Information Client / Projet : Signataires du Contrat: Note de Calcul Mécanique des Réservoirs Eau Brute 90GAD10BB001/002 POWER Centrales CENTRALE A CYCLE COMBINE DE GHANNOUCH Espace réservé aux tampons (Revue et validation du document - si nécessaire) : Date d'Arrivée: Référence N° de Classement STEG: Historique des Révisions Rev. A B Description de la Dernière Révision C Mise à Jour Remplace Echelle Numérotation ALSTOM GHN 90 M-------K11 DC 002 C Responsable Dépt Auteur Vérifié Par: Approuvé par Format IET BSW MS IET A4 Origine du Document Type de Document Statut du Document Note de Calcul FA Tit S Tit N é d'id tifi ti Date Auteur Vérifié par Approuvé par Description / Modification BSW MS IET Emis pour Approbation 1 x 400 MW 08/05/2009 19/06/2009 BSW MS IET Mise à Jour Titre, Sous Titre Numéro d'identification GHN 90 M-------K11 DC 002 C Rev. Date Lang. Page C 13/09/2009 Fr./En. 1/ 36 Note de Calcul Mécanique des Réservoirs Eau Brute 90GAD10BB001/002 Réservoirs Eau Brute GHN 90 M-------K11 DC 002 C Page 1 sur 36
36
Embed
B-2- Note de Calcul Mécanique Eau Brute 90GAD10BB001002 (GHN 90 M-------K11 DC 002 C)
This document is posted to help you gain knowledge. Please leave a comment to let me know what you think about it! Share it to your friends and learn new things together.
Transcript
Information Client / Projet :
Signataires du Contrat:
Note de Calcul Mécanique des Réservoirs Eau Brute 90GAD10BB001/002
POWER Centrales
CENTRALE A CYCLE COMBINE DE GHANNOUCH
Espace réservé aux tampons (Revue et validation du document - si nécessaire) :
Date d'Arrivée: Référence N° de ClassementSTEG:
Historique des RévisionsRev.
AB
Description de la Dernière RévisionC Mise à Jour
Remplace Echelle Numérotation ALSTOMGHN 90 M-------K11 DC 002 C
Responsable Dépt Auteur Vérifié Par: Approuvé par FormatIET BSW MS IET A4Origine du Document Type de Document Statut du Document
Note de Calcul FATit S Tit N é d'id tifi ti
Date Auteur Vérifié par Approuvé par Description / ModificationBSW MS IET Emis pour Approbation
1 x 400 MW
08/05/200919/06/2009 BSW MS IET Mise à Jour
Titre, Sous Titre Numéro d'identificationGHN 90 M-------K11 DC 002 CRev. Date Lang. PageC 13/09/2009 Fr./En. 1/ 36
Note de Calcul Mécanique des Réservoirs Eau Brute 90GAD10BB001/002
Réservoirs Eau Brute
GHN 90 M-------K11 DC 002 C Page 1 sur 36
Ref.: GHN 90 M-------K11 DC 002 C Page 2 / 36
1 PAGE DE GARDE (COVER PAGE)2 SOMMAIRE (SUMMARY)3 1- Objet (Subject)3 2- Documents de Référence & Standards (Reference Standards & Documents)3 3- Paramètres de Conception (Design Parameters)4 4- Vérification des Epaisseurs des Viroles (Shell Thickness Check)8 5- Vérification Epaisseur Fond (Bottom Thickness Check)9 6- Vérification Epaisseur Tôle Marginale (Annular Bottom Plate Thickness Check)11 7- Vérification Epaisseur Tôle Toit (Roof Plate Thickness Check)12 8- Vérification Non-Nécessité Poutre Intermédiaire (Intermediate Wind Girder Requirements Check)14 9- Vérification Event Central (Check of Central Vent) 15 10- Analyse Sismique (Seismic Analysis)21 11- Analyse de la Stabilité Sous l'Effet du Vent (Stability Check Under Wind Load)22 12- Vérification des Ancrages (Anchorage Check)27 13- Dimensionnement la Charpente du Toit (Check of Roof Structure)
SOCIETE TUNISIENNE DE L'ELECTRICITE ET DU GAZCENTRALE A CYCLE COMBINE DE GHANNOUCH 1 x 400 MW
Note de Calcul Mécanique des RéservoirsEau Brute 90GAD10BB001/002
SOMMAIRE (SUMMARY)
27 13- Dimensionnement la Charpente du Toit (Check of Roof Structure)
Réservoirs Eau Brute
GHN 90 M-------K11 DC 002 C Page 2 sur 36
Ref.: GHN 90 M-------K11 DC 002 C Page 3 / 36
1- OBJET (SUBJECT)L'objectif de ce document est de vérifier les différents Eléments de deux réservoirs Eau Brute.L'analyse couvrira les différents éléments du réservoir: Robe, Tôle Toit, Tôle Bordure/Fond, Raidisseur, Ancrage & Charpente du Toit.The Objective of this documents is to check the different components of two Raw Water Tanks .The analysis covers the differents components of Tanks: Shell, Roof Plate, Bottom & Annular Bottom Plate,Wind Girder, Anchorage and Roof Structure .
