE= 3.3 JOINT 0.00 -1.06 -0.18 -1.03 -0.01 1682 122.05 -6.49 -0.24 TOP : SMAX= 101.30 SMIN= -128.62 TMAX= 114.96 ANGLE= -0.4 BOTT: SMAX= 142.85 SMIN= 115.60 TMAX= 13.63 ANGLE= 2.3 JOINT 0.00 -1.06 -0.18 -1.03 0.01 1681 122.05 -6.49 0.24 TOP : SMAX= 101.30 SMIN= -128.62 TMAX= 114.96 ANGLE= 0.4 BOTT: SMAX= 142.85 SMIN= 115.60 TMAX= 13.63 ANGLE= -2.3 1681 1 0.00 0.01 0.00 0.00 0.00 5.58 4.83 -0.43 -5.41 0.00 5.82 5.00 TOP : SMAX= -0.50 SMIN= -5.82 TMAX= 2.66 ANGLE= 0.0 BOTT: SMAX= -0.36 SMIN= -5.00 TMAX= 2.32 ANGLE= 0.0 JOINT 0.00 0.01 0.00 0.00 0.00 1681 -0.47 -5.41 0.00 TOP : SMAX= -0.56 SMIN= -5.90 TMAX= 2.67 ANGLE= -0.2 BOTT: SMAX= -0.39 SMIN= -4.91 TMAX= 2.26 ANGLE= 0.3 JOINT 0.00 0.01 0.00 0.00 0.00 1682 -0.47 -5.41 0.00 TOP : SMAX= -0.56 SMIN= -5.90 TMAX= 2.67 ANGLE= 0.2 BOTT: SMAX= -0.39 SMIN= -4.91 TMAX= 2.26 ANGLE= -0.3
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Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 20
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB JOINT 0.00 0.01 0.00 0.00 0.00 1802 -0.38 -5.40 0.00 TOP : SMAX= -0.44 SMIN= -5.73 TMAX= 2.64 ANGLE= 0.2 BOTT: SMAX= -0.33 SMIN= -5.08 TMAX= 2.38 ANGLE= -0.2 JOINT 0.00 0.01 0.00 0.00 0.00 1801 -0.38 -5.40 0.00 TOP : SMAX= -0.44 SMIN= -5.73 TMAX= 2.64 ANGLE= -0.2 BOTT: SMAX= -0.33 SMIN= -5.08 TMAX= 2.38 ANGLE= 0.2 2 0.00 1.37 -0.16 -0.96 0.00 194.69 130.10 125.15 -5.41 0.00 224.69 144.43 TOP : SMAX= 105.88 SMIN= -118.81 TMAX= 112.34 ANGLE= 0.0 BOTT: SMAX= 144.43 SMIN= 108.00 TMAX= 18.22 ANGLE= 0.0 JOINT 0.00 1.37 -0.17 -1.03 -0.01 1681 122.19 -5.50 0.19 TOP : SMAX= 101.52 SMIN= -127.18 TMAX= 114.35 ANGLE= -0.4 BOTT: SMAX= 143.01 SMIN= 116.04 TMAX= 13.49 ANGLE= 4.1 JOINT 0.00 1.37 -0.17 -1.03 0.01 1682 122.19 -5.50 -0.19 TOP : SMAX= 101.52 SMIN= -127.18 TMAX= 114.35 ANGLE= 0.4 BOTT: SMAX= 143.01 SMIN= 116.04 TMAX= 13.49 ANGLE= -4.1 JOINT 0.00 1.37 -0.15 -0.89 0.01 1802 128.12 -5.31 -0.19 TOP : SMAX= 110.25 SMIN= -110.46 TMAX= 110.36 ANGLE= 0.4 BOTT: SMAX= 146.07 SMIN= 99.75 TMAX= 23.16 ANGLE= -2.4 JOINT 0.00 1.37 -0.15 -0.89 -0.01 1801 128.12 -5.31 0.19 TOP : SMAX= 110.25 SMIN= -110.46 TMAX= 110.36 ANGLE= -0.4 BOTT: SMAX= 146.07 SMIN= 99.75 TMAX= 23.16 ANGLE= 2.4 1801 1 0.00 