| 1. CAP2 LP Ethylene [ GA View ] | 2. CAP2 LP Ethylene [ GA View ] | 3. CAP2 Propane(C3/C4) [ GA View ] | 4. CAP2 Propane(C3/C4) [ GA View ] | 5. 벽산남해화학 AMMONIA [ GA View ] | 6. 한화 AMMONIA [ GA View ] | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
|
|
|
|
|
| ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 강도계산서 조회 | 강도계산서 조회 | 강도계산서 조회 | 강도계산서 조회 | 강도계산서 조회 | 강도계산서 조회 | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| Design Data and Calculation Result | 조회 가능 메뉴 (누르세요) | |||||||||||||||||||
| No. | Description | DESIGN CODE | Containment Type | INNER OR OUTER | Shell Material | Tank Diameter (m) | Tank Height (m) | DLL (m) | Empty Weight (Ton) | Design Pressure (kPa) | Nominal Volume (m³) | Storage Volume (m³) | 2 강도계산서 | 3 Weight summary | 4 Weld Metal 용접봉 | 8 Roof Structure | 강도계산 MS-WORD  | |||
| 1 | CAP2 LP Ethylene | API 620 | FULL Containment | INNER | A553-TYPE1 | 46.300 | 16.300 | 14.500 | 381.8 | 0 | 27,443 | 24,413 | view | view | view | view | | |||
| 2 | CAP2 LP Ethylene * | API 620 | FULL Containment | Outer | A553-TYPE1 | 48.300 | 18.400 | 14.500 | 724.7 | 19.6133 | view | view | view | view | ||||||
| 3 | CAP2 Propane(C3/C4) | API 620 | FULL Containment | INNER | A537-CL2+S5 | 71.300 | 24.800 | 22.500 | 1477.9 | 0 | 99,019 | 89,836 | view | view | view | view | ||||
| 4 | CAP2 Propane(C3/C4) * | API 620 | FULL Containment | Outer | A537-CL2+S5 | 73.300 | 25.900 | 21.289 | 2369.5 | 19.62 | view | view | view | view | ||||||
| 5 | 벽산남해화학 AMMONIA | API 620 | SINGLE Containment | OUTER | A537-CL1+S5 | 43.106 | 28.502 | 0.000 | 758.5 | 6.8647 | view | view | view | view | ||||||
| 6 | 한화 AMMONIA | API 620 | SINGLE Containment | OUTER | A537-CL1 | 40.000 | 32.800 | 0.000 | 927.5 | 15.0 | view | view | view | view | ||||||
| 총 7 개 [GA 이미지] 전체조회 | ||||||||||||||||||||
myBuf[3] START = SKS_MAKE_JAVASCRIPT() GA 이미지 업로드후에 GA 모두 보여주기 (hidden div = 'fromSaveBase64' / div = 'atDiv_j_i' )
CAP2 LP Ethylene Inner Tank D= 46.300, H= 16.300 (m) / Outer D= 48.300, H= 18.400 (m), Storage Capacity = 24,413 (m³), Pg= 19.613 (KPa)
CAP2 LP Ethylene Outer Tank D= 48.300, H= 18.400 (m), Storage Capacity = 26,568 (m³)
CAP2 Propane(C3/C4) Inner Tank D= 71.300, H= 24.800 (m) / Outer D= 73.300, H= 25.900 (m), Storage Capacity = 89,836 (m³), Pg= 19.62 (KPa)
CAP2 Propane(C3/C4) Outer Tank D= 73.300, H= 25.900 (m), Storage Capacity = 89,837 (m³)
벽산남해화학 AMMONIA Outer Tank D= 43.106, H= 28.502 (m), Storage Capacity = 0 (m³)
한화 AMMONIA Outer Tank D= 40.000, H= 32.800 (m), Storage Capacity = 0 (m³)
div id='atDiv_2_0', at[0].divRPT[2] Contents 내용 = CAP2 LP Ethylene] 2.강도계산서] 229 [KB]
No.1. CAP2 LP Ethylene Inner D= 46.3, H= 16.3 (m) / Outer D= 48.3 (m), H= 18.4 (m), Storage Capacity = 24,413 (m³), Pg= 19.613 (KPa)
여기부터 Bottom Plate 시작함 BOTTOM_ANNULAR_ROPORT()
[rvBottom] = tid = 0, tdFoot[1] = 9.636 (mm), tuFoot[1] = 20.0 (mm)
4. Bottom plate and Annular plate of calculation
[RRR-START]
where,
La : Actual height of the tank associated with the particular stiffener
(Acutal distance of stiffener & stiffener or stiffener & top shell)
Tav : Average thickness of inner shell plate with corrosion, Tav =13.104 mm
Fa : Allowable Compressive Stress, 15,000 psi, Fa = 103.421 MPa
Nwave : Calculate the number of buckling waves,
No. [#4] Top Girder Size : L450x10+120x10 (CA : 1.5 mm)
No. [#3] Stiffener Ring Size : FB 150x11 (CA : 1.5 mm) b1 = 2×13.4×√(D×tc) mm
No. [#2] Stiffener Ring Size : FB 150x11 (CA : 1.5 mm) b1 = 2×13.4×√(D×tc) mm
No. [#1] Stiffener Ring Size : FB 200x11 (CA : 1.5 mm) b1 = 2×13.4×√(D×tc) mm
[RRR-END]
[RPT_RESULT[10] = BUCKLING_CALC() [
1. TANK SHELL BUCKLING CALCULATION ( EACH CASE)
at[at[0].tid].in_OR_out=[0]
[Check Condition : CASE 1 / 9], Design Pressure (100%) + Full Liquid(DLL) Pg= 0.0 (kPa), DLL = 14.5 (m), SG = 0.568, Wr = 0.0(Ton)
[Check Condition : CASE 2 / 9], Operating + Operating Pressure Pg= 0.0 (kPa), DLL = 14.5 (m), SG = 0.568, Wr = 0.0(Ton)
[Check Condition : CASE 8 / 9], Design Pressure (100%) + Lr(20psf) + 10% Snow Load Pg= 0.0 (kPa), DLL = 14.5 (m), SG = 0.568, Lr = 102(kg/m²)×A(m²)= 168.37(Ton), Wr = 168.37(Ton)
[Check Condition : CASE 9 / 9], Vacuum Pressure (-50 mmWTR) Pe= -0.5 (kPa), DLL = 0 (m), SG = 0.568, Lr = 102(kg/m²)×A(m²)= 168.37(Ton), Wr = 168.37(Ton)
[END OF RPT_RESULT[10] = BUCKLING_CALC() [
AAA k = 0 = API 650 = k = 0, dCode = 1, AAA D = 46.3 (mm), Hd[0] = 14500.0 (mm) Hd[1] = 14500.0 (mm) Ht[0] = 7782.0 mm
seisResult[1] =
[
START - [SEISMIC DESIGN 스펙트럼 그래프 그리기] [CANVAS SHOW]
<canvas name=canvasSpect id=seisDesignSpect_0> <img name=imgvasSpect id=imgsDesignSpect_0>
기상청 Magnitude 환산 Formula M = 2.0 × [Log10(Sa×980) + 1]
MMI : 수정머칼리 진도척도(Modified Mercalli Intensity(MMI) Scale) [ I ~ XII 까지 12단계 ]
MMI = 3.0 × [Log10(Sa×980) + 0.5]
[지반가속도 와 규모의 관계그래프.xlsx]
출처 : 나무위키 지진
1.[기상청] 지진표준교재
2.[기상청] 중고등교재
3.[기상청] 초등교재
END - [스펙트럼 그래프 그리기]
DEBUG START 624 dCode = [1] CLEOLE = [0] at[tid].sData[4] = [0.0] END OF DEBUG 624
DEBUG START 625 at[tid].seisResu[0] = [at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.837, S1 = 0.346, Fa = 1.0956, Fv = 2.616
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.6114x(48,788,193x5.438 + 2,665,644x6.944 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0887x(81,646,645x7.955)]2)
Mrw = 182,841,126 [N-m] = 182,841 [KN-m] = 18,645 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.6114x(48,788,193x18.392 + 2,665,644x6.944 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0887x(81,646,645x7.955)]2)
Ms = 572,221,011 [N-m] = 572,221 [KN-m] = 58,350 [Ton-m]
Wp = 135,984,333 [N] = 135,984 [KN] = 13,867 [Ton]
Wi = 48,788,193 [N] = 48,788 [KN] = 4,975 [Ton], Xi = 5.438 [m], Wi/Wp = 35.88[%]
Wc = 81,646,645 [N] = 81,647 [KN] = 8,326 [Ton], Xc = 7.955 [m], Wc/Wp = 60.04[%]
Ws = 2,665,644 [N] = 2,666 [KN] = 271.820 [Ton], Xs = 6.944 [m]
Wr = 0 [N] = 0 [KN] = 0.000 [Ton], Xr = 0 [m]
Wf = 954,285 [N] = 954 [KN] = 97.310 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 32,042,326 [N] = 32,042 [KN] = 3,267 [Ton]
Vc = 7,242,057 [N] = 7,242 [KN] = 738 [Ton]
V = √(Vi²+ Vc²) = 32,850,541 [N] = 32,851 [KN] = 3,350 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 0
Ai=0.6114[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.6034 × ( 4.0 / 7.8246²) × ( 1.5 / 1.0) = 0.0887 [g]
Av= 0.2874 [g]
] END OF DEBUG 625
6.2.4. Seismic Design Acceleration Calculation ( API 620 Annex L )
API 620 L.4.3.3 (OLE) Adjustment Factors, ( Factor I , R )
Unless specifically permitted by the regulations, the OLE design forces shall not be adjusted by
an importance factor, I, or force reduction factor, R,
Nor shall the forces be reduced by the 0,7 multiplier (1/1.4) commonly applied
to convert (CLE) Contingency Level Events to ASD methods.
해석 : API 620 L.4.3.3 (OLE) 조정계수, ( OLE I, R 에 대한 특별규정 )
규정에서 특별히 허용하지 않는 한, OLE 설계력은 중요도 계수 I 또는 힘 감소 계수 R에 의해 조정되지 않아야 합니다.
또한 (CLE) 비상 수준 이벤트를 ASD 방법으로 변환하는 데 일반적으로 적용되는 0.7 승수(1/1.4)로 힘을 줄여서는 안 됩니다.
API 620 L.4.4.2 (CLE) Definition Based on ASCE 7 Method (API 650, Annex E)
To utilize API 650, Section E.4 to define the CLE ground motion,
the following modifications shall be made based on the provisions in this annex:
1) Scaling factor, Q = 1.0 , is not applicable and may be set equal to a value of 1.0;
2) Importance factor, I = 1.0
NOTE
1. The above Rw factors are applied for CLE (or SSE) event.
For OLE (or OBE), the elastic design (R = 1.0) is used.
]
SlidingCheck =
[
6.4.8 Sliding Resistance Check / PTT-LNG Examples
4.7 Sliding Resistance
According to API 650 E. 7.6, Total design base shear (horizontal force) V , should be equal
to or smaller than the value Vs obtained as follows;
Vs = μ × (Ws + Wr + Wf + Wp + Wns + Wnr ) × (1.0 - 0.4 × Av)
Where,
Vs = Allowable base shear [N]
μ = Maximum friction coefficient for tank sliding
= tan(30°) / 1.5 = 0.3849 for OBE (According to API620 L4.2.10)
= tan(30°) / 1.0 = 0.5773 for SSE (According to API620 L4.3.3)
Ws = Weight of tank Shell Plate = 2,665,644 [N], Ws = 271.82 [Ton]
Wr = Weight of tank roof = 0 [N], Wr = 0.0 [Ton]
Wf = Weight of tank bottom = 954,285 [N], Wf = 97.31 [Ton]
Wp = Weight of liquid content = 3,619,929 [N], Wp = 369.13 [Ton]
Total Weight of Steel and Liquid Content,
Wsum = (Ws+Wr+Wf+Wp+Wns+Wnr)= 139,604 kN, Wsum = 14,235,673 [Ton]
Av(OLE) = Vertical seismic acceleration = 0.2757 [g] for OBE
Av(CLE) = Vertical seismic acceleration = 0.2874 [g] for CLE
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.5 = 0.3849 (For OLE)
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.0 = 0.577 (For CLE)
Sliding Resistance (Vs)
Vs (OLE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.3849 × 139,604 × (1.0 - 0.4 × 0.2757) = 47,808 [kN]
Vs (CLE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.577 × 139,604 × (1.0 - 0.4 × 0.2874) = 71,291 [kN]
The following table shows the results.
Table 6.4.9 Result of sliding resistance
계산결과 CLE=rvAry[0], OLE=rvAry[1], ALE=rvAry[2]
Min. yield strength of annulae plate (A553-TYPE1), Fy = 400 MPa
Design Internal Pressure, Pg = 0.0 kPa
Tank Dia. D = 46.300 (m), Tank Height Ht = 16.300(m), H = 14.5 (m), Design Liquid Level for Seismic calc,
SG = 0.568, CA = 1.5 (mm)
SEISMIC DESIGN CODE : [ API 650 Annex E / 620 Annex L / SNI-1726-2012, Fa, Fv Table 4, 5 ) ]
SITE Class : [ SE ]
SEISMIC USE GROUP : SUG = [ III ]
Table 4.8 Seismic Dedign Calculation [Inner Tank]
Where,
SITE Class : [ SE ]
SEISMIC USE GROUP : SUG = [ III ]
API 620 L4.3.9 Inner Tank Freeboard
1. OLE (Operating Level Earthquake)
δs = 0.42 × D × Af + hs (300 mm), for API 620 OLE or SUG = III
δs = 0.42 × 46,300 × 0.0503 + 300 = 1,278 (mm)
An additional shell height, hs shall be added to the calculated value above
the sloshing height as required by the governing regulations.
The minimum value of hs forthe OLE event shall be 300 mm (1 ft).
2. CLE (Contingency Level Earthquake) FOR SUG = I OR II
δs = 0.42 × D × Af
δs = 0.42 × 46,300 × 0.0591 = 1,149 (mm)
Therefore, This Tank FreeBoard(δs) is Max( OLE, CLE) = Max( 1,278, 1,149 ) = 1,278 (mm)
API 650 E.6.1.2 Center of Action for Effective Lateral Forces
반응수정계수 행복채움 블로그
반응수정계수 (response modiflcation coefflcient)는 내진설계를 하면서 붕괴방지수준(CLE) 에 대해 검토시
비탄성거동인 소성영역까지 허용하여 저감된 지진력 으로 구조검토를 하게 됩니다.
탄성은 외부로부터 받은 자극이 제거되면 물체를 원래 형상으로 복원시키려는 성질인 반면,
소성은 외부의 자극이 제거되어도 변형을 그대로 유지하려는 성질입니다.
이런 비선형적 거동을 고려할수 있도록 내진설계시 R 응답수정계수를 적용해 줍니다.
Ve: 만약 구조체가 설계 지진의 지반 운동에 대하여 완전히 탄성 거동을 하게 된다고 가정하였을때 지진력에 대해저항하는힘
V: 선형 탄성영역에서의 밑면전단력
이러한 응답수정계수는 설계시 적용할때 마다 구하기는 한계가 있으므로
기준별로 정리되어있어 필요할경우 편리하게 사용하면 됩니다.
주의하실 점은 부재의 연성으로 비탄성변형으로 인한부재력의 저감은
수평력에 대해서만 적용하며， 수직력은 적용하지 않습니다.
4. TANK CAPACITY
4.1 Liquid Levels
Note 1) This liquid level should be used for seismic design and determination of sloshing height of inner steel tank.
2) It is the liquid level of maximum operation level plus overfill protection margin (= 200 mm).