2- DOCUMENTS DE REFERENCE & STANDARDS (REFERENCE STANDARDS & DOCUMENTS)2-1- DOCUMENTS DE REFERENCE (REFERENCE DOCUMENTS)
Datasheet des Réservoirs Eau Brute 90GAD10BB001/002 GHN/99/M/G02-------/DS/502/APlan guide réservoir d’eau brute GHN99MG02-------EA005APlan guide réservoir d’eau brute GHN99MG02-------EA006AListe des Codes et Norme GHN00M-------PMFNA131AEquipment Technical Dossier: Miscellaneous Storage Tanks GHN90M-------K11DL100BMiscellaneous Storage Tanks GHN90M-------K11ES001BEquipment General Technical Requirements GHN00M--------MEES500APiping Class Manual GHN00M GS140D
SOCIETE TUNISIENNE DE L'ELECTRICITE ET DU GAZCENTRALE A CYCLE COMBINE DE GHANNOUCH 1 x 400 MW
Note de Calcul Mécanique des RéservoirsEau Brute 90GAD10BB001/002
Piping Class Manual GHN00M--------GS140DSpécification Générale Peinture GHN00M----------GS120A
2-2- STANDARDS DE REFERENCE (REFERENCE STANDARDS)API650: Welded Steel Tanks for Oil StorageAPI RP2000: Venting Atmospheric and Low-Pressure Storage Tanks Nonrefrigerated and RefrigeratedAISI T-192: Steel Plate Engineering Data Series - Useful Information - Design of Plate Structures, Volume I & IIAISC 360-05: Specification for Structural Steel Buildings
3- PARAMETRES DE CONCEPTION (DESIGN PARAMETERS)
Température Maximale (Maximum Temperature) 50°CTempérature Minimale (Minimum Temperature) -5°CPression Interne (Internal Pressure) NAPression Externe (External Pressure) NACharge d'Exploitation sur Toit (Live Load on Roof) 200kg/m²Vitesse du Vent (Wind Velocity) 180km/hAccélération Sismique (Seismic Acceleration) 0.1gMatière Robe (Shell Material) A283 GR CMatière Fond (Bottom Material) A283 GR CMatière Tôle Toit (Roof Plate Material) A283 GR CMatière Charpente (Roof Structure Material) S235JR
Réservoirs Eau Brute
GHN 90 M-------K11 DC 002 C Page 3 sur 36
4- Vérification des Epaisseurs des Viroles (Shell Thickness Check)
1 <-G: Design Specific Gravity3 <-Cs: Shell Corrosion Allowance (mm)
50 <-Tmax: Maximum Operating Temperature (°C)-5 <-Tmin: Minimum Operating Temperature (°C)
2.5 <-P: Design Pressure (kPa)
Shell Courses Definition6 <-n: Number of Shell Courses
No.Corro AllowCsi
1 32 33 34 35 36 37 38 39101112
ASTM A283 GR C [Killled Or Semikilled]ASTM A283 GR C [Killled Or Semikilled]ASTM A283 GR C [Killled Or Semikilled]
Material Designation
ASTM A283 GR C [Killled Or Semikilled]ASTM A283 GR C [Killled Or Semikilled]ASTM A283 GR C [Killled Or Semikilled]ASTM A283 GR C [Killled Or Semikilled]ASTM A283 GR C [Killled Or Semikilled]
2.48 8
9
2.2 62.2 8
2.48 82.5 6
Shell Course HeightZi (m)
2.2 10
Nominal Shell Thickness
tsi (mm)
2.2 82.2
Z1Z2
ZiZn
H1=
Hm
H2
Hi
Hn
Hm
ts2
tsi
tsn
ts1
Réservoirs Eau Brute
GHN 90 M-------K11 DC 002 C Page 4 sur 36
Check of 1-Foot Method Applicability