0.02 0.00 0.00 0.00 4.40 3.85 -0.16 -4.20 0.00 4.50 3.91 TOP : SMAX= -0.21 SMIN= -4.50 TMAX= 2.15 ANGLE= 0.0 BOTT: SMAX= -0.11 SMIN= -3.91 TMAX= 1.90 ANGLE= 0.0 JOINT 0.00 0.02 0.00 0.00 0.00 1801 -0.18 -4.21 0.00 TOP : SMAX= -0.25 SMIN= -4.64 TMAX= 2.19 ANGLE= -0.3 BOTT: SMAX= -0.11 SMIN= -3.77 TMAX= 1.83 ANGLE= 0.5 JOINT 0.00 0.02 0.00 0.00 0.00 1802 -0.18 -4.21 0.00 TOP : SMAX= -0.25 SMIN= -4.64 TMAX= 2.19 ANGLE= 0.3 BOTT: SMAX= -0.11 SMIN= -3.77 TMAX= 1.83 ANGLE= -0.5 JOINT 0.00 0.02 0.00 0.00 0.00 1922 -0.13 -4.20 0.00 TOP : SMAX= -0.16 SMIN= -4.37 TMAX= 2.10 ANGLE= 0.3 BOTT: SMAX= -0.10 SMIN= -4.04 TMAX= 1.97 ANGLE= -0.4
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Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 21
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB JOINT 0.00 0.02 0.00 0.00 0.00 1921 -0.13 -4.20 0.00 TOP : SMAX= -0.16 SMIN= -4.37 TMAX= 2.10 ANGLE= -0.3 BOTT: SMAX= -0.10 SMIN= -4.04 TMAX= 1.97 ANGLE= 0.4 2 0.00 2.52 -0.13 -0.74 0.00 175.33 122.10 125.24 -4.20 0.00 202.17 140.14 TOP : SMAX= 110.35 SMIN= -91.82 TMAX= 101.09 ANGLE= 0.0 BOTT: SMAX= 140.14 SMIN= 83.41 TMAX= 28.36 ANGLE= 0.0 JOINT 0.00 2.52 -0.15 -0.87 -0.03 1801 128.06 -4.24 0.08 TOP : SMAX= 110.62 SMIN= -107.12 TMAX= 108.87 ANGLE= -0.8 BOTT: SMAX= 145.76 SMIN= 98.37 TMAX= 23.69 ANGLE= 3.9 JOINT 0.00 2.52 -0.15 -0.87 0.03 1802 128.06 -4.24 -0.08 TOP : SMAX= 110.62 SMIN= -107.12 TMAX= 108.87 ANGLE= 0.8 BOTT: SMAX= 145.76 SMIN= 98.37 TMAX= 23.69 ANGLE= -3.9 JOINT 0.00 2.52 -0.10 -0.61 0.03 1922 122.43 -4.17 -0.08 TOP : SMAX= 110.17 SMIN= -76.62 TMAX= 93.39 ANGLE= 0.9 BOTT: SMAX= 134.90 SMIN= 68.08 TMAX= 33.41 ANGLE= -2.8 JOINT 0.00 2.52 -0.10 -0.61 -0.03 1921 122.43 -4.17 0.08 TOP : SMAX= 110.17 SMIN= -76.61 TMAX= 93.39 ANGLE= -0.9 BOTT: SMAX= 134.90 SMIN= 68.08 TMAX= 33.41 ANGLE= 2.8 1921 1 0.00 0.02 0.00 0.00 0.00 3.17 2.93 0.08 -3.00 0.00 3.19 2.98 TOP : SMAX= 0.06 SMIN= -3.13 TMAX= 1.60 ANGLE= 0.0 BOTT: SMAX= 0.10 SMIN= -2.87 TMAX= 1.49 ANGLE= 0.0 JOINT 0.00 0.02 0.00 0.00 0.00 1921 0.07 -3.00 0.00 TOP : SMAX= 0.02 SMIN= -3.27 TMAX= 1.65 ANGLE= -0.5 BOTT: SMAX= 0.12 SMIN= -2.73 TMAX= 1.43 ANGLE= 0.6 JOINT 0.00 0.02 0.00 0.00 0.00 1922 0.07 -3.00 0.00 TOP : SMAX= 0.02 SMIN= -3.27 TMAX= 1.65 ANGLE= 0.5 BOTT: SMAX= 0.12 SMIN= -2.73 TMAX= 1.43 ANGLE= -0.6 JOINT 0.00 0.02 0.00 0.00 0.00 2042 0.09 -3.00 0.00 TOP : SMAX= 0.10 SMIN= -3.00 TMAX= 1.55 ANGLE= 0.5 BOTT: SMAX= 0.09 SMIN= -3.01 TMAX= 1.55 ANGLE= -0.6 JOINT 0.00 0.02 0.00 0.00 0.00 2041 0.09 -3.00 0.00 TOP : SMAX= 0.10 SMIN= -3.00 TMAX= 1.55 ANGLE= -0.5 BOTT: SMAX= 0.09 SMIN= -3.01 TMAX= 1.55 ANGLE= 0.6
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Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 22
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB 2 0.00 2.69 -0.08 -0.45 0.00 143.15 108.54 115.50 -3.00 0.00 162.75 124.56 TOP : SMAX= 106.44 SMIN= -56.31 TMAX= 81.37 ANGLE= 0.0 BOTT: SMAX= 124.56 SMIN= 50.30 TMAX= 37.13 ANGLE= 0.0 JOINT 0.00 2.69 -0.10 -0.59 -0.03 1921 122.31 -2.98 -0.04 TOP : SMAX= 110.55 SMIN= -72.62 TMAX= 91.58 ANGLE= -1.1 BOTT: SMAX= 134.30 SMIN= 66.42 TMAX= 33.94 ANGLE= 2.8 JOINT 0.00 2.69 -0.10 -0.59 0.03 1922 122.31 -2.98 0.04 TOP : SMAX= 110.55 SMIN= -72.62 TMAX= 91.58 ANGLE= 1.1 BOTT: SMAX= 134.30 SMIN= 66.42 TMAX= 33.94 ANGLE= -2.8 JOINT 0.00 2.69 -0.05 -0.31 0.03 2042 108.69 -3.02 0.04 TOP : SMAX= 102.47 SMIN= -40.15 TMAX= 71.31 ANGLE= 1.4 BOTT: SMAX= 115.12 SMIN= 33.88 TMAX= 40.62 ANGLE= -2.3 JOINT 0.00 2.69 -0.05 -0.31 -0.03 2041 108.69 -3.02 -0.04 TOP : SMAX= 102.47 SMIN= -40.15 TMAX= 71.31 ANGLE= -1.4 BOTT: SMAX= 115.12 SMIN= 33.88 TMAX= 40.62 ANGLE= 2.3 2041 1 0.00 0.02 0.00 0.00 0.00 1.97 1.98 0.31 -1.80 0.00 2.10 2.11 TOP : SMAX= 0.31 SMIN= -1.79 TMAX= 1.05 ANGLE= 0.0 BOTT: SMAX= 0.30 SMIN= -1.81 TMAX= 1.06 ANGLE= 0.0 JOINT 0.00 0.02 0.00 0.00 0.00 2041 0.30 -1.80 0.00 TOP : SMAX= 0.28 SMIN= -1.90 TMAX= 1.09 ANGLE= -0.5 BOTT: SMAX= 0.31 SMIN= -1.70 TMAX= 1.01 ANGLE= 0.7 JOINT 0.00 0.02 0.00 0.00 0.00 2042 0.30 -1.80 0.00 TOP : SMAX= 0.28 SMIN= -1.90 TMAX= 1.09 ANGLE= 0.5 BOTT: SMAX= 0.31 SMIN= -1.70 TMAX= 1.01 ANGLE= -0.7 JOINT 0.00 0.02 0.00 0.00 0.00 2162 0.32 -1.80 0.00 TOP : SMAX= 0.33 SMIN= -1.69 TMAX= 1.01 ANGLE= 0.6 BOTT: SMAX= 0.30 SMIN= -1.92 TMAX= 1.11 ANGLE= -0.6 JOINT 0.00 0.02 0.00 0.00 0.00 2161 0.32 -1.80 0.00 TOP : SMAX= 0.33 SMIN= -1.69 TMAX= 1.01 ANGLE= -0.6 BOTT: SMAX= 0.30 SMIN= -1.92 TMAX= 1.11 ANGLE= 0.6 2 0.00 2.09 -0.03 -0.19 0.00 109.84 94.99 99.73 -1.80 0.00 119.79 103.47 TOP : SMAX= 95.99 SMIN= -23.81 TMAX= 59.90 ANGLE= 0.0 BOTT: SMAX= 103.47 SMIN= 20.20 TMAX= 41.63 ANGLE= 0.0