4.2 Operating Tank Capacity
Table 2-1 Tank Capasity Calculation
Tank type : Full Containment Tank Elevated Bottom slab Metal Inner Tank with Suspended Deck
]
7.2.4. Dynamic hoop stress calculation (CLE) API 620 Annex L
[TABLE 6.1]
When, D/H= 2.84 > 1.333
6.2.5. Shell Buckling (Compressive) Strength Check (CLE) API 620 Annex L
[TABLE 7.2.5.1] Ai = 0.6114[g], Ac = 0.0887[g], Av = 0.2874[g] Wp = 135984.33 [Ton], Wi = 48788.19 [Ton], Wc = 81646.65 [Ton], Ws = 271.82 [Ton], Xs = 6.944 [m]
DLL = 14500.0 m, Hd[0] = 14500.0 m, Hmm = 16300.0 m, Wr = 0.0 [Ton], Xr = 0.000 [m], XrRoof = 0.000 [m] Knuckle 반경 = [0.0 mm, Knuckle 높이(0m) + Dome 높이(0m) = 0(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.6114 [g] × 0 [kN] × 0.0(m) = 0[kN-m]
Mrw_KN = 182,841 = Mrw + Mrw_Roof = 182,841 [KN-m], Mrw_Roof = 0 [KN-m], Mrw_Roof = 182,841 × (0 / ( 135,984 + 272 )) = 0[kN-m]
Allowable Compressive Stress : Scs = 1.33 × ( tPr≤0.00667? 1,800,000 : ( tPr≤0.0175? 10,150.0+277,400: 15,000) × tPr × 0.006894757
API 620 CLE [0] Level Accelation : Ai = Fa×Ss×(I/Rwi)= 0.6114[g], Ac=0.0887[g], Av=0.2874[g], Q=0.6667, I=1.5, Rwi=1.5, Rwc=1.0
SDS=Q×Ss×Fa=0.6114[g], SD1=Q×S1×Fv=0.6034[g], Ss=0.837[g], Fa=1.0956, S1=0.346[g], Fv=2.616, Ti=0.2325[s], Tc=7.8246[s]
J=1.0979, Mrw=182,841[KN-m] , Ms=572,221[KN-m], V=32851.0[KN]
Wp=135984.333[kN] Wi=48788.193[kN] Wc=81646.645 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.837, S1 = 0.346, Fa = 1.0956, Fv = 2.616
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.6114x(48,788,193x5.438 + 2,665,644x6.944 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0887x(81,646,645x7.955)]2)
Mrw = 182,841,126 [N-m] = 182,841 [KN-m] = 18,645 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.6114x(48,788,193x18.392 + 2,665,644x6.944 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0887x(81,646,645x7.955)]2)
Ms = 572,221,011 [N-m] = 572,221 [KN-m] = 58,350 [Ton-m]
Wp = 135,984,333 [N] = 135,984 [KN] = 13,867 [Ton]
Wi = 48,788,193 [N] = 48,788 [KN] = 4,975 [Ton], Xi = 5.438 [m], Wi/Wp = 35.88[%]
Wc = 81,646,645 [N] = 81,647 [KN] = 8,326 [Ton], Xc = 7.955 [m], Wc/Wp = 60.04[%]
Ws = 2,665,644 [N] = 2,666 [KN] = 271.820 [Ton], Xs = 6.944 [m]
Wr = 0 [N] = 0 [KN] = 0.000 [Ton], Xr = 0 [m]
Wf = 954,285 [N] = 954 [KN] = 97.310 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 32,042,326 [N] = 32,042 [KN] = 3,267 [Ton]
Vc = 7,242,057 [N] = 7,242 [KN] = 738 [Ton]
V = √(Vi²+ Vc²) = 32,850,541 [N] = 32,851 [KN] = 3,350 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 0
Ai=0.6114[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.6034 × ( 4.0 / 7.8246²) × ( 1.5 / 1.0) = 0.0887 [g]
Av= 0.2874 [g]
7.2.5. Dynamic hoop stress calculation (OLE) API 620 Annex L
[TABLE 6.1]
When, D/H= 2.84 > 1.333
6.2.5. Shell Buckling (Compressive) Strength Check (OLE) API 620 Annex L
[TABLE 7.2.5.2] Ai = 0.88[g], Ac = 0.0984[g], Av = 0.2757[g] Wp = 135984.33 [Ton], Wi = 48788.19 [Ton], Wc = 81646.65 [Ton], Ws = 271.82 [Ton], Xs = 6.944 [m]
DLL = 14500.0 m, Hd[0] = 14500.0 m, Hmm = 16300.0 m, Wr = 0.0 [Ton], Xr = 0.000 [m], XrRoof = 0.000 [m] Knuckle 반경 = [0.0 mm, Knuckle 높이(0m) + Dome 높이(0m) = 0(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.88 [g] × 0 [kN] × 0.0(m) = 0[kN-m]
Mrw_KN = 257,809 = Mrw + Mrw_Roof = 257,809 [KN-m], Mrw_Roof = 0 [KN-m], Mrw_Roof = 257,809 × (0 / ( 135,984 + 272 )) = 0[kN-m]
Allowable Compressive Stress : Scs = 1.33 × ( tPr≤0.00667? 1,800,000 : ( tPr≤0.0175? 10,150.0+277,400: 15,000) × tPr × 0.006894757
API 620 OLE [1] Level Accelation : Ai = Fa×Ss = 0.88[g], Ac=0.0984[g], Av=0.2757[g], Q=0.6667, I=1.0, Rwi=1.0, Rwc=1.0
SDS=Q×Ss×Fa=0.5867[g], SD1=Q×S1×Fv=0.5131[g], Ss=0.55[g], Fa=1.6, S1=0.26[g], Fv=2.96, Ti=0.2325[s], Tc=7.8246[s]
J=1.5431, Mrw=257,809[KN-m] , Ms=816,476[KN-m], V=46814.0[KN]
Wp=135984.333[kN] Wi=48788.193[kN] Wc=81646.645 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.55, S1 = 0.26, Fa = 1.6, Fv = 2.96
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.88x(48,788,193x5.438 + 2,665,644x6.944 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0984x(81,646,645x7.955)]2)
Mrw = 257,809,274 [N-m] = 257,809 [KN-m] = 26,289 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.88x(48,788,193x18.392 + 2,665,644x6.944 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0984x(81,646,645x7.955)]2)
Ms = 816,476,024 [N-m] = 816,476 [KN-m] = 83,257 [Ton-m]
Wp = 135,984,333 [N] = 135,984 [KN] = 13,867 [Ton]
Wi = 48,788,193 [N] = 48,788 [KN] = 4,975 [Ton], Xi = 5.438 [m], Wi/Wp = 35.88[%]
Wc = 81,646,645 [N] = 81,647 [KN] = 8,326 [Ton], Xc = 7.955 [m], Wc/Wp = 60.04[%]
Ws = 2,665,644 [N] = 2,666 [KN] = 271.820 [Ton], Xs = 6.944 [m]
Wr = 0 [N] = 0 [KN] = 0.000 [Ton], Xr = 0 [m]
Wf = 954,285 [N] = 954 [KN] = 97.310 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 46,119,147 [N] = 46,119 [KN] = 4,703 [Ton]
Vc = 8,034,030 [N] = 8,034 [KN] = 819 [Ton]
V = √(Vi²+ Vc²) = 46,813,688 [N] = 46,814 [KN] = 4,774 [Ton] CLEOLE = 1, dCode = 1, at[tid].in_OR_out = 0
Ai=0.88[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.5131 × ( 4.0 / 7.8246²) × ( 1.0 / 1.0) = 0.0984 [g]
Av= 0.2757 [g]
Where,
div id='atDiv_3_0', at[0].divRPT[3] Contents 내용 = CAP2 LP Ethylene] 3.Weight summary] 18 [KB]| Descriptipon | SI Unit | USC Unit | ||||
| Diameter of tank inside | D = | 46300 | mm | D = | 151.903 | ft |
| Height of tank | Htank = | 16300 | mm | Htank = | 53.478 | ft |
| Radius of tank in-diameter, Rc = D / 2 | Rc = | 23150 | mm | Rc = | 75.951 | ft |
| Design liquid level | DLL = | 14500 | mm | DLL = | 47.572 | ft |
| Hydrostatic-test liquid level, HTL = 1.25 DLL × SG | HTL = | 7782 | mm | HTL = | 25.531 | ft |
| Corrosion allowance | C.A = | 1.5 | mm | C.A = | 0.059 | in |
| Min. Shell Thickness as per API 620 CODE | tMin = | 7.938 | mm | tMin = | 0.313 | inch |
| Design Temperature | DT = | -104.0 | ℃ | DT = | -155.2 | ºF |
| Design Specific Gravity(SG = 0.568), Design Density(ρ) | ρ = | 568.0 | kg/m3 | ρ = | 35.459 | lb/ft3 |
| Cross-sectional area of the tank, At = π×D²/4 | At = | 1683.65 | m2 | At = | 2,609,663 | in2 |
| Total weight of tank and its contents. | W = | 0.0 | Ton | Wr = | 0.0 | kN |
| Shell Plate Welding Joint Efficiency | E = | 1.000 | E = | 1.000 | ||
| Material of shell plate | MATL = | A553-TYPE1 | ||||
| Minimum Tensile strength (For WELD METAL) | Fu = | 689.476 | MPa | Fu = | 100,000 | psi |
| Minimum Yield strength (For WELD METAL) | Fy = | 399.896 | MPa | Fy = | 58,000 | psi |
| Allowable Stress for Design Condition [View] (Design) Sts = Min( 1/3 × Ft, 2/3 × Fy) | Sts = | 229.825 | MPa | Sts = | 33,333 | psi |
| Allowable Stress for Test Condition (Test) Sts = Min( 0.55 × Ft, 0.85 × Fy) | Sts = | 339.912 | MPa | Sts = | 49,300 | psi |
| Design internal pressure, Pg = 0 mmWTR | Pg = | 0.0 | MPa | Pg = | 0.0 | psi |
| Height from the bottom of the course under consideration to the Max. design liquid level(DLL), PL = ρ · g · Hd · 10-3 (kPa) Gravity acceleration, g = 9.80665 m/sec² | PL = | See Below 3.1.1 Table(a) | ||||
| Total pressure, P = Pg + PL | P = | See Below 3.1.1 Table(a) | ||||
| For cylindrical sidewalls of a vertical tank : as per API 620 5.10.2.5 c) Eqn. (10)(11), | ||||||
| T2 = P x Rc | T1 = Meridional (Longitudinal) unit force. (lb/in) | |||||
| T2 : Latitudinal (Circumferential) unit force. (lb/in) | ||||||
| Required shell thickness calculation : as per API 620 5.10.3.2 Eqn. (16), | ||||||
| td : Design thickness of shell. (mm) tu : Used (Selected) thickness of shell. (mm) | |||||
 S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| Design Condition : D=46.300 (m), H=16.300 (m), SG=0.568, Pg=0.0 (kPa) DLL=14.500 (m), HTL=DLL×SG×1.25 = 7.782 (m) Ht[i] = Hd[i] × SG × 1.25 API 620, FULL, INNER, Pg= 0.0 (kPa) = 0 (mmWTR) | Tank D(m)= | 46.3 | H(m)= | 16.3 | DLL(m)= | 14.5 | Shutdown and Construction Condition [ 내부압력 없는 조건 Pd: 0.0 MPa ], T1s(ShutDown) = Max. Compression (-값) 압축 1) Roof Dead Load Wr = [0.0] Ton 2) Roof Live Load LL = [0.0] Ton = Max( LL, Vacuum, SnowLoad ) 120 kg/m²× At (1683.65)m²= [0.0] Ton Total Load : (1)+(2) Wsum = [0.0] Ton Note 1) : 탱크내부에 진공압력( Vacuum Pressure 0.005 MPa)이 걸렸을 경우에는 나중에 추가 예정 2022.07.15 | |||||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (m) | Hd (m) | Ht (m) | P=Pg+PL (KPa) | T2=P×R (N/mm) |
td (mm) | tt (mm) | Used Thk. tu =Max(td,tt , tMin) (mm) | Weight (Ton) | Remark tu(input) (mm) | SKETCH | Each Wtr[n] (mm) | ∑Wtr[1~n] 누적(mm) | Remark | tc =tu-CA (mm) | Ratio t / R | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A[n] (mm²) | T1=R/2× (P-W/A) (N/mm) | T2=P×R (N/mm) | Sc = T1/tc 수직응력 (-압축,+인장) (MPa) | St = T2/tc 원주막응력 (-압축,+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fact(N) | Scs (MPa) | Sca = M×Scs (MPa) | Stress ratio SRc = Sc/Sca SRt = St/Sts SRtc < 1.0 OK | 1. ASME D.1 Sca = M×0.0625×E×tPr (MPa), E = 204,000 (MPa) 2. EN_1993 Sca = 0.0605 × E × Cx(1.0) × tPr (MPa) 3. JIS_LNG Sca = (0.25/γ1=2.25)×E×tPr (MPa) Long-Term 4. JIS_LNG Sca = (0.25/γ2=1.50)×E×tPr (MPa) Short-Term | ||
| 5 | A553-TYPE1 | 3.260 | 1.460 | 0.0 | 8.132 | 188.27 | 7.938 | 7.938 | 10.00 (＋2.06) | 37.230 | 10.0 (0.0) |
shCanvas_650[CANVAS SHOW]
|
3,260 | 8,059 | 8.5 | 0.000367 | 37.230 | 1236374 | (-) 2.510 | 188.266 | -0.295 | 22.149 | 229.825 | 0.0964 | 0.9483 | 4.557 | 4.321 | 0.068 < 1.0 OK | ASME= 4.439, EN1993= 4.532, JIS(L)= 8.323, JIS(S)= 12.484 | |||
| 4 | A553-TYPE1 | 3.260 | 4.720 | 0.0 | 26.291 | 608.64 | 7.938 | 7.938 | 11.00 (＋3.06) | 40.960 | 11.0 (0.0) | 2,469 | 4,799 | 9.5 | 0.000410 | 78.190 | 1381830 | (-) 5.272 | 608.642 | -0.555 | 64.068 | 229.825 | 0.2788 | 0.8310 | 5.093 | 4.232 | 0.131 < 1.0 OK | ASME= 4.348, EN1993= 5.065, JIS(L)= 9.302, JIS(S)= 13.952 | ||||
| 3 | A553-TYPE1 | 3.260 | 7.980 | 1.262 | 44.45 | 1029.02 | 7.938 | 7.938 | 14.00 (＋6.06) | 52.130 | 14.0 (0.0) | 1,243 | 2,330 | 12.5 | 0.000540 | 130.320 | 1818197 | (-) 8.786 | 1029.018 | -0.703 | 82.321 | 229.825 | 0.3582 | 0.7716 | 6.701 | 5.171 | 0.136 < 1.0 OK | ASME= 5.312, EN1993= 6.664, JIS(L)= 12.239, JIS(S)= 18.359 | ||||
| 2 | A553-TYPE1 | 3.260 | 11.240 | 4.522 | 62.609 | 1449.39 | 7.938 | 7.938 | 18.00 (＋10.06) | 67.030 | 18.0 (0.0) | 621 | 1,087 | 16.5 | 0.000713 | 197.350 | 2400020 | (-) 13.305 | 1449.394 | -0.806 | 87.842 | 229.825 | 0.3822 | 0.7525 | 8.846 | 6.656 | 0.121 < 1.0 OK | ASME= 6.838, EN1993= 8.797, JIS(L)= 16.156, JIS(S)= 24.233 | ||||
| 1 | A553-TYPE1 | 3.260 | 14.500 | 7.782 | 80.768 | 1869.77 | 9.636 | 7.938 | 20.00 (＋10.36) | 74.470 | 20.0 (0.0) | 466 | 466 | 18.5 | 0.000799 | 271.820 | 2690931 | (-) 18.326 | 1869.770 | -0.991 | 101.069 | 229.825 | 0.4398 | 0.7047 | 9.918 | 6.989 | 0.142 < 1.0 OK | ASME= 7.18, EN1993= 9.863, JIS(L)= 18.114, JIS(S)= 27.171 | ||||
| ∑W, Hd, Ht(m)= | 16.300 | 14.500 | 7.782 | Total Net Weight, NetWt = | 271.82 | Ton | ∑Wtr= | 8.059 | (m) | |||||||||||||||||||||||
| Total Gross Weight, GrsWt = | 288.208 | Ton | ||||||||||||||||||||||||||||||
| Equivalent Shell Nominal Thickness (평균두께 부식전) | 14.604 | mm | Without CA | |||||||||||||||||||||||||||||
| Equivalent Shell Corroded Thickness (평균두께 부식후) | 13.104 | mm | With CA | |||||||||||||||||||||||||||||
| Shell Gravity Center from Bottom,(PV Hanbook : 434 Page) Xs = (Aa+Ba+Ca...Z) / (A+B+C..Z) =6.944 [m] | 6.944 | m | ||||||||||||||||||||||||||||||
[rvBottom] = tid = 0, tdFoot[1] = 9.636 (mm), tuFoot[1] = 20.0 (mm)
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
|
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
3.5 Intermediate stiffener Calculation ( as per EN 14620-2 SEC. 5.2.1.1.2)
3.5.1) The maximum height of unstiffened side wall (Ls) (equ. 18. 10)
According to “Collapse by instability of thin cylindrical shell under external pressure”
by D. F. Windenburg and C. Trilling. Refer to Guide to STORAGE TANK & EQUIPMENT, Bob Long
The David Taylor model basin Formula is used to decide upon the pitching of the stiffeners on the tank shell.
This is taken from the work of Windenburg and Trilling (Reference 18.4), some of which is based on test work
carried out on behalf of the US Navy as far back as 1929.
3.5.2) The number of stiffeners required to stabilise the shell is given by : (equ. 18. 11)
3.5.3) Start - Summary of Inner Stiffer Rings
|
3.5.1) The maximum height of unstiffened side wall (Ls) (equ. 18. 10)
According to “Collapse by instability of thin cylindrical shell under external pressure”
by D. F. Windenburg and C. Trilling. Refer to Guide to STORAGE TANK & EQUIPMENT, Bob Long
The David Taylor model basin Formula is used to decide upon the pitching of the stiffeners on the tank shell.
This is taken from the work of Windenburg and Trilling (Reference 18.4), some of which is based on test work
carried out on behalf of the US Navy as far back as 1929.