D ≤ 60m OK
Check of Maximum Design Pressure
P ≤ 18kPa OK
Allowable Stresses ComputationS d = Value From Table 3.2 [If T max <=90°C]Sd = 2/3 Y x m [If T max >90°C]
600 <-rab: Distance inside shell and any lap-welded joint in the bottom (mm)60 <-pab: Outside projection outside the shell (mm)-5 <-Tmin: Minimum Operating Temperature (°C)
Check of Annular Bottom Plate Thickness90.55 <-σh: Hydrostatic Test Stress in the First Shell Course (MPa)
2 000 <-V: Tank Capacity (m3)2.5 <-Pi: Maximum Inlet Pressure (kPa)
0.25 <-Pe: Maximum Vacuum Pressure (kPa)
2 2
;2 2
i e
i e
KQ KQA MaxP P
ρ ρ⎡ ⎤= ⎢ ⎥
⎢ ⎥⎣ ⎦
150
6
Z5Z6
di
SS316MESH 0.5MM
0.25 <-Pe: Maximum Vacuum Pressure (kPa)2.5 <-K: Head Loss Coefficient1.2 <-ρ: Air Density (kg/m3)
154.08 <-di: Vent Pipe Internal Diameter (mm)
In/Out Breathing Resulting from maximum Out/In flow of liquid from the tank188.000 <-Qain: Air Inbreath Flow Rate (m3/h)188.000 <-Qaout: Air Outbreath Flow Rate (m3/h)
In/Out Breathing Resulting From Thermal Effect337.000 <-Qainth: Air Inbreath Flow Rate (m3/h)202.000 <-Qaoutth: Air Outbreath Flow Rate (m3/h)
10 ≤ V ≤ 30 000m3 OK
Maximum Out/In flow of liquid from the tank525.000 <-Qe: Maximum Inbreath Flow Rate (m3/h)390.000 <-Qi: Maximum Outbreath Flow Rate (m3/h)
0.011 <-A: Minimum Venting Area (m²)
0.019 <-An: Nominal Venting Area (m²)
An ≥ A OK
2 2
;2 2
i e
i e
KQ KQA MaxP P
ρ ρ⎡ ⎤= ⎢ ⎥
⎢ ⎥⎣ ⎦
150
6
Z5Z6
di
SS316MESH 0.5MM
Réservoirs Eau Brute
GHN 90 M-------K11 DC 002 C Page 14 sur 36
10- Analyse Sismique (Seismic Analysis)Mechanically Anchored Tank
Geometric Parameters14 <-D: Nominal Tank Diameter (m)
13.5 <-H: Maximum Design Product Level (m)7.66666667 <-tu: Equivalent Uniform Thickness of Tank Shell (mm)5.97705314 <-Xs: Height from Bottom of the Tank Shell to Shell Center of Gravity (m)14.0833333 <-Xr: Height from Bottom of the Tank Shell to Roof Center of Gravity (m)
6 <-ta: Corroded Thickness of the Annular Bottom Plate (mm)60 <-ra: Annular Bottom Plate Outside Projection (mm)0.7 <-Hfh: Net Free Height Between Maximum Liquid Level & Shell Top Angle (m)
Shell Plate Parameters6 <-n: Number of Shell Courses
1.25 <-I: Seismic Importance Factor (Table E-5)Class E <-Site Class (Class A/B/C/D/E)
Weight & Material Propperties Definition110 223 <-Wf: Weight of Tank Bottom (N)
21 141 850 <-Wp: Total Weight of Tank Content (N)73 605 <-Wr: Total Weight of Tank Roof (Plate, Structure, Roof Nozzle & Handrail) (N)
377 425 <-Ws: Total Weight of Tank Shell & Appurtenances (Shell, Ladder, Shell Nozzle & Platform) (N)2.5 <‐P: Internal Design Pressure (kPa)
1 <‐G: Design Specific Gravity1 000 <-ρ: Density of Fluid (kg/m3)
200 000 <-E: Elastic Modulus of Tank Material (MPa)205 <-Fy: Minimum Specified Yield Strength of Annular Bottom Plate (MPa)