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Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 23
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB JOINT 0.00 2.09 -0.05 -0.29 -0.02 2041 108.62 -1.73 -0.15 TOP : SMAX= 102.78 SMIN= -36.45 TMAX= 69.61 ANGLE= -1.1 BOTT: SMAX= 114.59 SMIN= 32.86 TMAX= 40.86 ANGLE= 1.7 JOINT 0.00 2.09 -0.05 -0.29 0.02 2042 108.62 -1.73 0.15 TOP : SMAX= 102.78 SMIN= -36.45 TMAX= 69.61 ANGLE= 1.1 BOTT: SMAX= 114.59 SMIN= 32.86 TMAX= 40.86 ANGLE= -1.7 JOINT 0.00 2.09 -0.01 -0.08 0.02 2162 90.84 -1.88 0.15 TOP : SMAX= 89.33 SMIN= -11.30 TMAX= 50.31 ANGLE= 1.6 BOTT: SMAX= 92.50 SMIN= 7.40 TMAX= 42.55 ANGLE= -1.7 JOINT 0.00 2.09 -0.01 -0.08 -0.02 2161 90.84 -1.88 -0.15 TOP : SMAX= 89.33 SMIN= -11.30 TMAX= 50.31 ANGLE= -1.6 BOTT: SMAX= 92.50 SMIN= 7.40 TMAX= 42.55 ANGLE= 1.7 2161 1 0.00 0.01 0.00 0.00 0.00 0.95 1.01 0.53 -0.60 0.00 1.10 1.16 TOP : SMAX= 0.54 SMIN= -0.56 TMAX= 0.55 ANGLE= 0.0 BOTT: SMAX= 0.52 SMIN= -0.64 TMAX= 0.58 ANGLE= 0.0 JOINT 0.00 0.01 0.00 0.00 0.00 2161 0.52 -0.60 0.00 TOP : SMAX= 0.52 SMIN= -0.60 TMAX= 0.56 ANGLE= -0.4 BOTT: SMAX= 0.52 SMIN= -0.60 TMAX= 0.56 ANGLE= 0.5 JOINT 0.00 0.01 0.00 0.00 0.00 2162 0.52 -0.60 0.00 TOP : SMAX= 0.52 SMIN= -0.60 TMAX= 0.56 ANGLE= 0.4 BOTT: SMAX= 0.52 SMIN= -0.60 TMAX= 0.56 ANGLE= -0.5 JOINT 0.00 0.01 0.00 0.00 0.00 2282 0.54 -0.60 0.00 TOP : SMAX= 0.55 SMIN= -0.52 TMAX= 0.54 ANGLE= 0.4 BOTT: SMAX= 0.53 SMIN= -0.68 TMAX= 0.60 ANGLE= -0.5 JOINT 0.00 0.01 0.00 0.00 0.00 2281 0.54 -0.60 0.00 TOP : SMAX= 0.55 SMIN= -0.52 TMAX= 0.54 ANGLE= -0.4 BOTT: SMAX= 0.53 SMIN= -0.68 TMAX= 0.60 ANGLE= 0.5 2 0.00 0.84 0.00 -0.03 0.00 82.80 80.70 81.40 -0.60 0.00 84.61 81.94 TOP : SMAX= 80.87 SMIN= -3.75 TMAX= 42.31 ANGLE= 0.0 BOTT: SMAX= 81.94 SMIN= 2.54 TMAX= 39.70 ANGLE= 0.0 JOINT 0.00 0.84 -0.01 -0.07 -0.01 2161 90.90 -0.47 -0.25 TOP : SMAX= 89.52 SMIN= -8.70 TMAX= 49.11 ANGLE= -0.8 BOTT: SMAX= 92.30 SMIN= 7.73 TMAX= 42.29 ANGLE= 0.5