|
Ns = (He / Ls) - 1 = (8059 / 2478) - 1 = 2.252, Ns = 3 EA
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
[RRR-START]
| Stiff, No. | Shell Course No. | t-CA (mm) | ▼ Location Actual (mm) | ▽ Location Transforged (mm) | HTs < Ls (mm) | Stiff Pitch L1(mm) | Stiff Pitch L2 (mm) | Average Pitch La=(L1+L2)/2 (mm) | Stiffener Ring Size | Ireq < Iact OK (cm4) | Areq < Aact OK (cm2) | Stiffener Ring Weight (Ton) | ||
| Top #4 | 5 th | 8.50 | ▼ 16050 | ▽ 7809 | 1764 < 2478 | 1760 | 0 | 1760 | L450x10+120x10 | 2517 | < 19434 OK | 44.73 | < 63.27 OK | 6.432 |
| #3 | 5 th | 8.50 | ▼ 14290 | ▽ 6045 | 2015 < 2478 | 1830 | 1760 | 1795 | FB 150x11 | 554 | < 823 OK | 9.85 | < 57.22 OK | 1.878 |
| #2 | 4 th | 9.50 | ▼ 12460 | ▽ 4030 | 2015 < 2478 | 3030 | 1830 | 2430 | FB 150x11 | 750 | < 852 OK | 13.34 | < 65.39 OK | 1.878 |
| #1 | 3 rd | 12.50 | ▼ 9430 | ▽ 2015 | 2015 < 2478 | 9430 | 3030 | 6230 | FB 200x11 | 1924 | < 2051 OK | 34.19 | < 96.63 OK | 2.501 |
| Stiffener Ring Net Weight (Ton) | 12.689 | |||||||||||||
La : Actual height of the tank associated with the particular stiffener
(Acutal distance of stiffener & stiffener or stiffener & top shell)
Tav : Average thickness of inner shell plate with corrosion, Tav =13.104 mm
Fa : Allowable Compressive Stress, 15,000 psi, Fa = 103.421 MPa
Nwave : Calculate the number of buckling waves,
| Nwave = |
| = 111.943 < 100, N = Min( √Nwave, 10 ) = 10 |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| No. | b | d | A=b×d | y | A×y | h = y-C1 | Ah² | Ig=b×d³/12 | SKETCH |
| cm | cm | cm² | cm | cm³ | (cm) | cm⁴ | cm⁴ |  | |
| 3 | 12.0 | 0.7 | 8.4 | 45.35 | 380.94 | 27.97 | 6572.44 | 0.34 | |
| 2 | 0.7 | 44.15 | 30.9 | 22.925 | 708.38 | 5.55 | 950.77 | 5020.06 | |
| Shell | 28.2 | 0.85 | 23.97 | 0.425 | 10.19 | -16.95 | 6889.08 | 1.44 | |
| SUM | ∑ = | 63.27 | 1099.51 | 14412.28 | 5021.85 |
| C1 | = ∑(AY) / ∑(A) (무게중심 위치) | C1 = | 17.378 | cm | 무게중심에서 FLANGE 하단 까지 떨어진 거리 |
| C2 | = H - C1 | C2 = | 28.322 | cm | 무게중심에서 FLANGE 상단 까지 떨어진 거리 |
| ∑(A) | = Sum of Section Area (단면적) | ∑(A)= | 63.27 | cm² | 단면적 (빗금전체) |
| Ix | = ∑(Ah²) + ∑(Ig) | Ix = | 19434.13 | cm⁴ | X축 단면2차모멘트 (Moment of inertia) |
| Zx | = Ix / Max(C1, C2) | Zx = | 686.18 | cm³ | X축 단면계수 (Section Modulus) |
| Zmax | = Ix / Min(C1, C2) | Zmax = | 1118.32 | cm³ | X축 (최대) 단면계수 |
| Rx | = SQRT( Ix / A ) | Rx = | 17.53 | cm | X축 회전반경 |
| Ry | = SQRT( Iy / A ) | Ry = | 5.17 | cm | Y축 회전반경 |
| Section Area(Shell 포함) | Sarea = | 63.27 | cm² | Section Area(Shell 포함) | |
| Ring 단면적 (Shell 제외) | ARing = | 39.3 | cm² | Ring 단면적 (Shell 제외) | |
| Ring 원주길이 | Leng = | 145.4 | m | Ring 길이(m) = 3.141592×(Di-C1) | |
| Ring 단위중량 (kg/m), | WTm = | 30.85 | kg/m | 단위중량(kg/m) | |
| Ring Weight, Shell(1) 제외 중량 | WT = | 4485.7 | kg | Ring 1 PCS 중량(kg) | |
| No. | b | d | A=b×d | y | A×y | h = y-C1 | Ah² | Ig=b×d³/12 | SKETCH |
| cm | cm | cm² | cm | cm³ | (cm) | cm⁴ | cm⁴ |  | |
| 2 | 0.8 | 15.0 | 12.0 | 8.35 | 100.2 | 6.26 | 470.7 | 225 | |
| 1 | 53.2 | 0.85 | 45.22 | 0.425 | 19.22 | -1.66 | 124.91 | 2.72 | |
| SUM | ∑ = | 57.22 | 119.42 | 595.61 | 227.72 |
| C1 | = ∑(AY) / ∑(A) (무게중심 위치) | C1 = | 2.087 | cm | 무게중심에서 FLANGE 하단 까지 떨어진 거리 |
| C2 | = H - C1 | C2 = | 13.763 | cm | 무게중심에서 FLANGE 상단 까지 떨어진 거리 |
| ∑(A) | = Sum of Section Area (단면적) | ∑(A)= | 57.22 | cm² | 단면적 (빗금전체) |
| Ix | = ∑(Ah²) + ∑(Ig) | Ix = | 823.33 | cm⁴ | X축 단면2차모멘트 (Moment of inertia) |
| Zx | = Ix / Max(C1, C2) | Zx = | 59.82 | cm³ | X축 단면계수 (Section Modulus) |
| Zmax | = Ix / Min(C1, C2) | Zmax = | 394.51 | cm³ | X축 (최대) 단면계수 |
| Rx | = SQRT( Ix / A ) | Rx = | 3.79 | cm | X축 회전반경 |
| Ry | = SQRT( Iy / A ) | Ry = | 13.65 | cm | Y축 회전반경 |
| Section Area(Shell 포함) | Sarea = | 57.22 | cm² | Section Area(Shell 포함) | |
| Ring 단면적 (Shell 제외) | ARing = | 12 | cm² | Ring 단면적 (Shell 제외) | |
| Ring 원주길이 | Leng = | 145.45 | m | Ring 길이(m) = 3.141592×(Di-C1) | |
| Ring 단위중량 (kg/m), | WTm = | 9.42 | kg/m | 단위중량(kg/m) | |
| Ring Weight, Shell(1) 제외 중량 | WT = | 1370.1 | kg | Ring 1 PCS 중량(kg) | |
No. [#2] Stiffener Ring Size : FB 150x11 (CA : 1.5 mm) b1 = 2×13.4×√(D×tc) mm
| No. | b | d | A=b×d | y | A×y | h = y-C1 | Ah² | Ig=b×d³/12 | SKETCH |
| cm | cm | cm² | cm | cm³ | (cm) | cm⁴ | cm⁴ | | |
| 2 | 0.8 | 15.0 | 12.0 | 8.45 | 101.4 | 6.51 | 508.72 | 225 | |
| 1 | 56.2 | 0.95 | 53.39 | 0.475 | 25.36 | -1.46 | 114.43 | 4.02 | |
| SUM | ∑ = | 65.39 | 126.76 | 623.15 | 229.02 |
| C1 | = ∑(AY) / ∑(A) (무게중심 위치) | C1 = | 1.939 | cm | 무게중심에서 FLANGE 하단 까지 떨어진 거리 |
| C2 | = H - C1 | C2 = | 14.011 | cm | 무게중심에서 FLANGE 상단 까지 떨어진 거리 |
| ∑(A) | = Sum of Section Area (단면적) | ∑(A)= | 65.39 | cm² | 단면적 (빗금전체) |
| Ix | = ∑(Ah²) + ∑(Ig) | Ix = | 852.16 | cm⁴ | X축 단면2차모멘트 (Moment of inertia) |
| Zx | = Ix / Max(C1, C2) | Zx = | 60.82 | cm³ | X축 단면계수 (Section Modulus) |
| Zmax | = Ix / Min(C1, C2) | Zmax = | 439.49 | cm³ | X축 (최대) 단면계수 |
| Rx | = SQRT( Ix / A ) | Rx = | 3.61 | cm | X축 회전반경 |
| Ry | = SQRT( Iy / A ) | Ry = | 14.66 | cm | Y축 회전반경 |
| Section Area(Shell 포함) | Sarea = | 65.39 | cm² | Section Area(Shell 포함) | |
| Ring 단면적 (Shell 제외) | ARing = | 12 | cm² | Ring 단면적 (Shell 제외) | |
| Ring 원주길이 | Leng = | 145.45 | m | Ring 길이(m) = 3.141592×(Di-C1) | |
| Ring 단위중량 (kg/m), | WTm = | 9.42 | kg/m | 단위중량(kg/m) | |
| Ring Weight, Shell(1) 제외 중량 | WT = | 1370.1 | kg | Ring 1 PCS 중량(kg) | |
No. [#1] Stiffener Ring Size : FB 200x11 (CA : 1.5 mm) b1 = 2×13.4×√(D×tc) mm
| No. | b | d | A=b×d | y | A×y | h = y-C1 | Ah² | Ig=b×d³/12 | SKETCH |
| cm | cm | cm² | cm | cm³ | (cm) | cm⁴ | cm⁴ | | |
| 2 | 0.8 | 20.0 | 16.0 | 11.25 | 180 | 8.87 | 1257.7 | 533.33 | |
| 1 | 64.5 | 1.25 | 80.63 | 0.625 | 50.39 | -1.76 | 249.48 | 10.5 | |
| SUM | ∑ = | 96.63 | 230.39 | 1507.17 | 543.83 |
| C1 | = ∑(AY) / ∑(A) (무게중심 위치) | C1 = | 2.384 | cm | 무게중심에서 FLANGE 하단 까지 떨어진 거리 |
| C2 | = H - C1 | C2 = | 18.866 | cm | 무게중심에서 FLANGE 상단 까지 떨어진 거리 |
| ∑(A) | = Sum of Section Area (단면적) | ∑(A)= | 96.63 | cm² | 단면적 (빗금전체) |
| Ix | = ∑(Ah²) + ∑(Ig) | Ix = | 2051 | cm⁴ | X축 단면2차모멘트 (Moment of inertia) |
| Zx | = Ix / Max(C1, C2) | Zx = | 108.71 | cm³ | X축 단면계수 (Section Modulus) |
| Zmax | = Ix / Min(C1, C2) | Zmax = | 860.32 | cm³ | X축 (최대) 단면계수 |
| Rx | = SQRT( Ix / A ) | Rx = | 4.61 | cm | X축 회전반경 |
| Ry | = SQRT( Iy / A ) | Ry = | 17.01 | cm | Y축 회전반경 |
| Section Area(Shell 포함) | Sarea = | 96.63 | cm² | Section Area(Shell 포함) | |
| Ring 단면적 (Shell 제외) | ARing = | 16 | cm² | Ring 단면적 (Shell 제외) | |
| Ring 원주길이 | Leng = | 145.45 | m | Ring 길이(m) = 3.141592×(Di-C1) | |
| Ring 단위중량 (kg/m), | WTm = | 12.56 | kg/m | 단위중량(kg/m) | |
| Ring Weight, Shell(1) 제외 중량 | WT = | 1826.8 | kg | Ring 1 PCS 중량(kg) | |
[RRR-END]
[RPT_RESULT[10] = BUCKLING_CALC() [
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
at[at[0].tid].in_OR_out=[0]
| No, | Load Combination for Buckling Stress Check | ||
| 1 | DL + Pg + PL | DL = Dead Load = Shell and Roof Weight | Design Pressure (100%) + Full Liquid(DLL) |
| 2 | DL + Po | DL + Operating Pressure, Po = (0.005 MPa) | Operating + Operating Pressure |
| 3 | DL | Shutdown ( Construction ) | Shutdown ( 0 × Pg + Empty(=zero DLL) |
| 4 | DL + Pg | DL + Design Pressure, Pg = (0.0 MPa) | Shutdown + 100% Design Pressure (1.0×Pg+DL+Empty) |
| 5 | DL + HT | DL + Hydrostatic-Test(F/W + 1.25×Pg) | Hydrostatic(F/W=HTL) + Pneumatic Pressure (1.25×Pg) |
| 6 | DL + PT | DL + Pneumatic Test(=1.5×Pg+Empty) | Pneumatic Test Pressure (1.5×Pg+DL+Empty) |
| 7 | DL + W | DL + Wind Force (Tank Up-lift) | Wind Pressure(Up Lift Force Auto Calc.) |
| 8 | DL+Pg+Lr+0.1×S | DL + Lr(=20 psf) + S(=1000 kg/m²) | Design Pressure (100%) + Lr(20psf) + 10% Snow Load |
| 9 | DL + Pe | DL + Pe( External Pressure = -50 mmWTR) | Vacuum Pressure (-50 mmWTR) |
[Check Condition : CASE 1 / 9], Design Pressure (100%) + Full Liquid(DLL) Pg= 0.0 (kPa), DLL = 14.5 (m), SG = 0.568, Wr = 0.0(Ton)
| Design Condition DLL= 14500 (mm), Tank No. : CAP2 LP Ethylene API 620 INNER TANK | Tank D= 46300, R= 23150 (mm) Wroof = [0.0] Ton] | Total Roof Load : Wsum = [ 0.0 ] Ton Wroof = [0.0] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [0.0] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (＋인장) Stress Ratio SR = St / Sts SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 0.000 | Ton | Wsum = | 0.000 | Ton | ||||||||||||||||||||
| 5 | A553-TYPE1 | 3260 | 1.460 | 8.132 | 8.132 | 188.266 | 91.623 | 2.319 | < | 10.00 (＋2.06) | 37.230 | 8.5 | 0.000367 | 37.230 | 1236374 | ＋10.779 (인장) | ＋22.149 (인장) | 229.825 | St[5] : 22.149 / 229.825(Sts) = | 0.096 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki]   | σeq = [19.184] MPa < σeq_allow | Sca_620=M·Scs= 0.948×4.557= 4.321 (MPa) | σx,Rcr = 4.576 (MPa) | |||
| 4 | A553-TYPE1 | 3260 | 4.720 | 26.291 | 26.291 | 608.642 | 299.049 | 4.148 | < | 11.00 (＋3.06) | 40.960 | 9.5 | 0.000410 | 78.190 | 1381830 | ＋31.479 (인장) | ＋64.068 (인장) | St[4] : 64.068 / 229.825(Sts) = | 0.279 < 1.0 OK | σeq = [55.487] MPa < σeq_allow | Sca_620=M·Scs= 0.831×5.093= 4.232 (MPa) | σx,Rcr = 5.114 (MPa) | |||||
| 3 | A553-TYPE1 | 3260 | 7.980 | 44.450 | 44.45 | 1029.018 | 505.723 | 5.977 | < | 14.00 (＋6.06) | 52.130 | 12.5 | 0.000540 | 130.320 | 1818197 | ＋40.458 (인장) | ＋82.321 (인장) | St[3] : 82.321 / 229.825(Sts) = | 0.358 < 1.0 OK | σeq = [71.296] MPa < σeq_allow | Sca_620=M·Scs= 0.772×6.701= 5.170 (MPa) | σx,Rcr = 6.730 (MPa) | |||||
| 2 | A553-TYPE1 | 3260 | 11.240 | 62.609 | 62.609 | 1449.394 | 711.391 | 7.807 | < | 18.00 (＋10.06) | 67.030 | 16.5 | 0.000713 | 197.350 | 2400020 | ＋43.115 (인장) | ＋87.842 (인장) | St[2] : 87.842 / 229.825(Sts) = | 0.382 < 1.0 OK | σeq = [76.078] MPa < σeq_allow | Sca_620=M·Scs= 0.753×8.846= 6.656 (MPa) | σx,Rcr = 8.883 (MPa) | |||||
| 1 | A553-TYPE1 | 3260 | 14.500 | 80.768 | 80.768 | 1869.769 | 916.558 | 9.636 | < | 20.00 (＋10.36) | 74.470 | 18.5 | 0.000799 | 271.820 | 2690931 | ＋49.544 (인장) | ＋101.069 (인장) | St[1] : 101.069 / 229.825(Sts) = | 0.440 < 1.0 OK | σeq = [87.534] MPa < σeq_allow | Sca_620=M·Scs= 0.705×9.918= 6.990 (MPa) | σx,Rcr = 9.960 (MPa) | |||||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 2 / 9], Operating + Operating Pressure Pg= 0.0 (kPa), DLL = 14.5 (m), SG = 0.568, Wr = 0.0(Ton)
| Design Condition DLL= 14500 (mm), Tank No. : CAP2 LP Ethylene API 620 INNER TANK | Tank D= 46300, R= 23150 (mm) Wroof = [0.0] Ton] | Total Roof Load : Wsum = [ 0.0 ] Ton Wroof = [0.0] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [0.0] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (＋인장) Stress Ratio SR = St / Sts SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 0.000 | Ton | Wsum = | 0.000 | Ton | ||||||||||||||||||||
| 5 | A553-TYPE1 | 3260 | 1.460 | 8.132 | 8.132 | 188.266 | 91.623 | 2.319 | < | 10.00 (＋2.06) | 37.230 | 8.5 | 0.000367 | 37.230 | 1236374 | ＋10.779 (인장) | ＋22.149 (인장) | 229.825 | St[5] : 22.149 / 229.825(Sts) = | 0.096 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [19.184] MPa < σeq_allow | Sca_620=M·Scs= 0.948×4.557= 4.321 (MPa) | σx,Rcr = 4.576 (MPa) | |||
| 4 | A553-TYPE1 | 3260 | 4.720 | 26.291 | 26.291 | 608.642 | 299.049 | 4.148 | < | 11.00 (＋3.06) | 40.960 | 9.5 | 0.000410 | 78.190 | 1381830 | ＋31.479 (인장) | ＋64.068 (인장) | St[4] : 64.068 / 229.825(Sts) = | 0.279 < 1.0 OK | σeq = [55.487] MPa < σeq_allow | Sca_620=M·Scs= 0.831×5.093= 4.232 (MPa) | σx,Rcr = 5.114 (MPa) | |||||
| 3 | A553-TYPE1 | 3260 | 7.980 | 44.450 | 44.45 | 1029.018 | 505.723 | 5.977 | < | 14.00 (＋6.06) | 52.130 | 12.5 | 0.000540 | 130.320 | 1818197 | ＋40.458 (인장) | ＋82.321 (인장) | St[3] : 82.321 / 229.825(Sts) = | 0.358 < 1.0 OK | σeq = [71.296] MPa < σeq_allow | Sca_620=M·Scs= 0.772×6.701= 5.170 (MPa) | σx,Rcr = 6.730 (MPa) | |||||
| 2 | A553-TYPE1 | 3260 | 11.240 | 62.609 | 62.609 | 1449.394 | 711.391 | 7.807 | < | 18.00 (＋10.06) | 67.030 | 16.5 | 0.000713 | 197.350 | 2400020 | ＋43.115 (인장) | ＋87.842 (인장) | St[2] : 87.842 / 229.825(Sts) = | 0.382 < 1.0 OK | σeq = [76.078] MPa < σeq_allow | Sca_620=M·Scs= 0.753×8.846= 6.656 (MPa) | σx,Rcr = 8.883 (MPa) | |||||
| 1 | A553-TYPE1 | 3260 | 14.500 | 80.768 | 80.768 | 1869.769 | 916.558 | 9.636 | < | 20.00 (＋10.36) | 74.470 | 18.5 | 0.000799 | 271.820 | 2690931 | ＋49.544 (인장) | ＋101.069 (인장) | St[1] : 101.069 / 229.825(Sts) = | 0.440 < 1.0 OK | σeq = [87.534] MPa < σeq_allow | Sca_620=M·Scs= 0.705×9.918= 6.990 (MPa) | σx,Rcr = 9.960 (MPa) | |||||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 8 / 9], Design Pressure (100%) + Lr(20psf) + 10% Snow Load Pg= 0.0 (kPa), DLL = 14.5 (m), SG = 0.568, Lr = 102(kg/m²)×A(m²)= 168.37(Ton), Wr = 168.37(Ton)