Réservoirs Eau Brute
GHN 90 M-------K11 DC 002 C Page 15 sur 36
Impulsive Natural Period Computation0.96 <-H/D: Maximum Design Liquid Level To Nominal Tank Diameter Ratio6.15 <-Ci: Coefficient for Determining Impulsive Period of Tank System (Fig. E-1)
0.223 <-Ti: Natural Period of Vibration for Impulsive mode of Behavior (s)
Convective Period Computation0.58 <-Ks: Sloshing Period Coefficient
3.90 <-Tc: Natural Period of the Convective (Sloshing) Mode of Behaviour of the Liquid (s)
3.425 <-Fv: Velocity-based Site Coefficient (at 1s Period) (Table E-2)2 <-Rwc: Force Reduction Coefficient for the Convective Mode (Table E-4)4 <-TL: Regional-dependent Transition Period for longer period Ground Motion (s)
0.685 <-TS: Time Coefficient
1.5 <-K: Coefficient to Adjust the Spectral Acceleration for 5% to 0.5%0.07 <-Ac: Convective Design Response Spectrum Acceleration Coefficient (%g)
12000
Ei
iu
C HTtD
ρ
=
0.5783.68tanh
sKH
D
=⎛ ⎞⎜ ⎟⎝ ⎠
1.8c sT K D=
1 1.25 PS S=
2.5S PS S=
10.007;2.5 0.5i a Pwi wi
I IA Max QF S S If Class ER R
⎛ ⎞= ≥⎜ ⎟
⎝ ⎠
2
2.5
2.5
Sa P c L
c wcc i
S La P c L
c wc
T IKQF S if T TT R
A AT T IKQF S if T TT R
⎧ ≤⎪⎪= ≤⎨⎪ >⎪⎩
1vS
a S
F STF S
=
Réservoirs Eau Brute
GHN 90 M-------K11 DC 002 C Page 16 sur 36
Design Loads Computation16 362 226 <-Wi: Effective Impulsive Portion of the Liquid Weight (N)
5 034 222 <-Wc: Effective Convective (Sloshing) Portion of the Liquid Weight (N)
2 518 375 <-Vi: Design Base Shear due to Impulsive Component (N)
345 748 <-Vc: Design Base Shear due to Convective Component (N)
2 541 998 <-V: Total Design Base Shear (N)
Center of Action Computation (For Ring Wall Overturning Moment)5.434 <-Xi: Height From Bottom of Tank Shell to the Center of Action of Lateral Impulsive Force (m)
9.901 <-Xc: Height From Bottom of Tank Shell to the Center of Action of Lateral Convective Force (m)
Center of Action Computation (For Slab Overturning Moment)7.590 <-Xis: Height From Bottom of Tank Shell to the Center of Action of Lateral Impulsive Force (m)
10.108 <-Xcs: Height From Bottom of Tank Shell to the Center of Action of Lateral Convective Force (m)
<-Yk: Distance From Liquid Surface to Shell Course Bottom (m)<-tk: Corroded Shell Thickness (mm)<-Nik: Impulsive Hoop Membrane Force in Tank Shell (N/mm)<-Nck: Convective Hoop Membrane Force in Tank Shell (N/mm)<-Nhk: Product Hydrostatic Membrane Force (N/mm)<-σTk: Total Combined Hoop Stress in the Shell (MPa)< S : Allowable Tensile Stress For Seismic Load Case (MPa)
( ) ( )2 2rw i i i s s r r c c cM A W X W X W X A W X⎡ ⎤ ⎡ ⎤= + + +⎣ ⎦ ⎣ ⎦
( ) ( )2 2s i i is s s r r c c csM A W X W X W X A W X⎡ ⎤ ⎡ ⎤= + + +⎣ ⎦ ⎣ ⎦
0.35v a PA QF S=
1
1
k
k jj
Y H Z−
=
= −∑
k sk kt t C= −
2
22
2
8.48 0.5 tanh 0.866 1.333
5.22 0.5 1.33 & 0.750.75 0.75
2.6 1.33 & 0.75