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Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 24
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB JOINT 0.00 0.84 -0.01 -0.07 0.01 2162 90.90 -0.47 0.25 TOP : SMAX= 89.52 SMIN= -8.70 TMAX= 49.11 ANGLE= 0.8 BOTT: SMAX= 92.30 SMIN= 7.73 TMAX= 42.29 ANGLE= -0.5 JOINT 0.00 0.84 0.00 0.02 0.01 2282 71.91 -0.73 0.25 TOP : SMAX= 72.26 SMIN= 1.17 TMAX= 35.54 ANGLE= 1.1 BOTT: SMAX= 71.59 SMIN= -2.66 TMAX= 37.12 ANGLE= -0.6 JOINT 0.00 0.84 0.00 0.02 -0.01 2281 71.91 -0.73 -0.25 TOP : SMAX= 72.26 SMIN= 1.17 TMAX= 35.54 ANGLE= -1.1 BOTT: SMAX= 71.59 SMIN= -2.66 TMAX= 37.12 ANGLE= 0.6 2280 1 0.00 0.01 0.00 0.00 0.00 0.95 1.01 0.53 -0.60 0.00 1.10 1.16 TOP : SMAX= 0.54 SMIN= -0.56 TMAX= 0.55 ANGLE= 0.0 BOTT: SMAX= 0.52 SMIN= -0.64 TMAX= 0.58 ANGLE= 0.0 JOINT 0.00 0.01 0.00 0.00 0.00 2280 0.52 -0.60 0.00 TOP : SMAX= 0.52 SMIN= -0.60 TMAX= 0.56 ANGLE= -0.4 BOTT: SMAX= 0.52 SMIN= -0.60 TMAX= 0.56 ANGLE= 0.5 JOINT 0.00 0.01 0.00 0.00 0.00 2161 0.52 -0.60 0.00 TOP : SMAX= 0.52 SMIN= -0.60 TMAX= 0.56 ANGLE= 0.4 BOTT: SMAX= 0.52 SMIN= -0.60 TMAX= 0.56 ANGLE= -0.5 JOINT 0.00 0.01 0.00 0.00 0.00 2281 0.54 -0.60 0.00 TOP : SMAX= 0.55 SMIN= -0.52 TMAX= 0.54 ANGLE= 0.4 BOTT: SMAX= 0.53 SMIN= -0.68 TMAX= 0.60 ANGLE= -0.5 JOINT 0.00 0.01 0.00 0.00 0.00 2400 0.54 -0.60 0.00 TOP : SMAX= 0.55 SMIN= -0.52 TMAX= 0.54 ANGLE= -0.4 BOTT: SMAX= 0.53 SMIN= -0.68 TMAX= 0.60 ANGLE= 0.5 2 0.00 0.84 0.00 -0.03 0.00 82.80 80.70 81.40 -0.60 0.00 84.61 81.94 TOP : SMAX= 80.87 SMIN= -3.75 TMAX= 42.31 ANGLE= 0.0 BOTT: SMAX= 81.94 SMIN= 2.54 TMAX= 39.70 ANGLE= 0.0 JOINT 0.00 0.84 -0.01 -0.07 -0.01 2280 90.90 -0.47 -0.25 TOP : SMAX= 89.52 SMIN= -8.70 TMAX= 49.11 ANGLE= -0.8 BOTT: SMAX= 92.30 SMIN= 7.73 TMAX= 42.29 ANGLE= 0.5 JOINT 0.00 0.84 -0.01 -0.07 0.01 2161 90.90 -0.47 0.25 TOP : SMAX= 89.52 SMIN= -8.70 TMAX= 49.11 ANGLE= 0.8 BOTT: SMAX= 92.30 SMIN= 7.73 TMAX= 42.29 ANGLE= -0.5
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Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 25