| Design Condition DLL= 14500 (mm), Tank No. : CAP2 LP Ethylene API 620 INNER TANK | Tank D= 46300, R= 23150 (mm) Wroof = [168.37] Ton] | Total Roof Load : Wsum = [ 168.37 ] Ton Wroof = [168.37] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [168.37] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (＋인장) Stress Ratio SR = St / Sts SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 168.370 | Ton | Wsum = | 168.370 | Ton | ||||||||||||||||||||
| 5 | A553-TYPE1 | 3260 | 1.460 | 8.132 | 8.132 | 188.266 | 80.272 | 2.319 | < | 10.00 (＋2.06) | 37.230 | 8.5 | 0.000367 | 205.600 | 1236374 | ＋9.444 (인장) | ＋22.149 (인장) | 229.825 | St[5] : 22.149 / 229.825(Sts) = | 0.096 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [19.251] MPa < σeq_allow | Sca_620=M·Scs= 0.948×4.557= 4.321 (MPa) | σx,Rcr = 4.576 (MPa) | |||
| 4 | A553-TYPE1 | 3260 | 4.720 | 26.291 | 26.291 | 608.642 | 287.698 | 4.148 | < | 11.00 (＋3.06) | 40.960 | 9.5 | 0.000410 | 246.560 | 1381830 | ＋30.284 (인장) | ＋64.068 (인장) | St[4] : 64.068 / 229.825(Sts) = | 0.279 < 1.0 OK | σeq = [55.512] MPa < σeq_allow | Sca_620=M·Scs= 0.831×5.093= 4.232 (MPa) | σx,Rcr = 5.114 (MPa) | |||||
| 3 | A553-TYPE1 | 3260 | 7.980 | 44.450 | 44.45 | 1029.018 | 494.371 | 5.977 | < | 14.00 (＋6.06) | 52.130 | 12.5 | 0.000540 | 298.690 | 1818197 | ＋39.550 (인장) | ＋82.321 (인장) | St[3] : 82.321 / 229.825(Sts) = | 0.358 < 1.0 OK | σeq = [71.311] MPa < σeq_allow | Sca_620=M·Scs= 0.772×6.701= 5.170 (MPa) | σx,Rcr = 6.730 (MPa) | |||||
| 2 | A553-TYPE1 | 3260 | 11.240 | 62.609 | 62.609 | 1449.394 | 700.040 | 7.807 | < | 18.00 (＋10.06) | 67.030 | 16.5 | 0.000713 | 365.720 | 2400020 | ＋42.427 (인장) | ＋87.842 (인장) | St[2] : 87.842 / 229.825(Sts) = | 0.382 < 1.0 OK | σeq = [76.088] MPa < σeq_allow | Sca_620=M·Scs= 0.753×8.846= 6.656 (MPa) | σx,Rcr = 8.883 (MPa) | |||||
| 1 | A553-TYPE1 | 3260 | 14.500 | 80.768 | 80.768 | 1869.769 | 905.207 | 9.636 | < | 20.00 (＋10.36) | 74.470 | 18.5 | 0.000799 | 440.190 | 2690931 | ＋48.930 (인장) | ＋101.069 (인장) | St[1] : 101.069 / 229.825(Sts) = | 0.440 < 1.0 OK | σeq = [87.543] MPa < σeq_allow | Sca_620=M·Scs= 0.705×9.918= 6.990 (MPa) | σx,Rcr = 9.960 (MPa) | |||||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 9 / 9], Vacuum Pressure (-50 mmWTR) Pe= -0.5 (kPa), DLL = 0 (m), SG = 0.568, Lr = 102(kg/m²)×A(m²)= 168.37(Ton), Wr = 168.37(Ton)
| Design Condition DLL= 14500 (mm), Tank No. : CAP2 LP Ethylene API 620 INNER TANK | Tank D= 46300, R= 23150 (mm) Wroof = [168.37] Ton] | Total Roof Load : Wsum = [ 168.37 ] Ton Wroof = [168.37] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [168.37] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (－압축) Stress Ratio SR = Sc / Sca SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 168.370 | Ton | Wsum = | 168.370 | Ton | ||||||||||||||||||||
| 5 | A553-TYPE1 | 3260 | -0.5 | -11.575 | -19.649 | 10.00 (＋2.06) | 37.230 | 8.5 | 0.000367 | 205.600 | 1236374 | －2.312 (압축) | －1.362 (압축) | 229.825 | 0.0000 | 1.0000 | 4.557 | 2.532 | 0.913 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [2.013] MPa < σeq_allow | Sca_620=M·Scs= 1.000×4.557= 2.532 (MPa) | σx,Rcr = 4.576 (MPa) | ||||
| 4 | A553-TYPE1 | 3260 | -0.5 | -11.575 | -22.411 | 11.00 (＋3.06) | 40.960 | 9.5 | 0.000410 | 246.560 | 1381830 | －2.359 (압축) | －1.218 (압축) | 0.0000 | 1.0000 | 5.093 | 2.829 | 0.834 < 1.0 OK | σeq = [2.043] MPa < σeq_allow | Sca_620=M·Scs= 1.000×5.093= 2.829 (MPa) | σx,Rcr = 5.114 (MPa) | ||||||
| 3 | A553-TYPE1 | 3260 | -0.5 | -11.575 | -25.925 | 14.00 (＋6.06) | 52.130 | 12.5 | 0.000540 | 298.690 | 1818197 | －2.074 (압축) | －0.926 (압축) | 0.0000 | 1.0000 | 6.701 | 3.723 | 0.557 < 1.0 OK | σeq = [1.8] MPa < σeq_allow | Sca_620=M·Scs= 1.000×6.701= 3.723 (MPa) | σx,Rcr = 6.730 (MPa) | ||||||
| 2 | A553-TYPE1 | 3260 | -0.5 | -11.575 | -30.444 | 18.00 (＋10.06) | 67.030 | 16.5 | 0.000713 | 365.720 | 2400020 | －1.845 (압축) | －0.702 (압축) | 0.0000 | 1.0000 | 8.846 | 4.914 | 0.375 < 1.0 OK | σeq = [1.613] MPa < σeq_allow | Sca_620=M·Scs= 1.000×8.846= 4.914 (MPa) | σx,Rcr = 8.883 (MPa) | ||||||
| 1 | A553-TYPE1 | 3260 | -0.5 | -11.575 | -35.465 | 20.00 (＋10.36) | 74.470 | 18.5 | 0.000799 | 440.190 | 2690931 | －1.917 (압축) | －0.626 (압축) | 0.0000 | 1.0000 | 9.918 | 5.510 | 0.348 < 1.0 OK | σeq = [1.693] MPa < σeq_allow | Sca_620=M·Scs= 1.000×9.918= 5.510 (MPa) | σx,Rcr = 9.960 (MPa) | ||||||
| Max. Allowable Compressive Stress(Sca) : | Sca(5.5.4.3 식 적용), T1 < 0 and T2 < 0 일 경우 Sca = 1,000,000 × tc/R × 0.006894757 (MPa) When, 0.00667 < tc/R Sca = 5,650 + 154,200 × tc/R × 0.006894757 (MPa) When, 0.0175 < tc/R Sca = 8,340 × 0.006894757 (MPa) | HELP ; [MATWEB]][CS-2] | [REMARK] | ||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[END OF RPT_RESULT[10] = BUCKLING_CALC() [
AAA k = 0 = API 650 = k = 0, dCode = 1, AAA D = 46.3 (mm), Hd[0] = 14500.0 (mm) Hd[1] = 14500.0 (mm) Ht[0] = 7782.0 mm
seisResult[1] =
[
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
<canvas name=canvasSpect id=seisDesignSpect_0> <img name=imgvasSpect id=imgsDesignSpect_0>
 |
 |  |
 |  |
기상청 Magnitude 환산 Formula M = 2.0 × [Log10(Sa×980) + 1]
MMI : 수정머칼리 진도척도(Modified Mercalli Intensity(MMI) Scale) [ I ~ XII 까지 12단계 ]
MMI = 3.0 × [Log10(Sa×980) + 0.5]
[지반가속도 와 규모의 관계그래프.xlsx]
출처 : 나무위키 지진
1.[기상청] 지진표준교재
2.[기상청] 중고등교재
3.[기상청] 초등교재
END - [스펙트럼 그래프 그리기]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
DEBUG START 625 at[tid].seisResu[0] = [at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.837, S1 = 0.346, Fa = 1.0956, Fv = 2.616
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.6114x(48,788,193x5.438 + 2,665,644x6.944 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0887x(81,646,645x7.955)]2)
Mrw = 182,841,126 [N-m] = 182,841 [KN-m] = 18,645 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.6114x(48,788,193x18.392 + 2,665,644x6.944 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0887x(81,646,645x7.955)]2)
Ms = 572,221,011 [N-m] = 572,221 [KN-m] = 58,350 [Ton-m]
Wp = 135,984,333 [N] = 135,984 [KN] = 13,867 [Ton]
Wi = 48,788,193 [N] = 48,788 [KN] = 4,975 [Ton], Xi = 5.438 [m], Wi/Wp = 35.88[%]
Wc = 81,646,645 [N] = 81,647 [KN] = 8,326 [Ton], Xc = 7.955 [m], Wc/Wp = 60.04[%]
Ws = 2,665,644 [N] = 2,666 [KN] = 271.820 [Ton], Xs = 6.944 [m]
Wr = 0 [N] = 0 [KN] = 0.000 [Ton], Xr = 0 [m]
Wf = 954,285 [N] = 954 [KN] = 97.310 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 32,042,326 [N] = 32,042 [KN] = 3,267 [Ton]
Vc = 7,242,057 [N] = 7,242 [KN] = 738 [Ton]
V = √(Vi²+ Vc²) = 32,850,541 [N] = 32,851 [KN] = 3,350 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 0
Ai=0.6114[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.6034 × ( 4.0 / 7.8246²) × ( 1.5 / 1.0) = 0.0887 [g]
Av= 0.2874 [g]
] END OF DEBUG 625
6.2.4. Seismic Design Acceleration Calculation ( API 620 Annex L )
|
API 620 L.4.3.3 (OLE) Adjustment Factors, ( Factor I , R )
Unless specifically permitted by the regulations, the OLE design forces shall not be adjusted by
an importance factor, I, or force reduction factor, R,
Nor shall the forces be reduced by the 0,7 multiplier (1/1.4) commonly applied
to convert (CLE) Contingency Level Events to ASD methods.
해석 : API 620 L.4.3.3 (OLE) 조정계수, ( OLE I, R 에 대한 특별규정 )
규정에서 특별히 허용하지 않는 한, OLE 설계력은 중요도 계수 I 또는 힘 감소 계수 R에 의해 조정되지 않아야 합니다.
또한 (CLE) 비상 수준 이벤트를 ASD 방법으로 변환하는 데 일반적으로 적용되는 0.7 승수(1/1.4)로 힘을 줄여서는 안 됩니다.
API 620 L.4.4.2 (CLE) Definition Based on ASCE 7 Method (API 650, Annex E)
To utilize API 650, Section E.4 to define the CLE ground motion,
the following modifications shall be made based on the provisions in this annex:
1) Scaling factor, Q = 1.0 , is not applicable and may be set equal to a value of 1.0;
2) Importance factor, I = 1.0
NOTE
1. The above Rw factors are applied for CLE (or SSE) event.
For OLE (or OBE), the elastic design (R = 1.0) is used.
]
SlidingCheck =
[
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4.7 Sliding Resistance
According to API 650 E. 7.6, Total design base shear (horizontal force) V , should be equal
to or smaller than the value Vs obtained as follows;
Vs = μ × (Ws + Wr + Wf + Wp + Wns + Wnr ) × (1.0 - 0.4 × Av)
Where,
Vs = Allowable base shear [N]
μ = Maximum friction coefficient for tank sliding
= tan(30°) / 1.5 = 0.3849 for OBE (According to API620 L4.2.10)
= tan(30°) / 1.0 = 0.5773 for SSE (According to API620 L4.3.3)
Ws = Weight of tank Shell Plate = 2,665,644 [N], Ws = 271.82 [Ton]
Wr = Weight of tank roof = 0 [N], Wr = 0.0 [Ton]
Wf = Weight of tank bottom = 954,285 [N], Wf = 97.31 [Ton]
Wp = Weight of liquid content = 3,619,929 [N], Wp = 369.13 [Ton]
Total Weight of Steel and Liquid Content,
Wsum = (Ws+Wr+Wf+Wp+Wns+Wnr)= 139,604 kN, Wsum = 14,235,673 [Ton]
Av(OLE) = Vertical seismic acceleration = 0.2757 [g] for OBE
Av(CLE) = Vertical seismic acceleration = 0.2874 [g] for CLE
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.5 = 0.3849 (For OLE)
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.0 = 0.577 (For CLE)
Sliding Resistance (Vs)
Vs (OLE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.3849 × 139,604 × (1.0 - 0.4 × 0.2757) = 47,808 [kN]
Vs (CLE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.577 × 139,604 × (1.0 - 0.4 × 0.2874) = 71,291 [kN]
The following table shows the results.
Table 6.4.9 Result of sliding resistance
| 1. SI Unit Annex Q , H = 14.5 m | ||||||||
| Seismic Event | Overturning moment M [kN-m] | Impulsive Base Shear Vi [kN] | Convective Base Shear Vc [kN] | Total Base Shear V =√(Vi²+ Vc²) [kN] | Check >, < | Allowable Base Shear Vs [kN] | Judgment V/Vs < 1.0 OK | Remark |
| OLE | 257,809 | 46,119 | 8,034 | 46,814 | < OK | 47,808 | 0.98 < 1.0 OK | |
| CLE | 182,841 | 32,042 | 7,242 | 32,851 | < OK | 71,291 | 0.46 < 1.0 OK | |
| 2. Metric-Ton Unit Annex Q , H = 14.5 m | ||||||||
| Seismic Event | Overturning moment M [Ton-m] | Impulsive Base Shear Vi [Ton] | Convective Base Shear Vc [Ton] | Total Base Shear V =√(Vi²+ Vc²) [Ton] | Check >, < | Allowable Base Shear Vs [Ton] | Judgment V/Vs < 1.0 OK | Remark |
| OLE | 26289.2 | 4702.8 | 819.2 | 4773.7 | < OK | 4875.1 | 0.98 < 1.0 OK | |
| CLE | 18644.6 | 3267.4 | 738.5 | 3349.8 | < OK | 7269.7 | 0.46 < 1.0 OK | |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
Min. yield strength of annulae plate (A553-TYPE1), Fy = 400 MPa
Design Internal Pressure, Pg = 0.0 kPa
Tank Dia. D = 46.300 (m), Tank Height Ht = 16.300(m), H = 14.5 (m), Design Liquid Level for Seismic calc,
SG = 0.568, CA = 1.5 (mm)
SEISMIC DESIGN CODE : [ API 650 Annex E / 620 Annex L / SNI-1726-2012, Fa, Fv Table 4, 5 ) ]
SITE Class : [ SE ]
SEISMIC USE GROUP : SUG = [ III ]
Table 4.8 Seismic Dedign Calculation [Inner Tank]
| No. | Description | Symbol | SI Unit [N, mm] | Metric Unit [Ton, m, mm] | Remark | ||||
| OLE | CLE | Unit | OLE | CLE | Unit | ||||
| 1 | Tank Inside-Diameter | D = | 46.300 | 46.300 | m | 55 | |||
| 2 | Tank Shell Height | TankHt = | 16.300 | 16.300 | m | 57 | |||
| 3 | Liquid Level for seismic design (Annex Q = HLL) | H = | 14.500 | 14.500 | m | 56 | |||
| 4 | Radio of Tank Diameter(D) per Liquid Level(H) | D / H = | 3.1931 | 3.1931 | 58 | ||||
| 5 | Scaling factor ( Q = 2/3 ) | Q = | 2/3 | 2/3 | 17 | ||||
| 6 | Importance Factor | I = | 1 | 1.5 | 20 | ||||
| 7 | Design level peak ground acceleration | Sp(PGA) = | 0.2347 | 0.2446 | g | 16 | |||
| 8 | Spectral acceleration parameter (0.2 sec. period) | Ss = | 0.55 | 0.837 | g | 23 | |||
| 9 | Spectral acceleration parameter (1.0 sec. period) | S1 = | 0.26 | 0.346 | g | 24 | |||
| 10 | Acceleration-based site coeff. (at 0.2sec period) | Fa = | 1.6 | 1.0956 | 6 | ||||
| 11 | Velocity-based site coeff. (at 1.0sec period) | Fv = | 2.96 | 2.616 | 7 | ||||
| 12 | MCE spectral response acc. (0.2 sec.), SMs = Fa × Ss | SMS = | 0.88 | 0.917 | g | 60 | |||
| 13 | MCE spectral response acc. (1.0 sec.), SM1 = Fv × S1 | SM1 = | 0.7696 | 0.9051 | g | 61 | |||
| 14 | Design spectral response acc. (0.2 sec.), SDS = Q×Fa×Ss | SDS = | 0.5867 | 0.6114 | g | 4 | |||
| 15 | Design spectral response acc. (1.0 sec.), SD1 = Q×Fv×S1 | SD1 = | 0.5131 | 0.6034 | g | 5 | |||
| 16 | Impulsive spectral acceleration para. OLE Ai = Fa × Ss CLE Ai = SDs × ( I / Ri ) | Ai = | 0.88 | 0.6114 | g | 0 | |||
| 17 | Convective spectral acceleration para. | Ac = | 0.0984 | 0.0887 | g | 1 | |||
| 18 | Vertical earthquake acceleration para. Av = 0.47·SDS | Av = | 0.2757 | 0.2874 | g | 2 | |||