k ki
k kik i k
i k
Y Y D DAGDH ifH H H H
Y Y DN AGD if Y DD D H
DAGD if Y DH
⎧ ⎡ ⎤⎛ ⎞ ⎛ ⎞− ≥⎪ ⎢ ⎥ ⎜ ⎟⎜ ⎟⎝ ⎠⎝ ⎠⎪ ⎢ ⎥⎣ ⎦
⎪⎡ ⎤⎪ ⎛ ⎞ ⎡ ⎤= − < <⎢ ⎥⎨ ⎜ ⎟ ⎢ ⎥⎣ ⎦⎝ ⎠⎢ ⎥⎪ ⎣ ⎦
⎪ ⎡ ⎤⎪ < ≥⎢ ⎥⎪ ⎣ ⎦⎩
4.9hk kN GY D=
( )2 3.681.85 cosh
3.68cosh
kc
ck
H YA GD
DN
HD
⎡ ⎤−⎢ ⎥⎣ ⎦=
⎡ ⎤⎢ ⎥⎣ ⎦
( )22 2hk ik ck v hk
Tkk
N N N A Nt
σ+ + +
=
1.33Tk kS S=
( )0.4v v s rF A W W= +
Réservoirs Eau Brute
GHN 90 M-------K11 DC 002 C Page 18 sur 36
Anchorage Requirement Check0.977 <-Ge: Effective Specific Gravity Including Vertical Seismic Effects
30 882 <-wa: Force Resisting Uplift in Annular Region (N/m)
1 674 <-wrs: Roof Loading Acting on Shell (N/m)
10 255 <-wt: Shell & Roof Weight Acting at Base of Shell (N/m)
8 750 <-wint: Design uplift Load due to Product Pressure (N/m)
1.93 <-J: Anchorage Ratio
J > 1.54 OK
( )1 0.4e vG G A= −
( )99 ;201.1a a y e ew Min t F HG HDG=
rrs
WwDπ
=
st rs
Ww WDπ
= +
( )( )2int1 0.4 0.4
rw
t v a
MJD w A w w
=− + −
int 4PDw =
( )2
1.273 1 0.4rwAB t v
Mw w AD
⎛ ⎞= − −⎜ ⎟⎝ ⎠
S ABU Dwπ=
( )1
1.273 11 0.4² 1000
rwc t v
Mw AD t
σ ⎛ ⎞= + +⎜ ⎟⎝ ⎠
21
21
21
1 21
83 44
83 7.5 ;0.5 442.5
c
ty
t GHDifD t
Ft GHDMin GH F if
D t
⎧≥⎪
⎪= ⎨⎛ ⎞⎪ + <⎜ ⎟⎪ ⎝ ⎠⎩
Anchor Load Computation81 832 <-wAB: Design uplift Load On Anchors per Unit Circumferential Length (N/m)
2 541 998 <-V: Total Design Base Shear (N)14 141 514 <-Mrw: Ringwall Moment (Nm)
146 <-σT1: First Shell Course Hoop Stress due To Seismic Loading & Product Weight (MPa)
2
2.5 4
42.5 4
sa P c
cf
sa P c
c
TKQF S I if TT
ATKQF S I if T
T
⎧ ⎛ ⎞≤⎪ ⎜ ⎟
⎪ ⎝ ⎠= ⎨⎛ ⎞⎪ >⎜ ⎟⎪ ⎝ ⎠⎩
0.5s fDAδ =
0.7f sH δ=
146 <-σT1: First Shell Course Hoop Stress due To Seismic Loading & Product Weight (MPa)3 599 166 <-US: Ring Wall Uplift Load due to Seismic & Dead Load (N)
2
2.5 4
42.5 4
sa P c
cf
sa P c
c
TKQF S I if TT
ATKQF S I if T
T
⎧ ⎛ ⎞≤⎪ ⎜ ⎟
⎪ ⎝ ⎠= ⎨⎛ ⎞⎪ >⎜ ⎟⎪ ⎝ ⎠⎩
0.5s fDAδ =
0.7f sH δ=
Réservoirs Eau Brute
GHN 90 M-------K11 DC 002 C Page 20 sur 36
11- Analyse de la Stabilité Sous l'Effet du Vent (Stability Check Under Wind Load)Anchored Tank
Geometric Parameters14 <-D: Nominal Tank Diameter (m)
13.5 <-H: Maximum Design Product Level (m)6 <-ta: Corroded Thickness of the Annular Bottom Plate (mm)7 <-t1: Corroded Thickness of First Shell Course (mm)
Weight & Material Propperties Definition73 605 <-Wr: Total Weight of Tank Roof (Plate, Structure, Roof Nozzle & Handrail) (N)
377 425 <-Ws: Total Weight of Tank Shell & Appurtenances (Shell, Ladder, Shell Nozzle & Platform) (N)577 882 <-WT: Total Weight of Tank (N)
1 <‐G: Design Specific Gravity180 <-V: Design Wind Speed (m/s)
Wind Overturning Moment Computation0.77 <-PC: Wind Pressure on Vertical Projected Areas of Cylindrical Surface (kPa)
1.29 <-PU: Wind Pressure Uplift on Roof Surface (kPa)
2
0.86190CVP ⎛ ⎞= ⎜ ⎟
⎝ ⎠
2
1.44190UVP ⎛ ⎞= ⎜ ⎟