ELEMENT STRESSES FORCE,LENGTH UNITS= MTON MET ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB JOINT 0.00 0.84 0.00 0.02 0.01 2281 71.91 -0.73 0.25 TOP : SMAX= 72.26 SMIN= 1.17 TMAX= 35.54 ANGLE= 1.1 BOTT: SMAX= 71.59 SMIN= -2.66 TMAX= 37.12 ANGLE= -0.6 JOINT 0.00 0.84 0.00 0.02 -0.01 2400 71.91 -0.73 -0.25 TOP : SMAX= 72.26 SMIN= 1.17 TMAX= 35.54 ANGLE= -1.1 BOTT: SMAX= 71.59 SMIN= -2.66 TMAX= 37.12 ANGLE= 0.6 **** MAXIMUM STRESSES AMONG SELECTED PLATES AND CASES **** MAXIMUM MINIMUM MAXIMUM MAXIMUM MAXIMUM PRINCIPAL PRINCIPAL SHEAR VONMISES TRESCA STRESS STRESS STRESS STRESS STRESS 2.240361E+02 -2.694692E+02 1.149580E+02 1.946927E+02 2.246876E+02 PLATE NO. 1 1 1561 1681 1681 CASE NO. 2 2 2 2 2 ********************END OF ELEMENT FORCES******************** 99. FINISH
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Thursday, June 10, 2010, 08:58 PM
STAAD SPACE -- PAGE NO. 26
*********** END OF THE STAAD.Pro RUN *********** **** DATE= JUN 10,2010 TIME= 20:58: 4 **** ************************************************************ * For questions on STAAD.Pro, please contact * * Research Engineers Offices at the following locations * * * * Telephone Email * * USA: +1 (714)974-2500 [email protected] * * CANADA +1 (905)632-4771 [email protected] * * CANADA +1 (604)629 6087 [email protected] * * UK +44(1454)207-000 [email protected] * * FRANCE +33(0)1 64551084 [email protected] * * GERMANY +49/931/40468-71 [email protected] * * NORWAY +47 67 57 21 30 [email protected] * * SINGAPORE +65 6225-6158 [email protected] * * INDIA +91(033)4006-2021 [email protected] * * JAPAN +81(03)5952-6500 [email protected] * * CHINA +86(411)363-1983 [email protected] * * THAILAND +66(0)2645-1018/19 [email protected] * * * * North America [email protected] * * Europe [email protected] * * Asia [email protected] * ************************************************************
Page 26 of 27D:\Pooja Engineers\TRIVENI\BHEL UKAI\CW Reator Clarifier\STAAD FILE\PT CLARIFIER.anl
Gujarat State Electricity
Corporation Ltd. UKAI TPS ‐ PT Plant Package Page
Triveni Engineering & Industries Ltd.
Design Calculation for Reactor Clarifier Issue : Rev.0
ATTACHMENT #2
MECHANICAL GA DWG
Gujarat State Electricity
Corporation Ltd. UKAI TPS ‐ PT Plant Package Page
Triveni Engineering & Industries Ltd.
Design Calculation for Reactor Clarifier Issue : Rev.0
ATTACHMENT #3
STRUCTURAL DRAWINGS