| 19 | Acceleration coefficient for sloshing wave height | Af = | 0.0503 | 0.0591 | g | 3 | |||
| 20 | Zero(0) second period, To = 0.2 × SD1/SDS | To = | 0.1749 | 0.1974 | sec | 10 | |||
| 21 | 0.2 second Short period, Ts = SD1 / SDS | Ts = | 0.8746 | 0.9869 | sec | 11 | |||
| 22 | Regional-dependent transition long-period | TL = | 4 | 4 | sec | 12 | |||
| 23 | Impulsive period, Ti = (1/20000.5)×[Ci×H/√(tu/D)]×√(p/E)] | Ti = | 0.2325 | 0.2325 | sec | 8 | |||
| 24 | Convective(sloshing) period, Tc = 1.8·Ks·D0.5 | Tc = | 7.8246 | 7.8246 | sec | 9 | |||
| 25 | Coefficient of sloshing period Ks = 0.578 / [tanh(3.68·H/D)]0.5 | Ks = | 0.6388 | 0.6388 | 13 | ||||
| 26 | Impulsive Adjustment Factor ( 5% Damping, Ki = 1.0 ) | Ki = | 1 | 1 | 14 | ||||
| 27 | Convective adjust Factor. ( 5% Damping, K = 1.5 ) | K = | 1.5 | 1.5 | 15 | ||||
| 28 | Annular Plate thickness with CA | ta = | 11.5 | 11.5 | mm | 48 | |||
| 29 | Shell Average Thickness with CA (Shell 평균두께) | tu = | 13.104 | 13.104 | mm | 18 | |||
| 30 | Elasatic Modulus of shell plate | E = | 203,000 | 203,000 | MPa | 19 | |||
| 31 | Force reduction factor (Impulsive mode) (반드시 재 확인바람) (Self-anchored) | Ri = | 1 | 1.5 | 21 | ||||
| 32 | Force reduction factor (Convective mode) (반드시 재 확인바람) (Self-anchored) | Rc = | 1 | 1 | 22 | ||||
| 33 | Sloshing wave above product design height δs = 0.42 · D · Af (API 650 E.7.2) | δs = | 978 | 1149 | mm | 25 | |||
| 34 | FreeBoard by seismic sloshing motion, OLE(or SUG=III) = δs + (hs : 300 mm), CLE = δs | Free Board = | 1278 | 1149 | mm | 26 | |||
| 35 | Anchorage Ratio (J > 1.54 Anchor 필요함) | J = | 1.5431 | 1.0979 | 27 | ||||
| 36 | Effective specific gravity, Ge = G (1.0 - 0.4·Av) | Ge = | 0.5054 | 0.5027 | 47 | ||||
| 37 | Force resisting uplift in annular region. wa=99ta√(Fy·H·Ge)≤ 201.1·H·Ge | wa = | 61632 | 61467 | N/m | 33 | |||
| 38 | Calculated design uplift load due to product pressure per unit circumferential length. wint = Pi · D / 4 | wint = | 0 | 0 | N/m | 34 | |||
| 39 | Total weight of tank shell and appurtenances | Ws = | 2,666×10³ | 2,666×10³ | N | 271.8 | 271.8 | Ton | 43 |
| 40 | Total weight of fixed tank roof including framing, knuckles, any permanent attachments and 10% of snow load | Wr = | 0.0 | 0.0 | N | 0.0 | 0.0 | Ton | 44 |
| 41 | Weight of the tank bottom | Wf = | 954×10³ | 954×10³ | N | 97.3 | 97.3 | Ton | 45 |
| 42 | Empty Steel Weight, We = Ws + Wr + Wf | We = | 3,620×10³ | 3,620×10³ | N | 369.1 | 369.1 | Ton | 46 |
| 43 | Total weight of the tank contents | Wp = | 135,984×10³ | 135,984×10³ | N | 13866.5 | 13866.5 | Ton | 37 |
| 44 | Total Weight of Steel and Liquid Content Wtotal = Ws + Wr + Wf + Wp + Wns + Wnr | Wtotal = | 139,604×10³ | 139,604×10³ | N | 14235.7 | 14235.7 | Ton | 41 |
| 45 | Effective impulsive portion of the liquid weight | Wi = | 48,788×10³ | 48,788×10³ | N | 4975.0 | 4975.0 | Ton | 38 |
| 46 | Effective convective (sloshing) portion of the liquid weight | Wc = | 81,647×10³ | 81,647×10³ | N | 8325.6 | 8325.6 | Ton | 39 |
| 47 | Overturning Moment (ring wall) | Mrw = | 257,809×10³ | 182,841×10³ | N-m | 26289.2 | 18644.6 | Ton-m | 28 |
| 48 | Overturning Moment (slab) | Ms = | 816,476×10³ | 572,221×10³ | N-m | 83257.4 | 58350.3 | Ton-m | 29 |
| 49 | Base shear (Impulsive mode ), Vi = Ai × (Wi + We) | Vi = | 46,119×10³ | 32,042×10³ | N | 4702.8 | 3267.4 | Ton | 30 |
| 50 | Base shear (Convective mode), Vc = Ac × Wc | Vc = | 8,034×10³ | 7,242×10³ | N | 819.2 | 738.5 | Ton | 31 |
| 51 | Total base shear, V = √(Vi²+ Vc²) | V = | 46,814×10³ | 32,851×10³ | N | 4773.7 | 3349.8 | Ton | 32 |
| 52 | Sliding Resistance Force Vs=μ×(We+Wp+Wns+Wnr )×(1.0-0.4×Av) V < Vs , Satisfied | Vs = | 47,808×10³ | 71,291×10³ | N | 4875.1 | 7269.7 | Ton | 42 |
| 53 | Friction coefficient. μ_OLE = tan(30°), μ_CLE = tan(30°) / 1.5 | μ = | 0.3849 | 0.577 | 40 | ||||
| 54 | Min. yield strength of annulae plate. (A553-TYPE1) | Fy = | 399.896 | 399.896 | MPa | 49 | |||
| 55 | Xs : Gravity center of tank shell plate from bottom. | Xs = | 6.944 | 6.944 | m | 50 | |||
| 56 | Xr : Gravity center of roof from bottom. | Xr = | 0 | 0 | m | 51 | |||
| 57 | Xf : Gravity center of tank bottom plate | Xf = | 0 | 0 | m | 52 | |||
| 58 | Xi : Gravity center of liquid from bottom(Impulsive) | Xi = | 5.438 | 5.438 | m | 35 | |||
| 59 | Xc : Gravity center of liquid from bottom(Contivective) | Xc = | 7.955 | 7.955 | m | 36 | |||
| 60 | Xis : Gravity center of liquid from slab(Impulsive) | Xis = | 18.392 | 18.392 | m | 53 | |||
| 61 | Xcs : Gravity center of liquid from slab(Contivective) | Xcs = | 16.286 | 16.286 | m | 54 | |||
| 62 | Coefficient for impulsive period, Ci = Get_Ci(D, H) | Ci = | 7.213 | 7.213 | 59 | ||||
| 63 | Site coefficient from ASCE 7-10 Table 11.8-1 | FPGA = | 2.5 | 2.5 | 62 | ||||
| 64 | Peak ground acceleration adjusted for Site Class effects. PGAM = MCEG = FPGA × PGA (ASCE 7-10 Eq. 11.8-1) | PGAM = | 0.5868 | 0.6115 | g | 63 | |||
SITE Class : [ SE ]
SEISMIC USE GROUP : SUG = [ III ]
API 620 L4.3.9 Inner Tank Freeboard
1. OLE (Operating Level Earthquake)
δs = 0.42 × D × Af + hs (300 mm), for API 620 OLE or SUG = III
δs = 0.42 × 46,300 × 0.0503 + 300 = 1,278 (mm)
An additional shell height, hs shall be added to the calculated value above
the sloshing height as required by the governing regulations.
The minimum value of hs forthe OLE event shall be 300 mm (1 ft).
2. CLE (Contingency Level Earthquake) FOR SUG = I OR II
δs = 0.42 × D × Af
δs = 0.42 × 46,300 × 0.0591 = 1,149 (mm)
Therefore, This Tank FreeBoard(δs) is Max( OLE, CLE) = Max( 1,278, 1,149 ) = 1,278 (mm)
| Where, | |||
| According to API 650 E.6.1.1 and E6.1.2, Wi, Xi, Wc, Xc are calculated as follows, | |||
| API 650 E.6.1.1 Effective Weight of Product | |||
| The effective weights Wi and Wc shall be determined by multiplying the total product weight, Wp, by the ratios Wi/Wp and Wc/Wp, respectively, Equations E.6.1.1-1 through E.6.1.1-3. | |||
| 1) The effective impulsive weight (Wi) | |||
When D/H=(3.1931) ≥ 1.3333 (=4/3) | When D/H = (3.1931) ≥ 1.3333 | ||
| 2) The effective convective weight (Wc) | |||
 | |||
API 650 E.6.1.2 Center of Action for Effective Lateral Forces
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
반응수정계수 (response modiflcation coefflcient)는 내진설계를 하면서 붕괴방지수준(CLE) 에 대해 검토시
비탄성거동인 소성영역까지 허용하여 저감된 지진력 으로 구조검토를 하게 됩니다.
탄성은 외부로부터 받은 자극이 제거되면 물체를 원래 형상으로 복원시키려는 성질인 반면,
소성은 외부의 자극이 제거되어도 변형을 그대로 유지하려는 성질입니다.
이런 비선형적 거동을 고려할수 있도록 내진설계시 R 응답수정계수를 적용해 줍니다.
Ve: 만약 구조체가 설계 지진의 지반 운동에 대하여 완전히 탄성 거동을 하게 된다고 가정하였을때 지진력에 대해저항하는힘
V: 선형 탄성영역에서의 밑면전단력
이러한 응답수정계수는 설계시 적용할때 마다 구하기는 한계가 있으므로
기준별로 정리되어있어 필요할경우 편리하게 사용하면 됩니다.
주의하실 점은 부재의 연성으로 비탄성변형으로 인한부재력의 저감은
수평력에 대해서만 적용하며， 수직력은 적용하지 않습니다.
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4. TANK CAPACITY
4.1 Liquid Levels
| Description | Symbol | Value | Unit |
| Tank Height = HLL + Sloshing Height + Margin | Shell Height = | 16300 | mm |
| Design Liquid Level 2) | HHLL = | 14,500 | mm |
| Maximum Operation Level 1) | HLL = | 14,500 | mm |
| Minimum Operating Level | LLLL = | 1,540 | mm |
| Pump Trip Level | LLLL = | 1,500 | mm |
Note 1) This liquid level should be used for seismic design and determination of sloshing height of inner steel tank.
2) It is the liquid level of maximum operation level plus overfill protection margin (= 200 mm).
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4.2 Operating Tank Capacity
| Coefficient of thermal expansion | α = 1.15 x 10-5/°C |
| Operating temperature | -41.5°C (Minimum) |
| Ambient temperature | 38°C (Maximum) |
| Cold diameter (DCOLD) = 54,000 x [1 - (41.5 + 38) x (1.15 x 10-5)] | = 53,951 mm |
| Cold height (HCOLD) = 34,000 x [1 - (41.5 + 38) x (1.15 x 10-5)] | = 33,969 mm |
| Maximum liquid capacity in operating condition (VCOLD) | |
| VCOLD = {π x (DCOLD)2 / 4} x ΔH = (π x 53.9512 / 4) x 30.6 = 69,954 m³ | |
| in which, ΔH = HHLL = 30,600 mm = 30.6 m | |
Table 2-1 Tank Capasity Calculation
Tank type : Full Containment Tank Elevated Bottom slab Metal Inner Tank with Suspended Deck
| Description | Symbol | INNER | OUTER | Remark |
| Service | LNG | |||
| Design density | Density = | 568 | kg/m3 | |
| Net working capacity | Vnet = | 19,699 | ||
| Tank Diameter | Di = | 46,300 | 46,300 | mm |
| Tank shell height from bottom plate | Htank = | 16,300 | 16,300 | mm |
| Material of Shell Plate | MATL = | A553-TYPE1 | A553-TYPE1 | |
| Liquid level : | ||||
| Maximum design liquid level | LAHH (HHLL) = | 16,300 | mm | |
| Normal maximum operating level | LAH (HLL) = | 16,200 | mm | |
| Normal minimum operating level | LAL (LLL) = | 4,500 | mm | |
| Pump trip level | LALL (LLLL) = | 4,400 | mm | |
| Hydrostatic test level | HTL = | 7,782 | mm | |
| Inner tank operating temperature | Toper = | -104.0 | ℃ | |
| Maximum ambient temperature | Tamb = | 40 | ℃ | |
| Corrosion Allowance | CA = | 0.0 | 0.0 | mm |
]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
7.2.4. Dynamic hoop stress calculation (CLE) API 620 Annex L
| Scs : Maximum Allowable Longitudinal Compressive Stress, (Scs, MPa) for a cylindrical wall acted upon by an axial load with neither a tensile nor a compressive force acting concurrently in a circumferential direction (determined in accordance with 5.5.4.2 for the thickness-to-radius ratio involved); Scs = [Above Table] MPa Scs = 1,800,000 × tc/R when, 0.00667 < tc/R Scs = 10,150 + 277,400 × tc/R when, 0.00667 ≥ tc/R ≤ 0.0175 Scs = 15,000 When tc/R > 0.0175 Sts 설명 : 최대 허용 세로(수직) 압축응력 (MPa) 내압에 의한 원주 방향으로 막응력(T2, St=T2/t) 이나, 수직 방향으로의 압축력(T1, Sc)이 동시에 작용하지 않는 즉, 내압은 작용하지 않고, 수직 축하중만 압축(T1, Sc)으로 작용할 경우 아래 식에 의하여 최대허용압축응력을 계산(관련된 두께 대 반경 비율에 대해 5.5.4.2에 따라 결정됨 |
| Dynamic Hoop Stress () Hmm=16300.0, Unit : [Nh, Ni, Nv, Nv : N/mm] [σt, σa : MPa] | 압축응력 체크! Judge | Dynamic Hoop Pressure on wall (Max. Pressure at ф=0º) For FEA 후 비교 검토 ( Unt : kPa ) | Dynamic Hoop Pressure on wall (at ф=0º ~ 180º) For FEA 후 비교 검토( Unt : kPa ) | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| No. | Material | Shell width (m) | Used Thk. tu (mm) | t (mm) | Y (m) | Nh (N/mm) |
Ni (N/mm) | Nc (N/mm) | Nv (N/mm) |
σT (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | 압축응력 체크! (API 620 Annex F, Sca = M × Scs) | Y (mm) | Ph= Nh/R (kPa) | Pi= Ni/R (kPa) | Pc= Nc/R (kPa) | Pv= Nv/R (kPa) | Total Pressure Pw=σT×t/R ф=0º (kPa) | σa (MPa) | tReqd = Pw×R/σa (mm) |
Pw = (Max.ф=0º) | Pw = (ф=45º) | Pw=Ph+Pv (ф=90º) | Pw = (ф=135º) | Pw = (ф=180º) |
|||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 5 | A553-TYPE1 | 3.260 | 10.0 | 8.5 | 1.460 | 188.27 | 187.55 | 182.13 | 36.07 | 53.20 | < OK | 305.67 | 0.174 < 1.0 OK | Scs=4.557 MPa, N=0.096, M=0.948, Sca= 4.322 MPa, | 1.460 | 8.13 | 8.10 | 7.87 | 1.56 | 19.53 | 305.67 | 1.48 | 19.53 | 15.66 | 9.69 | 0.60 | -3.27 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 4 | A553-TYPE1 | 3.260 | 11.0 | 9.5 | 4.720 | 608.64 | 534.56 | 151.22 | 116.61 | 123.82 | < OK | 305.67 | 0.405 < 1.0 OK | Scs=5.093 MPa, N=0.279, M=0.831, Sca= 4.232 MPa, | 4.720 | 26.29 | 23.09 | 6.53 | 5.04 | 50.81 | 305.67 | 3.85 | 50.81 | 43.81 | 31.33 | 8.77 | 1.77 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 3 | A553-TYPE1 | 3.260 | 14.0 | 12.5 | 7.980 | 1029.02 | 782.43 | 130.53 | 197.16 | 147.71 | < OK | 305.67 | 0.483 < 1.0 OK | Scs=6.702 MPa, N=0.358, M=0.772, Sca= 5.171 MPa, | 7.980 | 44.45 | 33.80 | 5.64 | 8.52 | 79.76 | 305.67 | 6.04 | 79.76 | 70.04 | 52.97 | 18.86 | 9.14 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 2 | A553-TYPE1 | 3.260 | 18.0 | 16.5 | 11.240 | 1449.39 | 931.15 | 118.64 | 277.70 | 147.17 | < OK | 305.67 | 0.481 < 1.0 OK | Scs=8.845 MPa, N=0.382, M=0.753, Sca= 6.656 MPa, | 11.240 | 62.61 | 40.22 | 5.12 | 12.00 | 104.89 | 305.67 | 7.94 | 104.89 | 93.62 | 74.61 | 31.60 | 20.33 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 1 | A553-TYPE1 | 3.260 | 20.0 | 18.5 | 14.500 | 1869.77 | 980.72 | 114.77 | 358.25 | 157.85 | < OK | 305.67 | 0.516 < 1.0 OK | Scs=9.917 MPa, N=0.440, M=0.705, Sca= 6.989 MPa, | 14.500 | 80.77 | 42.36 | 4.96 | 15.48 | 126.14 | 305.67 | 9.55 | 126.14 | 114.61 | 96.25 | 46.93 | 35.40 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| ∑W= | 16.300 | (m) | 14.500 | (m) | Allowable Dynamic Hoop Stress of A553-TYPE1 σa = Max( 1.33 × Sts, 0.9 × Fy ) σa = Max( 1.33 × 229.825, 0.9 × 399.896) = 305.67 MPa | 압축응력 체크! Judge | Description | Dynamic Pressure on bottom For FEA 후 비교 검토( Unt : kPa ) | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES2 | Description | Pb = (Max.ф=0º) | Pb = (ф=45º) | Pb = (ф=90º) | Pb = (ф=135º) | Pb = (ф=180º) |