⎝ ⎠
2 3
2 8C U
wHD P D PM π
= +
1 021 165 <-Mw: Wind Overturning Moment About Shell-to-Bottom Joint (Nm)
Wind Loading on Foundation1.29 <-PU: Wind Pressure Uplift on Roof Surface (kPa)
2 541 998 <-V: Total Design Base Shear (N)14 141 514 <-Mrw: Ringwall Moment (Nm)
146 <-σT1: First Shell Course Hoop Stress due To Seismic Loading & Product Weight (MPa)3 599 166 <-US: Ring Wall Uplift Load due to Seismic & Dead Load (N)
Wind Load Parameters1 021 165 <-Mw: Wind Overturning Moment About Shell-to-Bottom Joint (Nm)
ra
c
ta
h
t1e
f
k
w
dh
db
b
j
ag
1 021 165 Mw: Wind Overturning Moment About Shell to Bottom Joint (Nm)795 804 <-Fvw: Wind Upward Vertical Loading (N)145 881 <-Vw: Wind Horizontal Loading (N)
13 169 590 <-Ix: Rafter Moment of Inertia along x-axis (mm4)1 008 504 <-Iy: Rafter Moment of Inertia along y-axis (mm4)
146 329 <-Zx: Rafter Modulus About x-axis (mm3)22 165 <-Zy: Rafter Modulus About y-axis (mm3)
74 <-rx: Rafter Moment radius of Gyration along x-axis (mm)21 <-ry: Rafter Moment radius of Gyration along y-axis (mm)19 <-Wl: Rafter Unit Weight (kg/m)
Rafter Parameters Computation5 <-E: Vertical Seismic Down Load (kg/m²)
<-pi: Design Load (N/m²)<-q2i: Maximum Linear Load Applied on Rafter (N/mm)<-q1i: Minimum Linear Load Applied on Rafter (N/mm)<-q2ni: Maximum Normal Linear Load Applied on Rafter (N/mm)<-q1ni: Minimum Normal Linear Load Applied on Rafter (N/mm)<-q2ti: Maximum Compression/Tension linear load applied on Rafter (N/mm)<-q1ti: Minimum Compression/Tension Linear Load Applied on Rafter (N/mm)
Load Case Designation
pi (N/m²)
(e-2) Gravity Loads
(a) Fluid and Internal Pressure
(b) Hydrostatic Pressure
(c) Wind & Internal Pressure
(d) Wind & External Pressure
(e-1) Gravity Loads
(f) Seismic
2i
iDpqN
π= 1
c ii
D pqN
π= ( )2 2 cosni iq q α=
( )1 1 cosni iq q α=
( )2 2 sinti iq q α=
( )1 1 sinti iq q α=
Réservoirs Eau Brute
GHN 90 M-------K11 DC 002 C Page 29 sur 36
Rafter Stresses Check
No.x0i
(mm)Mbi
(Nmm)σbi
(MPa)σci
(MPa)σi
(MPa)Checkσ1i ≤ σa
1 5 026.32 -5 449 680 37.24 0.89 38.13 OK
2 3 607.01 3 905 383 26.69 0.49 27.18 OK
3 5 026.32 -4 750 095 32.46 0.78 33.24 OK
4 5 026.32 -1 043 059 7.13 0.17 7.30 OK
5 3 607.01 13 026 349 89.02 1.62 90.64 OK
6 3 607.01 8 482 675 57.97 1.06 59.03 OK
7 5 026.32 -568 196 3.88 0.09 3.98 OK
<-x0i: Abscisse of Maximum Moment (mm)<-Mbi: Maximum Moment due to Normal Loading on Rafter (Nmm)<-σbi: Rafter Bending Stress (MPa)<-σc: Rafter Compression/Tension Stress (MPa)<-σi: Rafter due to combined bending & Compression/Tension Stress (MPa)
Load Case Designation
(a) Fluid and Internal Pressure
(b) Hydrostatic Pressure
(c) Wind & Internal Pressure
(d) Wind & External Pressure
(e-1) Gravity Loads
(e-2) Gravity Loads
(f) Seismic
2 21 1 2 2
0 12 13
ni ni ni nii ni
