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)

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MANISH

Text Box

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

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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.

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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

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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

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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

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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

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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

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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

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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"

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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

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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

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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

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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"

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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.

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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

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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

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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


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


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


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


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


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


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


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


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


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


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





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


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




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




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




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




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




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




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




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




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




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




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




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




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




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




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




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




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




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




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




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




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




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




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




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




*********** 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] * ************************************************************






ATTACHMENT #2

MECHANICAL GA DWG





ATTACHMENT #3

STRUCTURAL DRAWINGS

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Ukai - Reactor Clarifier Design

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