||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES3 | 1) Impulsive Pressure, Pib(kPa) = 2) Convective Pressure, Pcb(kPa) = 3) Total Pressure on bottom, Pb(kPa) = | -20.606 -55.516 -76.122 | -14.347 -45.798 -60.145 | 0 0 0 | 14.347 45.798 60.145 | 20.606 55.516 76.122 | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| Where : CLE Ai = SDs×(I/Rwi)= 0.6114[g], Ac=0.0887[g], Av=0.2874[g], Q=0.6667, I=1.5, Rwi=1.5, Rwc=1.0
|
1. 출처 : IITK-GSDMA/EQ08.pdf 2. https://www.ijaera.org/manuscript/20170304001.pdf   Figure C-1. Qualitative description of hydrodynamic pressure distribution on tank wall and base |    | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[TABLE 7.2.5.1] Ai = 0.6114[g], Ac = 0.0887[g], Av = 0.2874[g] Wp = 135984.33 [Ton], Wi = 48788.19 [Ton], Wc = 81646.65 [Ton], Ws = 271.82 [Ton], Xs = 6.944 [m]
DLL = 14500.0 m, Hd[0] = 14500.0 m, Hmm = 16300.0 m, Wr = 0.0 [Ton], Xr = 0.000 [m], XrRoof = 0.000 [m] Knuckle 반경 = [0.0 mm, Knuckle 높이(0m) + Dome 높이(0m) = 0(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.6114 [g] × 0 [kN] × 0.0(m) = 0[kN-m]
Mrw_KN = 182,841 = Mrw + Mrw_Roof = 182,841 [KN-m], Mrw_Roof = 0 [KN-m], Mrw_Roof = 182,841 × (0 / ( 135,984 + 272 )) = 0[kN-m]
| Shell Plate Information | [내,외조 공통] 1.운전시 SHELL 좌굴검토 Roof and Shell Vertical Compressive Stress | [API 620 DWT 외조 검토] 2. 지진시 압축+벤딩 좌굴검토 (TKK ARUN 계산서 와 동일한 Allowable Strezs, API 620, Scs) Overturning Moment Check | [내조] 3. 지진시 총 조합응력 검토 (TKK 에틸렌, ARUN) Combind Stress Check Dynamic Hoop + Earthquake Load < σa(1.33×Sts) | ||||||||||||||||||||||||||
| No. [n] | Material (Shell Width, mm) | Used Thk. tu (mm) | t=tu-CA (mm) | Y (m) |
Vertical Load Wr=0 Wr+Ws[1 ~ 5th] = W[i] (Ton) | Section Area A (mm²) | 두께 반경비 Ratio of t/R (mm²) | (운전시에는 Scs 적용) CASE A) 5.5.4.2, Scs Compression Sc = W/A < Scs OK Scs = 1,800,000×t/R (psi) | (운전시에는 Sca 사용하지않음) CASE B) 5.5.4.3, Sca Compression Sc = W/A < Sca[0.5555×Scs] (MPa) | Bending Moment M (kN-m) | Section Modulus Z=π×R²×t (m³) | Bending Sb = M/Z < Scs [100%] | Combind (압축+벤딩) Buckling Check Sc + Sb < 1.33 × Scs OK | Dynamic Hoop σT (MPa) | σc=[σT²+(Sc+Sb)² + (σT×Sb)]0.5 (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | Judge | Combind Buckling Check [API 620 Scs = ASME 식과 동일함] Div.1 ASME_Fa = 0.125×Em×(t/R) = 0.0625×200,000×(t/R) Sc + Sb < ASME Fa = Scs[100%] (MPa) | |||||||||
| (Roof T.W) Wr = 0.0 Ton | A | (t-c)/R | Sc=W/A | < | Scs | Sc/Scs < 1.0 OK | Ai = 0.6114[g], XrRoof= 0.0 [m] Mrw(roof)=Ai × Wr × XrRoof = | 0 | 0 | Sb=M/Z | < | Scs | Sb / Scs < 1.0 OK | Sc+Sb < Scs, OK | |||||||||||||||
| 5 | A553-TYPE1 (3.260) | 10.0 | 8.5 | 1.460 | 0.0+37.230 = 37.2 | 1236374 | 0.0003672 | 0.295 | < | 4.557 | 0.065 < 1.0 OK | Sca, 적용하지 않음 | 7,314 | 14.311 | 0.511 | < | 4.557 | 0.112 < 1.0 OK | 0.806 < 6.061 OK | 53.20 | 53.61 | < | 305.67 | 0.175 | OK | 0.806 < 4.557 OK (620 : 4.557, ASME : 4.590, API650 : 15.24 MPa | |||
| 4 | A553-TYPE1 (3.260) | 11.0 | 9.5 | 4.720 | 37.2+40.960 = 78.2 | 1381830 | 0.0004104 | 0.555 | < | 5.093 | 0.109 < 1.0 OK | Sca, 적용하지 않음 | 29,255 | 15.995 | 1.829 | < | 5.093 | 0.359 < 1.0 OK | 2.384 < 6.774 OK | 123.82 | 125.03 | < | 305.67 | 0.409 | OK | 2.384 < 5.093 OK (620 : 5.093, ASME : 5.130, API650 : 17.03 MPa | |||
| 3 | A553-TYPE1 (3.260) | 14.0 | 12.5 | 7.980 | 78.2+52.130 = 130.3 | 1818197 | 0.0005400 | 0.703 | < | 6.701 | 0.105 < 1.0 OK | Sca, 적용하지 않음 | 65,823 | 21.046 | 3.128 | < | 6.701 | 0.467 < 1.0 OK | 3.831 < 8.913 OK | 147.71 | 149.66 | < | 305.67 | 0.490 | OK | 3.831 < 6.701 OK (620 : 6.701, ASME : 6.749, API650 : 22.41 MPa | |||
| 2 | A553-TYPE1 (3.260) | 18.0 | 16.5 | 11.240 | 130.3+67.030 = 197.4 | 2400020 | 0.0007127 | 0.806 | < | 8.846 | 0.091 < 1.0 OK | Sca, 적용하지 않음 | 117,018 | 27.780 | 4.212 | < | 8.846 | 0.476 < 1.0 OK | 5.018 < 11.765 OK | 147.17 | 149.74 | < | 305.67 | 0.490 | OK | 5.018 < 8.846 OK (620 : 8.846, ASME : 8.909, API650 : 29.58 MPa | |||
| 1 | A553-TYPE1 (3.260) | 20.0 | 18.5 | 14.500 | 197.4+74.470 = 271.8 | 2690931 | 0.0007991 | 0.991 | < | 9.918 | 0.100 < 1.0 OK | Sca, 적용하지 않음 | 182,841 | 31.148 | 5.870 | < | 9.918 | 0.592 < 1.0 OK | 6.861 < 13.191 OK | 157.85 | 161.39 | < | 305.67 | 0.528 | OK | 6.861 < 9.918 OK (620 : 9.918, ASME : 9.989, API650 : 33.16 MPa | |||
| Total Weight( Roof + Shell ) = | 0.0+271.8= 271.8 Ton | [API 620 5.5.4.3] Scs = (t/R≤0.00667 ? 1,800,000×t/R:(t/R≤0.0175 ? 10,150+277,400×t/R: 15000) × 0.006894757 (MPa) [API 620 5.5.4.3] Sca = Scs × 0.555 = (t/R≤0.00667 ? 1,000,000×t/R:(t/R≤0.0175 ? 5,650+154,200×t/R: 8340) × 0.006894757 (MPa) | SPARE 1 | SPARE 2 | |||||||||||||||||||||||||
| Picture (출처 / 근거식) |   | SPARE 3 | SPARE 4 | ||||||||||||||||||||||||||
API 620 CLE [0] Level Accelation : Ai = Fa×Ss×(I/Rwi)= 0.6114[g], Ac=0.0887[g], Av=0.2874[g], Q=0.6667, I=1.5, Rwi=1.5, Rwc=1.0
SDS=Q×Ss×Fa=0.6114[g], SD1=Q×S1×Fv=0.6034[g], Ss=0.837[g], Fa=1.0956, S1=0.346[g], Fv=2.616, Ti=0.2325[s], Tc=7.8246[s]
J=1.0979, Mrw=182,841[KN-m] , Ms=572,221[KN-m], V=32851.0[KN]
Wp=135984.333[kN] Wi=48788.193[kN] Wc=81646.645 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.837, S1 = 0.346, Fa = 1.0956, Fv = 2.616
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.6114x(48,788,193x5.438 + 2,665,644x6.944 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0887x(81,646,645x7.955)]2)
Mrw = 182,841,126 [N-m] = 182,841 [KN-m] = 18,645 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.6114x(48,788,193x18.392 + 2,665,644x6.944 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0887x(81,646,645x7.955)]2)
Ms = 572,221,011 [N-m] = 572,221 [KN-m] = 58,350 [Ton-m]
Wp = 135,984,333 [N] = 135,984 [KN] = 13,867 [Ton]
Wi = 48,788,193 [N] = 48,788 [KN] = 4,975 [Ton], Xi = 5.438 [m], Wi/Wp = 35.88[%]
Wc = 81,646,645 [N] = 81,647 [KN] = 8,326 [Ton], Xc = 7.955 [m], Wc/Wp = 60.04[%]
Ws = 2,665,644 [N] = 2,666 [KN] = 271.820 [Ton], Xs = 6.944 [m]
Wr = 0 [N] = 0 [KN] = 0.000 [Ton], Xr = 0 [m]
Wf = 954,285 [N] = 954 [KN] = 97.310 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 32,042,326 [N] = 32,042 [KN] = 3,267 [Ton]
Vc = 7,242,057 [N] = 7,242 [KN] = 738 [Ton]
V = √(Vi²+ Vc²) = 32,850,541 [N] = 32,851 [KN] = 3,350 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 0
Ai=0.6114[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.6034 × ( 4.0 / 7.8246²) × ( 1.5 / 1.0) = 0.0887 [g]
Av= 0.2874 [g]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
7.2.5. Dynamic hoop stress calculation (OLE) API 620 Annex L
| Scs : Maximum Allowable Longitudinal Compressive Stress, (Scs, MPa) for a cylindrical wall acted upon by an axial load with neither a tensile nor a compressive force acting concurrently in a circumferential direction (determined in accordance with 5.5.4.2 for the thickness-to-radius ratio involved); Scs = [Above Table] MPa Scs = 1,800,000 × tc/R when, 0.00667 < tc/R Scs = 10,150 + 277,400 × tc/R when, 0.00667 ≥ tc/R ≤ 0.0175 Scs = 15,000 When tc/R > 0.0175 Sts 설명 : 최대 허용 세로(수직) 압축응력 (MPa) 내압에 의한 원주 방향으로 막응력(T2, St=T2/t) 이나, 수직 방향으로의 압축력(T1, Sc)이 동시에 작용하지 않는 즉, 내압은 작용하지 않고, 수직 축하중만 압축(T1, Sc)으로 작용할 경우 아래 식에 의하여 최대허용압축응력을 계산(관련된 두께 대 반경 비율에 대해 5.5.4.2에 따라 결정됨 |
| Dynamic Hoop Stress () Hmm=16300.0, Unit : [Nh, Ni, Nv, Nv : N/mm] [σt, σa : MPa] | 압축응력 체크! Judge | Dynamic Hoop Pressure on wall (Max. Pressure at ф=0º) For FEA 후 비교 검토 ( Unt : kPa ) | Dynamic Hoop Pressure on wall (at ф=0º ~ 180º) For FEA 후 비교 검토( Unt : kPa ) | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| No. | Material | Shell width (m) | Used Thk. tu (mm) | t (mm) | Y (m) | Nh (N/mm) |
Ni (N/mm) | Nc (N/mm) | Nv (N/mm) |
σT (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | 압축응력 체크! (API 620 Annex F, Sca = M × Scs) | Y (mm) | Ph= Nh/R (kPa) | Pi= Ni/R (kPa) | Pc= Nc/R (kPa) | Pv= Nv/R (kPa) | Total Pressure Pw=σT×t/R ф=0º (kPa) | σa (MPa) | tReqd = Pw×R/σa (mm) |
Pw = (Max.ф=0º) | Pw = (ф=45º) | Pw=Ph+Pv (ф=90º) | Pw = (ф=135º) | Pw = (ф=180º) |
|||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 5 | A553-TYPE1 | 3.260 | 10.0 | 8.5 | 1.460 | 188.27 | 269.95 | 202.05 | 51.91 | 62.29 | < OK | 305.67 | 0.204 < 1.0 OK | Scs=4.557 MPa, N=0.096, M=0.948, Sca= 4.322 MPa, | 1.460 | 8.13 | 11.66 | 8.73 | 2.24 | 22.87 | 305.67 | 1.73 | 22.87 | 18.10 | 10.37 | -1.84 | -6.61 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 4 | A553-TYPE1 | 3.260 | 11.0 | 9.5 | 4.720 | 608.64 | 769.41 | 167.76 | 167.80 | 148.82 | < OK | 305.67 | 0.487 < 1.0 OK | Scs=5.093 MPa, N=0.279, M=0.831, Sca= 4.232 MPa, | 4.720 | 26.29 | 33.24 | 7.25 | 7.25 | 61.07 | 305.67 | 4.63 | 61.07 | 51.26 | 33.54 | 1.32 | -8.50 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 3 | A553-TYPE1 | 3.260 | 14.0 | 12.5 | 7.980 | 1029.02 | 1126.17 | 144.80 | 283.70 | 175.95 | < OK | 305.67 | 0.576 < 1.0 OK | Scs=6.702 MPa, N=0.358, M=0.772, Sca= 5.171 MPa, | 7.980 | 44.45 | 48.65 | 6.25 | 12.25 | 95.01 | 305.67 | 7.20 | 95.01 | 81.15 | 56.70 | 7.75 | -6.11 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 2 | A553-TYPE1 | 3.260 | 18.0 | 16.5 | 11.240 | 1449.39 | 1340.22 | 131.62 | 399.60 | 172.98 | < OK | 305.67 | 0.566 < 1.0 OK | Scs=8.845 MPa, N=0.382, M=0.753, Sca= 6.656 MPa, | 11.240 | 62.61 | 57.89 | 5.69 | 17.26 | 123.29 | 305.67 | 9.34 | 123.29 | 107.16 | 79.87 | 18.06 | 1.93 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 1 | A553-TYPE1 | 3.260 | 20.0 | 18.5 | 14.500 | 1869.77 | 1411.57 | 127.32 | 515.50 | 182.59 | < OK | 305.67 | 0.597 < 1.0 OK | Scs=9.917 MPa, N=0.440, M=0.705, Sca= 6.989 MPa, | 14.500 | 80.77 | 60.97 | 5.50 | 22.27 | 145.91 | 305.67 | 11.05 | 145.91 | 129.40 | 103.04 | 32.14 | 15.63 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| ∑W= | 16.300 | (m) | 14.500 | (m) | Allowable Dynamic Hoop Stress of A553-TYPE1 σa = Max( 1.33 × Sts, 0.9 × Fy ) σa = Max( 1.33 × 229.825, 0.9 × 399.896) = 305.67 MPa | 압축응력 체크! Judge | Description | Dynamic Pressure on bottom For FEA 후 비교 검토( Unt : kPa ) | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES2 | Description | Pb = (Max.ф=0º) | Pb = (ф=45º) | Pb = (ф=90º) | Pb = (ф=135º) | Pb = (ф=180º) |
||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES3 | 1) Impulsive Pressure, Pib(kPa) = 2) Convective Pressure, Pcb(kPa) = 3) Total Pressure on bottom, Pb(kPa) = | -20.606 -55.516 -76.122 | -14.347 -45.798 -60.145 | 0 0 0 | 14.347 45.798 60.145 | 20.606 55.516 76.122 | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| Where : OLE Ai = SDs = 0.88[g], Ac=0.0984[g], Av=0.2757[g], Q=0.6667, I=1.0, Rwi=1.0, Rwc=1.0
|
1. 출처 : IITK-GSDMA/EQ08.pdf 2. https://www.ijaera.org/manuscript/20170304001.pdf Figure C-1. Qualitative description of hydrodynamic pressure distribution on tank wall and base | | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[TABLE 7.2.5.2] Ai = 0.88[g], Ac = 0.0984[g], Av = 0.2757[g] Wp = 135984.33 [Ton], Wi = 48788.19 [Ton], Wc = 81646.65 [Ton], Ws = 271.82 [Ton], Xs = 6.944 [m]
DLL = 14500.0 m, Hd[0] = 14500.0 m, Hmm = 16300.0 m, Wr = 0.0 [Ton], Xr = 0.000 [m], XrRoof = 0.000 [m] Knuckle 반경 = [0.0 mm, Knuckle 높이(0m) + Dome 높이(0m) = 0(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.88 [g] × 0 [kN] × 0.0(m) = 0[kN-m]
Mrw_KN = 257,809 = Mrw + Mrw_Roof = 257,809 [KN-m], Mrw_Roof = 0 [KN-m], Mrw_Roof = 257,809 × (0 / ( 135,984 + 272 )) = 0[kN-m]
| Shell Plate Information | [내,외조 공통] 1.운전시 SHELL 좌굴검토 Roof and Shell Vertical Compressive Stress | [API 620 DWT 외조 검토] 2. 지진시 압축+벤딩 좌굴검토 (TKK ARUN 계산서 와 동일한 Allowable Strezs, API 620, Scs) Overturning Moment Check | [내조] 3. 지진시 총 조합응력 검토 (TKK 에틸렌, ARUN) Combind Stress Check Dynamic Hoop + Earthquake Load < σa(1.33×Sts) | ||||||||||||||||||||||||||
| No. [n] | Material (Shell Width, mm) | Used Thk. tu (mm) | t=tu-CA (mm) | Y (m) |
Vertical Load Wr=0 Wr+Ws[1 ~ 5th] = W[i] (Ton) | Section Area A (mm²) | 두께 반경비 Ratio of t/R (mm²) | (운전시에는 Scs 적용) CASE A) 5.5.4.2, Scs Compression Sc = W/A < Scs OK Scs = 1,800,000×t/R (psi) | (운전시에는 Sca 사용하지않음) CASE B) 5.5.4.3, Sca Compression Sc = W/A < Sca[0.5555×Scs] (MPa) | Bending Moment M (kN-m) | Section Modulus Z=π×R²×t (m³) | Bending Sb = M/Z < Scs [100%] | Combind (압축+벤딩) Buckling Check Sc + Sb < 1.33 × Scs OK | Dynamic Hoop σT (MPa) | σc=[σT²+(Sc+Sb)² + (σT×Sb)]0.5 (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | Judge | Combind Buckling Check [API 620 Scs = ASME 식과 동일함] Div.1 ASME_Fa = 0.125×Em×(t/R) = 0.0625×200,000×(t/R) Sc + Sb < ASME Fa = Scs[100%] (MPa) | |||||||||