ni ni
q q q q Lx qq q
⎡ ⎤+ += −⎢ ⎥
−⎢ ⎥⎣ ⎦
( ) ( )322 1 0 1 2 01 0 2
2 6 6ni ni i ni ni ini i
bi
q q x q q Lxq xML
− += − − +
bibi
x
MZ
σ =
( )2 1
2ti ti
ci
q q LA
σ+
=
i bi ciσ σ σ= +
Réservoirs Eau Brute
GHN 90 M-------K11 DC 002 C Page 30 sur 36
Rafter Reaction Computation & Displacement Check
No.Rvi (N)
Rhi (N)
fi (mm)
L/fiCheck
L/fi ≥ 200
1 -8 923 -19 737 7.97 801 OK
2 4 872 10 776 -6.98 915 OK
3 -7 778 -17 203 6.95 919 OK
4 -1 708 -3 778 1.53 4 186 OK
5 16 250 35 943 -23.28 274 OK
6 10 582 23 406 -15.16 421 OK
7 -930 -2 058 0.83 7 683 OK
<-Rvi: Vertical Shell Reaction (N)<-Rhi: Radial Load on Compression Ring & Shell Stiffener (N)<-fi: Maximum Rafter Displacement (mm)
Load Case Designation
(a) Fluid and Internal Pressure
(b) Hydrostatic Pressure
(c) Wind & Internal Pressure
(d) Wind & External Pressure
(e-1) Gravity Loads
(e-2) Gravity Loads
(f) Seismic
( ) ( ) ( )5 3 342 1 0 1 2 0 1 2 01 0 2 7 8
24 120 36 360ni ni i ni ni i ni ni ini i
ix x x x
q q x q q Lx q q L xq xfEI EI L EI EI
− + += − − + −
1 2
2i i
viq qR L+
= ( )1 2
3 6 sini i
hiq q LR
α⎛ ⎞= +⎜ ⎟⎝ ⎠
Réservoirs Eau Brute
GHN 90 M-------K11 DC 002 C Page 31 sur 36
Compression Ring Parameters Computation182 <-b: Compression Ring Box Height (mm)
6 050 <-Acr: Compression Ring Box Cross Section Area (mm²)
18 330 217 <-Icry: Compression Ring Box Section Moment of Inertia Along y-Axis (mm4)
309 228 <-Zcry: Compression Ring Box Section Modulus Along y-Axis (mm3)
13 <-θ: Angle Between Rafters (Deg)
630 <-Rc: Compression Ring Mean Radius (mm)
0.992 <-k2: Compression Ring Hoop Stress Deformation Factor
141 <-σcra: Allowable Stresses for Compression Ring (MPa)
( )cosrDbα
=
( )2 2 2cr cr cr crA at b t t= + −
( )( )22 2 24cr cr
cry
ba b t a tZ
− − −=
2c
cD aR −
=
360N
θ =
( ) ( )33 2 212
cr crcry
ba b t a tI
− − −=
2 21 ycr
cr c
Ik
A R= −
1.67cr
craY
σ =
Réservoirs Eau Brute
GHN 90 M-------K11 DC 002 C Page 32 sur 36
Compression Ring Stresses Check
No.Npi (N)
Mpi (Nmm)
Nmi (N)
Mmi (Nmm)
σpi (MPa)
σmi (MPa)
σcri (MPa)
Checkσcri≤σcra
1 -19 924 255 101 -20 050 -445 398 4 5 5 OK
2 10 878 -139 280 10 947 243 177 2 3 3 OK
3 -17 366 222 354 -17 476 -388 222 4 4 4 OK
4 -3 813 48 826 -3 837 -85 248 1 1 1 OK
5 36 283 -464 565 36 513 811 115 7 9 9 OK
6 23 627 -302 522 23 777 528 193 5 6 6 OK
7 -2 077 26 597 -2 090 -46 438 0 0 0 OK
<-Npi: Axial Effort Applied to Compression Ring at Point Load (N)<-Mpi: Bending Moment Applied to Compression Ring at Point Load (Nmm)<-Nmi: Axial Effort Applied to Compression Ring at Mid Point (N)<-Mmi: Bending Moment Applied to Compression Ring at Mid Point (Nmm)<-σpi: Compression Ring Bending & Axial Stress at Point Load (MPa)<-σmi: Compression Ring Bending & Axial Stress at Mid Point (MPa)<-σcri: Compression Ring Maximum Bending & Axial Stress (MPa)