| (Roof T.W) Wr = 0.0 Ton | A | (t-c)/R | Sc=W/A | < | Scs | Sc/Scs < 1.0 OK | Ai = 0.88[g], XrRoof= 0.0 [m] Mrw(roof)=Ai × Wr × XrRoof = | 0 | 0 | Sb=M/Z | < | Scs | Sb / Scs < 1.0 OK | Sc+Sb < Scs, OK | |||||||||||||||
| 5 | A553-TYPE1 (3.260) | 10.0 | 8.5 | 1.460 | 0.0+37.230 = 37.2 | 1236374 | 0.0003672 | 0.295 | < | 4.557 | 0.065 < 1.0 OK | Sca, 적용하지 않음 | 10,312 | 14.311 | 0.721 | < | 4.557 | 0.158 < 1.0 OK | 1.016 < 6.061 OK | 62.29 | 62.80 | < | 305.67 | 0.205 | OK | 1.016 < 4.557 OK (620 : 4.557, ASME : 4.590, API650 : 15.24 MPa | |||
| 4 | A553-TYPE1 (3.260) | 11.0 | 9.5 | 4.720 | 37.2+40.960 = 78.2 | 1381830 | 0.0004104 | 0.555 | < | 5.093 | 0.109 < 1.0 OK | Sca, 적용하지 않음 | 41,250 | 15.995 | 2.579 | < | 5.093 | 0.506 < 1.0 OK | 3.134 < 6.774 OK | 148.82 | 150.41 | < | 305.67 | 0.492 | OK | 3.134 < 5.093 OK (620 : 5.093, ASME : 5.130, API650 : 17.03 MPa | |||
| 3 | A553-TYPE1 (3.260) | 14.0 | 12.5 | 7.980 | 78.2+52.130 = 130.3 | 1818197 | 0.0005400 | 0.703 | < | 6.701 | 0.105 < 1.0 OK | Sca, 적용하지 않음 | 92,811 | 21.046 | 4.410 | < | 6.701 | 0.658 < 1.0 OK | 5.113 < 8.913 OK | 175.95 | 178.56 | < | 305.67 | 0.584 | OK | 5.113 < 6.701 OK (620 : 6.701, ASME : 6.749, API650 : 22.41 MPa | |||
| 2 | A553-TYPE1 (3.260) | 18.0 | 16.5 | 11.240 | 130.3+67.030 = 197.4 | 2400020 | 0.0007127 | 0.806 | < | 8.846 | 0.091 < 1.0 OK | Sca, 적용하지 않음 | 164,998 | 27.780 | 5.939 | < | 8.846 | 0.671 < 1.0 OK | 6.745 < 11.765 OK | 172.98 | 176.45 | < | 305.67 | 0.577 | OK | 6.745 < 8.846 OK (620 : 8.846, ASME : 8.909, API650 : 29.58 MPa | |||
| 1 | A553-TYPE1 (3.260) | 20.0 | 18.5 | 14.500 | 197.4+74.470 = 271.8 | 2690931 | 0.0007991 | 0.991 | < | 9.918 | 0.100 < 1.0 OK | Sca, 적용하지 않음 | 257,809 | 31.148 | 8.277 | < | 9.918 | 0.835 < 1.0 OK | 9.268 < 13.191 OK | 182.59 | 187.40 | < | 305.67 | 0.613 | OK | 9.268 < 9.918 OK (620 : 9.918, ASME : 9.989, API650 : 33.16 MPa | |||
| Total Weight( Roof + Shell ) = | 0.0+271.8= 271.8 Ton | [API 620 5.5.4.3] Scs = (t/R≤0.00667 ? 1,800,000×t/R:(t/R≤0.0175 ? 10,150+277,400×t/R: 15000) × 0.006894757 (MPa) [API 620 5.5.4.3] Sca = Scs × 0.555 = (t/R≤0.00667 ? 1,000,000×t/R:(t/R≤0.0175 ? 5,650+154,200×t/R: 8340) × 0.006894757 (MPa) | SPARE 1 | SPARE 2 | |||||||||||||||||||||||||
| Picture (출처 / 근거식) | | SPARE 3 | SPARE 4 | ||||||||||||||||||||||||||
API 620 OLE [1] Level Accelation : Ai = Fa×Ss = 0.88[g], Ac=0.0984[g], Av=0.2757[g], Q=0.6667, I=1.0, Rwi=1.0, Rwc=1.0
SDS=Q×Ss×Fa=0.5867[g], SD1=Q×S1×Fv=0.5131[g], Ss=0.55[g], Fa=1.6, S1=0.26[g], Fv=2.96, Ti=0.2325[s], Tc=7.8246[s]
J=1.5431, Mrw=257,809[KN-m] , Ms=816,476[KN-m], V=46814.0[KN]
Wp=135984.333[kN] Wi=48788.193[kN] Wc=81646.645 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.55, S1 = 0.26, Fa = 1.6, Fv = 2.96
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.88x(48,788,193x5.438 + 2,665,644x6.944 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0984x(81,646,645x7.955)]2)
Mrw = 257,809,274 [N-m] = 257,809 [KN-m] = 26,289 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.88x(48,788,193x18.392 + 2,665,644x6.944 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0984x(81,646,645x7.955)]2)
Ms = 816,476,024 [N-m] = 816,476 [KN-m] = 83,257 [Ton-m]
Wp = 135,984,333 [N] = 135,984 [KN] = 13,867 [Ton]
Wi = 48,788,193 [N] = 48,788 [KN] = 4,975 [Ton], Xi = 5.438 [m], Wi/Wp = 35.88[%]
Wc = 81,646,645 [N] = 81,647 [KN] = 8,326 [Ton], Xc = 7.955 [m], Wc/Wp = 60.04[%]
Ws = 2,665,644 [N] = 2,666 [KN] = 271.820 [Ton], Xs = 6.944 [m]
Wr = 0 [N] = 0 [KN] = 0.000 [Ton], Xr = 0 [m]
Wf = 954,285 [N] = 954 [KN] = 97.310 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 46,119,147 [N] = 46,119 [KN] = 4,703 [Ton]
Vc = 8,034,030 [N] = 8,034 [KN] = 819 [Ton]
V = √(Vi²+ Vc²) = 46,813,688 [N] = 46,814 [KN] = 4,774 [Ton] CLEOLE = 1, dCode = 1, at[tid].in_OR_out = 0
Ai=0.88[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.5131 × ( 4.0 / 7.8246²) × ( 1.0 / 1.0) = 0.0984 [g]
Av= 0.2757 [g]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| Symbol | Description of acceleration parameter | CLE | OLE | ALE |
| Ai : | Impulsive spectral acceleration parameter. [g] | 0.6114 | 0.8800 | 0.3057 |
| Ac : | Convective spectral acceleration parameter. [g] | 0.0887 | 0.0984 | 0.0444 |
| Av : | Vertical earthquake acceleration parameter. [g] | 0.2874 | 0.2757 | 0.1437 |
| G | : | Design Specific gravity | 0.568 | ||||||
| D | : | Tank diameter | 46.300 | m | |||||
| R | : | Tank radius | 23.150 | m | |||||
| H | : | Max. Design product level (at Operation) | 16.300 | m | |||||
| D/H | : | Ratio of tank diameter to design liquid level, D/H=2.840 > 1.333 | 2.840 | ||||||
| t | : | Thickness of the shell under consideration. t = tu - CA | mm | ||||||
| Y | : | Distance from liquid surface to analysis point. (positive down) | m | ||||||
| Nh | : | Product hydrostatic membrane force in shell. (API 620) Nh = 9.80665·G·Y·D / 2 | N/mm | ||||||
| Nv | : | Vertical force in shell.(API 620) Nv = Av·Nh / 2.5 | N/mm | ||||||
| Ni | : | Impulsive hoop membrane force in shell. | N/mm | ||||||
| Nc | : | Convective hoop membrane force in shell. | N/mm | ||||||
| Nv | : | Vertical force in shell.(API 620) Nv = Av×Nh / 2.5 | N/mm | ||||||
| σT | : | Total combined hoop stress in each shell (API 650 Annex E.6.1.4-6) | MPa | ||||||
| |||||||||
| Pt | : | Dynamic pressure in each shell (Reverse calculation by σT) | kPa | ||||||
| |||||||||
| Fty | : | Min. yield strength of shell course, | 399.90 | MPa | |||||
| Sd | : | Product design stress of shell course, | 229.82 | MPa | |||||
| σa | : | Allowable stress of shell course, σa=Min(0.9·Fty, 1.33·Sd) | 305.67 | MPa |
No.1. CAP2 LP Ethylene Inner D= 46.3, H= 16.3 (m) / Outer D= 48.3 (m), H= 18.4 (m), Storage Capacity = 24,413 (m³), Pg= 19.613 (KPa)
[tid=[0] b[0] = RPT_RESULT[5] = API 620 OR API 650 ONE-Foot Weight Summary
PLATE MATERIAL LIST ( 자재구매비 추정금액 )
Tank No. : CAP2 LP Ethylene / INNER TANK
ATTACHMENT A. WELD METAL PURCHASE COST / 용접봉 구매 비용
div id='atDiv_4_0', at[0].divRPT[4] Contents 내용 = CAP2 LP Ethylene] 4.Weld Metal] 0 [KB][tid=[0] b[0] = RPT_RESULT[5] = API 620 OR API 650 ONE-Foot Weight Summary
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
Tank No. : CAP2 LP Ethylene / INNER TANK
| 0. Project Description (Tank No.) | 1. Design Code | 2. Containment System | 3. 내외조구분 | 4. Content | 16. SG | 18. Design Pressure (MPa) | 19. Design temperature (℃) | 10. Diameter (mm) | 11. Height (mm) | 13. CA (mm) | 12. Joint Efficiency | 14. DLL (mm) | 15. HTL (mm) |
| CAP2 LP Ethylene | API 620 | FULL | INNER | LNG | 0.568 | 0 | -104 | 46300 | 16300 | 1.5 | 1 | 14500 | 7782 |
| 1. [INNER TANK] Shell Plate | |||||||||||||||||||
| Net Weight (설계중량) | Gross Weight (자재구매 중량) | 자재구매가격 Shell Plate Purchsing Price | Remark | ||||||||||||||||
| Shell Course No. | Material | Thk. (mm) | Width (mm) | Length (mm) | Qty (SHT) | Net WT (Ton) | Shell Course No. | Material | Thk. (mm) | Width (mm) | Length (mm) | Qty (SHT) | Gross WT (Ton) | Loss Grs/net Ratio(%) | 수입 자재단가 (USD/Ton) | 수입 자재금액 (USD) | 내수 자재단가 (천원/Ton) | 내수 자재금액 (천원) | Remark |
| 5 th Shell Plate | A553-TYPE1 | 10.0 | 3260 | 14548 | 10 | 37.230 | 5 | A553-TYPE1 | 10.0 | 3310 | 14590 | 11 | 41.701 | 12.01 | 5,090.00 | 212,258 | 6,265.79 | 261,290 | Stiff and jig 부착 PAD PLATE 1 Sheet 포함 |
| 4 th Shell Plate | A553-TYPE1 | 11.0 | 3260 | 14549 | 10 | 40.960 | 4 | A553-TYPE1 | 11.0 | 3310 | 14590 | 10 | 41.700 | 1.81 | 5,090.00 | 212,253 | 6,265.79 | 261,283 | |
| 3 rd Shell Plate | A553-TYPE1 | 14.0 | 3260 | 14549 | 10 | 52.130 | 3 | A553-TYPE1 | 14.0 | 3310 | 14590 | 10 | 53.070 | 1.8 | 5,090.00 | 270,126 | 6,265.79 | 332,525 | |
| 2 nd Shell Plate | A553-TYPE1 | 18.0 | 3260 | 14551 | 10 | 67.030 | 2 | A553-TYPE1 | 18.0 | 3310 | 14600 | 10 | 68.280 | 1.86 | 5,090.00 | 347,545 | 6,265.79 | 427,828 | |
| 1 st Shell Plate | A553-TYPE1 | 20.0 | 3260 | 14551 | 10 | 74.470 | 1 | A553-TYPE1 | 20.0 | 3310 | 14600 | 11 | 83.457 | 12.07 | 5,090.00 | 424,796 | 6,265.79 | 522,924 | 1st Shell Nozzzle and Openning PAD PLATE 1 Sheet 포함 |
| [INNER TANK] Shell Plate Total = | 50 | 271.820 | Total Qty and Weight = | 52 | 288.208 | 6.03 | 5,090.00 | 1,466,979 | 6,265.79 | 1,805,851 | (천원) | ||||||||
| 2. [INNER TANK] Bottom / Annular Plate / Stiffener Ring | |||||||||||||||||||
| Net Weight (설계중량) | Gross Weight (자재구매 중량) | 자재구매가격 Shell Plate Purchsing Price | Remark | ||||||||||||||||
| Part Name | Material | Shell Course No. | Qty (SHT) | Net WT (Ton) | Thickness Range (mm) | Width (mm) | Length (mm) | Qty (SHT) | Gross WT (Ton) | Loss Grs/net Ratio(%) | 수입 자재단가 (USD/Ton) | 수입 자재금액 (USD) | 내수 자재단가 (천원/Ton) | 내수 자재금액 (천원) | Remark | ||||
| 1. Bottom Plate | A553-TYPE1 | 6.5 | 2438 | 6096 | 101.00 | 76.580 | 1 | A553-TYPE1 | 6.5 | 2438 | 6096 | 108 | 81.864 | 6.90 | 5,090.00 | 416,688 | 6,265.79 | 512,943 | |
| 2. Annular Plate | A553-TYPE1 | 13.0 | 2438 | 6096 | 13.70 | 20.730 | 2 | A553-TYPE1 | 13.0 | 2438 | 6096 | 16 | 24.272 | 17.09 | 5,090.00 | 123,544 | 6,265.79 | 152,083 | |
| 6. Stiffener Ring | A553-TYPE1 | L450x10+120x10 FB 150x11 | 145.0 (m) | 4 Rings | 12.689 | 6 | A553-TYPE1 | ref. | 역계산 | 역계산 | 4 | 14.592 | 15.00 | 5,090.00 | 74,273 | 6,108.00 | 89,128 | ||
| [INNER TANK] Bottom / Annular / Total = | 109.999 | Total Qty and Weight = | 120.728 | 614,506 | USD | 754,154 | (천원) | ||||||||||||
| [INNER TANK] Grand Total = | 381.819 | Grand Total Qty and Weight = | 408.936 | 2,081,484 | USD | 2,560,005 | (천원) | ||||||||||||
ATTACHMENT A. WELD METAL PURCHASE COST / 용접봉 구매 비용
| CAP2 LP Ethylene / INNER TANK, D= 46.3 (m), H= 16.3 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 5th) | A553-TYPE1 | t 20 ~ 10 | 16300 | 14551 | 10 | 50 | 271.8 | SAW-2G (수평용접) | 870.0 | 93.00 | 98.0 | 179.92 | 89000 | 1.00 | 18,532 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 215.90 | 5500 | 1.00 | 1,187 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 163.0 | -5.00 | 90.0 | -1.45 | 103000 | 1.00 | -149 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A553-TYPE1 | t 6.5×ø43714 | 2438 | 6096 | N/A | N/A | 76.58 | FCAW FILLET (2F) | 570.4 | 25.35 | 90.0 | 126.00 | 103000 | 1.00 | 12,978 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A553-TYPE1 | t 13×(ø46484 - ø43614) | 1435 | N/A | 20 | 20.73 | SMAW V-GROOVE (1G+4G) | 28.7 | 104.70 | 60.0 | 39.32 | 59000 | 1.00 | 2,320 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 4. STIFFENER / TOP GIRDER | A553-TYPE1 | L450x10+120x10 FB 150x11 | 14551 | 10 | 5 개소 (양쪽필렛연속) | 12.69 | FCAW FILLET (2F+4F) 양면필렛연속용접 | 727.0 | 145.20 | 90.0 | 920.72 | 103000 | 1.00 | 94,834 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |
| CAP2 LP Ethylene / INNER TANK Weld Metal Total = | 1501.09 | kg | 129,702 | (천원) | ||||||||||||
No.1. CAP2 LP Ethylene Inner D= 46.3, H= 16.3 (m) / Outer D= 48.3 (m), H= 18.4 (m), Storage Capacity = 24,413 (m³), Pg= 19.613 (KPa)
[RPT_RESULT[7] = API 650 ONE-FOOT WELD METAL Summary
div id='atDiv_8_0', at[0].divRPT[8] Contents 내용 = CAP2 LP Ethylene] 8.Roof Structure] 0 [KB][RPT_RESULT[7] = API 650 ONE-FOOT WELD METAL Summary
No.1. CAP2 LP Ethylene Inner D= 46.3, H= 16.3 (m) / Outer D= 48.3 (m), H= 18.4 (m), Storage Capacity = 24,413 (m³), Pg= 19.613 (KPa)
div id='atDiv_2_2', at[2].divRPT[2] Contents 내용 = CAP2 LP Ethylene] 2.강도계산서] 276 [KB]No.2. CAP2 LP Ethylene Tank Size, D= 48.3, H= 18.4 (m), Storage Capacity = 26,568 (m³)
여기부터 Bottom Plate 시작함 BOTTOM_ANNULAR_ROPORT()
[rvBottom] = tid = 2, tdFoot[1] = 12.048 (mm), tuFoot[1] = 16.0 (mm)
4. Bottom plate and Annular plate of calculation
8.4 Roof Plate
The roof plate is designed to withstand the internal pressures in design and pneumatic test
conditions in accordance with Section 5.10 of API 620.
8.4.1 Design Internal Pressure Condition
The minimum thickness of roof plate for design pressure is calculated as the follows.
(as per API 620 para. 5.10.2.5, Spherical segment dome roof plate)
8.4.2 Pneumatic Test Pressure Condition
The minimum thickness of roof plate for pneumatic test pressure is calculated as the follows.
아래는 ROOF STRUCTURE 없이 [Self Support Dome Roof] 로 할 경우
최소 필요한 Roof Plate 두께를 계산 합니다. ( 계산서에 포함 시키지 마세요 )
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA) [원본 일본어 ] [한글 번역본]
8.4.3 External Pressure (Vacuum) Condition ( When, Self Support Dome Roof )
The minimum roof plate thickness(without roof rafter) for vacuum pressure is calculated as the follows.