Load Case Designation
(a) Fluid and Internal Pressure
(b) Hydrostatic Pressure
(c) Wind & Internal Pressure
(d) Wind & External Pressure
(e-1) Gravity Loads
(e-2) Gravity Loads
(f) Seismic
4sin2
hipi
RNθ
=⎛ ⎞⎜ ⎟⎝ ⎠
( )2sinhi
miRN
θ=
( )2 1
2 tanhi c
piR R kM
θ θ⎛ ⎞
= − −⎜ ⎟⎜ ⎟⎝ ⎠
( )21
2 sinhi c
miR R kM
θ θ⎛ ⎞
= −⎜ ⎟⎜ ⎟⎝ ⎠
pi pipi
cry cr
M NZ A
σ = +
mi mimi
cry cr
M NZ A
σ = +
( );cri pi miMaxσ σ σ=
Réservoirs Eau Brute
GHN 90 M-------K11 DC 002 C Page 33 sur 36
Shell Compression Ring Parameters
42 579 <-R2: Length of the Normal to the Roof Measured from the Verical Centerline (mm)
138 <-wh: Maximum Width of Participating Roof (mm)
87 <-wc: Maximum Width of Participating Shell (mm)
130 <-aS: L Shape Height (mm)4 720 000 <-IyS: L Shape Neutral Axis Moment of Inertia Along y-Axis (mm4)
3 000 <-AS: L Shape Section Area (mm²)94 <-XS: L Shape Neutral Position (mm)
1 075 282 <-IyRP: Roof Plate Neutral Axis Moment of Inertia Along y-Axis (mm4)
692 <-ARP: Roof Plate Section Area (mm²)
178 <-XRP: Roof Plate Neutral Position (mm)
196 <-IySP: Shell Plate Neutral Axis Moment of Inertia Along y-Axis (mm4)
( )2 2sinDRα
=
( )( )2300;0.3h r rw Min R t C= −
( )0.62c s sDw t C= −
( ) ( ) ( ) ( )33
cos ² sin ²12 12
r r h h r ryRP
t C w w t CI α α
− −= +
( )RP r r hA t C w= −
( )cos2
hRP S
wX a r
α= − +
( )3
12c s s
ySP
w t CI
−=
α
wh
wc
r
tsctrc
XRP
XSP
Réservoirs Eau Brute
GHN 90 M-------K11 DC 002 C Page 34 sur 36
261 <-ASP: Shell Plate Section Area (mm²)
132 <-XSP: Shell Plate Neutral Position (mm)
3 953 <-Aco: Shell Compression Ring Cross Section Area (mm²)
111 <-Xco: Compression Ring Plate Neutral Position (mm)
9 945 277 <-Iyco: Shell Compression Ring Moment of Inertia Along y-axis (mm4)
73 336 <-Zyco: Shell Compression Ring Section Modulus Along y-Axis (mm3)
7 000 <-R: Shell Compression Ring Mean Radius (mm)
1.000 <-k2o: Shell Compression Ring Hoop Stress Deformation Factor
141 <-σcoa: Allowable Stresses for Shell Compression Ring (MPa)
co s RP SPA A A A= + +
2DR =
1.67co
coaY
σ =
2 21 ycoo
co
Ik
A R= −
( )SP s s cA t C w= −
( )2
s sSP S
t CX a
−= +
RP RP SP SP S Sco
co
X A X A X AXA
+ +=
( ) ( ) ( )2 2 2yco yRP RP co RP ySP SP co SP yS S co SI I A X X I A X X I A X X= + − + + − + + −
<-Npoi: Axial Effort Applied to Outside Compression Ring at Point Load (N)<-Mpoi: Bending Moment Applied to Outside Compression Ring at Point Load (Nmm)<-Nmoi: Axial Effort Applied to Outside Compression Ring at Mid Point (N)<-Mmoi: Bending Moment Applied to Outside Compression Ring at Mid Point (Nmm)<-σpoi: Outside Compression Ring Bending & Axial Stress at Point Load (MPa)<-σmoi: Outside Compression Ring Bending & Axial Stress at Mid Point (MPa)<-σcoi: Outside Compression Ring Maximum Bending & Axial Stress (MPa)