(as per API 620 Annex F.3.3.2)
Roof Plate 두께 (API 620 Annex F 3.3)
Allowable External Pressure( Pmax = Pe + W/A) 역 계산
at[2].myKnuckleScript = [ [ 'A516-70', 2898, 43470, 35, 66.618, 1.01948, 0.55132, 0.80116, 0, 0, 42504, 45540, 2468.6, 6440.7, 8909.3, 0, 0, 0, 0, 0 ], ]
8.4.4.1 Knuckle Calculation
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA)
A) Knuckle Strength Check by External Pressure
Where,
1. W = 339.4 (Ton), 3328.377 (kN), A = 3328.377 (m²), Pg = 19.613 (kPa), Pe = 0.5 (kPa)
2. R1 = 2898 (mm), Knuckle Radius
3. R2 = 43470 (mm), Roof Radius
4. R3 = 32490 (mm), equivalent Radius
B) Allowable Buckling(Compressive) Stress by ASME SEC. II Part D
8.4.4.2 Knuckle Calculation
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA)
출처 : https://www.jstage.jst.go.jp/article/hpi/47/5/47_5_305/_pdf
Ellipsodial Head Stress 엑셀계산 [Stress-in-ellipsoidal-head-of-pressure-vessel-DANotes.xlsm]
[RRR-START]
where,
La : Actual height of the tank associated with the particular stiffener
(Acutal distance of stiffener & stiffener or stiffener & top shell)
Tav : Average thickness of inner shell plate with corrosion, Tav =11.983 mm
Fa : Allowable Compressive Stress, 15,000 psi, Fa = 103.421 MPa
Nwave : Calculate the number of buckling waves,
[RRR-END]
[RPT_RESULT[10] = BUCKLING_CALC() [
1. TANK SHELL BUCKLING CALCULATION ( EACH CASE)
at[at[0].tid].in_OR_out=[1]
[Check Condition : CASE 1 / 9], Design Pressure (100%) + Full Liquid(DLL) Pg= 19.613 (kPa), DLL = 14.5 (m), SG = 0.0, Wr = 339.4(Ton)
[Check Condition : CASE 2 / 9], Operating + Operating Pressure Pg= 0.098 (kPa), DLL = 14.5 (m), SG = 0.0, Wr = 339.4(Ton)
[Check Condition : CASE 8 / 9], Design Pressure (100%) + Lr(20psf) + 10% Snow Load Pg= 19.613 (kPa), DLL = 14.5 (m), SG = 0.0, Lr = 102(kg/m²)×A(m²)= 183.23(Ton), Wr = 522.63(Ton)
[Check Condition : CASE 9 / 9], Vacuum Pressure (-50 mmWTR) Pe= -0.5 (kPa), DLL = 0 (m), SG = 0.0, Lr = 102(kg/m²)×A(m²)= 183.23(Ton), Wr = 522.63(Ton)
[END OF RPT_RESULT[10] = BUCKLING_CALC() [
AAA k = 0 = API 650 = k = 0, dCode = 1, AAA D = 48.3 (mm), Hd[0] = 14500.0 (mm) Hd[1] = 14500.0 (mm) Ht[0] = 12718.0 mm
seisResult[1] =
[
START - [SEISMIC DESIGN 스펙트럼 그래프 그리기] [CANVAS SHOW]
<canvas name=canvasSpect id=seisDesignSpect_1> <img name=imgvasSpect id=imgsDesignSpect_1>
기상청 Magnitude 환산 Formula M = 2.0 × [Log10(Sa×980) + 1]
MMI : 수정머칼리 진도척도(Modified Mercalli Intensity(MMI) Scale) [ I ~ XII 까지 12단계 ]
MMI = 3.0 × [Log10(Sa×980) + 0.5]
[지반가속도 와 규모의 관계그래프.xlsx]
출처 : 나무위키 지진
1.[기상청] 지진표준교재
2.[기상청] 중고등교재
3.[기상청] 초등교재
END - [스펙트럼 그래프 그리기]
DEBUG START 624 dCode = [1] CLEOLE = [0] at[tid].sData[4] = [0.0] END OF DEBUG 624
DEBUG START 625 at[tid].seisResu[0] = [at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.837, S1 = 0.346, Fa = 1.0956, Fv = 2.616
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.4586x(50,981,497x5.438 + 2,897,277x8.543 + 3,328,377x20.842 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(90,830,407x7.904)]2)
Mrw = 170,305,169 [N-m] = 170,305 [KN-m] = 17,366 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.4586x(50,981,497x19.229 + 2,897,277x8.543 + 3,328,377x20.842 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(90,830,407x7.904)]2)
Ms = 492,740,328 [N-m] = 492,740 [KN-m] = 50,246 [Ton-m]
Wp = 147,986,179 [N] = 147,986 [KN] = 15,090 [Ton]
Wi = 50,981,497 [N] = 50,981 [KN] = 5,199 [Ton], Xi = 5.438 [m], Wi/Wp = 34.45[%]
Wc = 90,830,407 [N] = 90,830 [KN] = 9,262 [Ton], Xc = 7.904 [m], Wc/Wp = 61.38[%]
Ws = 2,897,277 [N] = 2,897 [KN] = 295.440 [Ton], Xs = 8.543 [m]
Wr = 3,328,377 [N] = 3,328 [KN] = 339.400 [Ton], Xr = 20.842 [m]
Wf = 1,040,289 [N] = 1,040 [KN] = 106.080 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 26,712,276 [N] = 26,712 [KN] = 2,724 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 26,712,276 [N] = 26,712 [KN] = 2,724 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 1
Ai=0.4586[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.6034 × ( 4.0 / 8.0729²) × ( 1.5 / 1.0) = 0.0 [g]
Av= 0.2874 [g]
] END OF DEBUG 625
6.2.4. Seismic Design Acceleration Calculation ( API 620 Annex L )
API 620 L.4.3.3 (OLE) Adjustment Factors, ( Factor I , R )
Unless specifically permitted by the regulations, the OLE design forces shall not be adjusted by
an importance factor, I, or force reduction factor, R,
Nor shall the forces be reduced by the 0,7 multiplier (1/1.4) commonly applied
to convert (CLE) Contingency Level Events to ASD methods.
해석 : API 620 L.4.3.3 (OLE) 조정계수, ( OLE I, R 에 대한 특별규정 )
규정에서 특별히 허용하지 않는 한, OLE 설계력은 중요도 계수 I 또는 힘 감소 계수 R에 의해 조정되지 않아야 합니다.
또한 (CLE) 비상 수준 이벤트를 ASD 방법으로 변환하는 데 일반적으로 적용되는 0.7 승수(1/1.4)로 힘을 줄여서는 안 됩니다.
API 620 L.4.4.2 (CLE) Definition Based on ASCE 7 Method (API 650, Annex E)
To utilize API 650, Section E.4 to define the CLE ground motion,
the following modifications shall be made based on the provisions in this annex:
1) Scaling factor, Q = 1.0 , is not applicable and may be set equal to a value of 1.0;
2) Importance factor, I = 1.0
NOTE
1. The above Rw factors are applied for CLE (or SSE) event.
For OLE (or OBE), the elastic design (R = 1.0) is used.
]
SlidingCheck =
[
6.4.8 Sliding Resistance Check / PTT-LNG Examples
4.7 Sliding Resistance
According to API 650 E. 7.6, Total design base shear (horizontal force) V , should be equal
to or smaller than the value Vs obtained as follows;
Vs = μ × (Ws + Wr + Wf + Wp + Wns + Wnr ) × (1.0 - 0.4 × Av)
Where,
Vs = Allowable base shear [N]
μ = Maximum friction coefficient for tank sliding
= tan(30°) / 1.5 = 0.3849 for OBE (According to API620 L4.2.10)
= tan(30°) / 1.0 = 0.5773 for SSE (According to API620 L4.3.3)
Ws = Weight of tank Shell Plate = 2,897,277 [N], Ws = 295.44 [Ton]
Wr = Weight of tank roof = 3,328,377 [N], Wr = 339.4 [Ton]
Wf = Weight of tank bottom = 1,040,289 [N], Wf = 106.08 [Ton]
Wp = Weight of liquid content = 7,265,943 [N], Wp = 740.92 [Ton]
Total Weight of Steel and Liquid Content,
Wsum = (Ws+Wr+Wf+Wp+Wns+Wnr)= 155,252 kN, Wsum = 15,831,311 [Ton]
Av(ALE) = Vertical seismic acceleration = 0.2757 [g] for OBE
Av(CLE) = Vertical seismic acceleration = 0.2874 [g] for CLE
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.5 = 0.3849 (For ALE)
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.0 = 0.577 (For CLE)
Sliding Resistance (Vs)
Vs (ALE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.3849 × 155,252 × (1.0 - 0.4 × 0.2757) = 53,167 [kN]
Vs (CLE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.577 × 155,252 × (1.0 - 0.4 × 0.2874) = 79,282 [kN]
The following table shows the results.
Table 6.4.9 Result of sliding resistance
계산결과 CLE=rvAry[0], OLE=rvAry[1], ALE=rvAry[2]
Min. yield strength of annulae plate (A553-TYPE1), Fy = 400 MPa
Design Internal Pressure, Pg = 19.6133 kPa
Tank Dia. D = 48.300 (m), Tank Height Ht = 18.400(m), H = 14.5 (m), Design Liquid Level for Seismic calc,
SG = 0.568, CA = 1.5 (mm)
SEISMIC DESIGN CODE : [ API 650 Annex E / 620 Annex L / SNI-1726-2012, Fa, Fv Table 4, 5 ) ]
SITE Class : [ SE ]
SEISMIC USE GROUP : SUG = [ III ]
Table 4.8 Seismic Dedign Calculation [Outer Tank]
Where,
SITE Class : [ SE ]
SEISMIC USE GROUP : SUG = [ III ]
API 620 L4.3.9 Inner Tank Freeboard
1. OLE (Operating Level Earthquake)
δs = 0.42 × D × Af + hs (300 mm), for API 620 OLE or SUG = III
δs = 0.42 × 48,300 × 0.0 + 300 = 300 (mm)
An additional shell height, hs shall be added to the calculated value above
the sloshing height as required by the governing regulations.
The minimum value of hs forthe OLE event shall be 300 mm (1 ft).
2. CLE (Contingency Level Earthquake) FOR SUG = I OR II
δs = 0.42 × D × Af
δs = 0.42 × 48,300 × 0.0 = 0 (mm)
Therefore, This Tank FreeBoard(δs) is Max( OLE, CLE) = Max( 300, 0 ) = 300 (mm)
API 650 E.6.1.2 Center of Action for Effective Lateral Forces
반응수정계수 행복채움 블로그
반응수정계수 (response modiflcation coefflcient)는 내진설계를 하면서 붕괴방지수준(CLE) 에 대해 검토시
비탄성거동인 소성영역까지 허용하여 저감된 지진력 으로 구조검토를 하게 됩니다.
탄성은 외부로부터 받은 자극이 제거되면 물체를 원래 형상으로 복원시키려는 성질인 반면,
소성은 외부의 자극이 제거되어도 변형을 그대로 유지하려는 성질입니다.
이런 비선형적 거동을 고려할수 있도록 내진설계시 R 응답수정계수를 적용해 줍니다.
Ve: 만약 구조체가 설계 지진의 지반 운동에 대하여 완전히 탄성 거동을 하게 된다고 가정하였을때 지진력에 대해저항하는힘
V: 선형 탄성영역에서의 밑면전단력
이러한 응답수정계수는 설계시 적용할때 마다 구하기는 한계가 있으므로
기준별로 정리되어있어 필요할경우 편리하게 사용하면 됩니다.
주의하실 점은 부재의 연성으로 비탄성변형으로 인한부재력의 저감은
수평력에 대해서만 적용하며， 수직력은 적용하지 않습니다.
4. TANK CAPACITY
4.1 Liquid Levels
Note 1) This liquid level should be used for seismic design and determination of sloshing height of inner steel tank.
2) It is the liquid level of maximum operation level plus overfill protection margin (= 200 mm).
4.2 Operating Tank Capacity
Table 2-1 Tank Capasity Calculation
Tank type : Full Containment Tank Elevated Bottom slab Metal Inner Tank with Suspended Deck
]
7.2.4. Dynamic hoop stress calculation (CLE) API 620 Annex L
[TABLE 6.1]
When, D/H= 2.625 > 1.333
6.2.5. Shell Buckling (Compressive) Strength Check (CLE) API 620 Annex L
[TABLE 7.2.5.1] Ai = 0.4586[g], Ac = 0.0[g], Av = 0.2874[g] Wp = 147986.18 [Ton], Wi = 50981.5 [Ton], Wc = 90830.41 [Ton], Ws = 295.44 [Ton], Xs = 8.543 [m]
DLL = 14500.0 m, Hd[0] = 14500.0 m, Hmm = 18400.0 m, Wr = 339.4 [Ton], Xr = 22.855 [m], XrRoof = 4.455 [m] Knuckle 반경 = [2898.0 mm, Knuckle 높이(2,469m) + Dome 높이(6,441m) = 8,909(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.4586 [g] × 3328.38 [kN] × 4.455(m) = 6800.08[kN-m]
Mrw_KN = 170,305 = Mrw + Mrw_Roof = 170,305 [KN-m], Mrw_Roof = 6,800 [KN-m], Mrw_Roof = 170,305 × (339 / ( 147,986 + 295 )) = 6800.08[kN-m]
Allowable Compressive Stress : Scs = 1.33 × ( tPr≤0.00667? 1,800,000 : ( tPr≤0.0175? 10,150.0+277,400: 15,000) × tPr × 0.006894757
API 620 CLE [0] Level Accelation : Ai = Fa×Ss×(I/Rwi)= 0.4586[g], Ac=0.0[g], Av=0.2874[g], Q=0.6667, I=1.5, Rwi=2.0, Rwc=1.0
SDS=Q×Ss×Fa=0.6114[g], SD1=Q×S1×Fv=0.6034[g], Ss=0.837[g], Fa=1.0956, S1=0.346[g], Fv=2.616, Ti=0.2513[s], Tc=8.0729[s]
J=0.8648, Mrw=170,305[KN-m] , Ms=492,740[KN-m], V=26712.0[KN]
Wp=147986.179[kN] Wi=50981.497[kN] Wc=90830.407 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.837, S1 = 0.346, Fa = 1.0956, Fv = 2.616
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.4586x(50,981,497x5.438 + 2,897,277x8.543 + 3,328,377x20.842 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(90,830,407x7.904)]2)
Mrw = 170,305,169 [N-m] = 170,305 [KN-m] = 17,366 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.4586x(50,981,497x19.229 + 2,897,277x8.543 + 3,328,377x20.842 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(90,830,407x7.904)]2)
Ms = 492,740,328 [N-m] = 492,740 [KN-m] = 50,246 [Ton-m]
Wp = 147,986,179 [N] = 147,986 [KN] = 15,090 [Ton]
Wi = 50,981,497 [N] = 50,981 [KN] = 5,199 [Ton], Xi = 5.438 [m], Wi/Wp = 34.45[%]
Wc = 90,830,407 [N] = 90,830 [KN] = 9,262 [Ton], Xc = 7.904 [m], Wc/Wp = 61.38[%]
Ws = 2,897,277 [N] = 2,897 [KN] = 295.440 [Ton], Xs = 8.543 [m]
Wr = 3,328,377 [N] = 3,328 [KN] = 339.400 [Ton], Xr = 20.842 [m]
Wf = 1,040,289 [N] = 1,040 [KN] = 106.080 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 26,712,276 [N] = 26,712 [KN] = 2,724 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 26,712,276 [N] = 26,712 [KN] = 2,724 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 1
Ai=0.4586[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.6034 × ( 4.0 / 8.0729²) × ( 1.5 / 1.0) = 0.0 [g]
Av= 0.2874 [g]
7.2.6. Dynamic hoop stress calculation (ALE) API 620 Annex L
[TABLE 6.1]
When, D/H= 2.625 > 1.333
6.2.5. Shell Buckling (Compressive) Strength Check (ALE) API 620 Annex L
[TABLE 7.2.5.3] Ai = 0.5867[g], Ac = 0.0[g], Av = 0.2757[g] Wp = 147986.18 [Ton], Wi = 50981.5 [Ton], Wc = 90830.41 [Ton], Ws = 295.44 [Ton], Xs = 8.543 [m]
DLL = 14500.0 m, Hd[0] = 14500.0 m, Hmm = 18400.0 m, Wr = 339.4 [Ton], Xr = 22.855 [m], XrRoof = 4.455 [m] Knuckle 반경 = [2898.0 mm, Knuckle 높이(2,469m) + Dome 높이(6,441m) = 8,909(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.5867 [g] × 3328.38 [kN] × 4.455(m) = 8699.54[kN-m]
Mrw_KN = 217,876 = Mrw + Mrw_Roof = 217,876 [KN-m], Mrw_Roof = 8,700 [KN-m], Mrw_Roof = 217,876 × (339 / ( 147,986 + 295 )) = 8699.54[kN-m]
Allowable Compressive Stress : Scs = 1.33 × ( tPr≤0.00667? 1,800,000 : ( tPr≤0.0175? 10,150.0+277,400: 15,000) × tPr × 0.006894757
API 620 OLE [1] Level Accelation : Ai = Fa×Ss = 0.5867[g], Ac=0.0[g], Av=0.2757[g], Q=0.6667, I=1.0, Rwi=1.0, Rwc=1.0
SDS=Q×Ss×Fa=0.5867[g], SD1=Q×S1×Fv=0.5131[g], Ss=0.55[g], Fa=1.6, S1=0.26[g], Fv=2.96, Ti=0.2513[s], Tc=8.0729[s]
J=1.1021, Mrw=217,876[KN-m] , Ms=630,377[KN-m], V=34174.0[KN]
Wp=147986.179[kN] Wi=50981.497[kN] Wc=90830.407 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.55, S1 = 0.26, Fa = 1.6, Fv = 2.96
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.5867x(50,981,497x5.438 + 2,897,277x8.543 + 3,328,377x20.842 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(90,830,407x7.904)]2)
Mrw = 217,876,238 [N-m] = 217,876 [KN-m] = 22,217 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.5867x(50,981,497x19.229 + 2,897,277x8.543 + 3,328,377x20.842 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(90,830,407x7.904)]2)
Ms = 630,376,691 [N-m] = 630,377 [KN-m] = 64,281 [Ton-m]
Wp = 147,986,179 [N] = 147,986 [KN] = 15,090 [Ton]
Wi = 50,981,497 [N] = 50,981 [KN] = 5,199 [Ton], Xi = 5.438 [m], Wi/Wp = 34.45[%]
Wc = 90,830,407 [N] = 90,830 [KN] = 9,262 [Ton], Xc = 7.904 [m], Wc/Wp = 61.38[%]
Ws = 2,897,277 [N] = 2,897 [KN] = 295.440 [Ton], Xs = 8.543 [m]
Wr = 3,328,377 [N] = 3,328 [KN] = 339.400 [Ton], Xr = 20.842 [m]
Wf = 1,040,289 [N] = 1,040 [KN] = 106.080 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 34,173,773 [N] = 34,174 [KN] = 3,485 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 34,173,773 [N] = 34,174 [KN] = 3,485 [Ton] CLEOLE = 1, dCode = 1, at[tid].in_OR_out = 1
Ai=0.5867[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.5131 × ( 4.0 / 8.0729²) × ( 1.0 / 1.0) = 0.0 [g]
Av= 0.2757 [g]
Where,
div id='atDiv_3_2', at[2].divRPT[3] Contents 내용 = CAP2 LP Ethylene] 3.Weight summary] 35 [KB]| Descriptipon | SI Unit | USC Unit | ||||
| Diameter of tank inside | D = | 48300 | mm | D = | 158.465 | ft |
| Height of tank | Htank = | 18400 | mm | Htank = | 60.367 | ft |
| Radius of tank in-diameter, Rc = D / 2 | Rc = | 24150 | mm | Rc = | 79.232 | ft |
| Design liquid level | DLL = | 14500 | mm | DLL = | 47.572 | ft |
| Hydrostatic-test liquid level, HTL = DLL × SG | HTL = | 12718 | mm | HTL = | 41.726 | ft |
| Corrosion allowance | C.A = | 1.5 | mm | C.A = | 0.059 | in |
| Min. Shell Thickness as per API 620 CODE | tMin = | 7.938 | mm | tMin = | 0.313 | inch |
| Design Temperature | DT = | -104.0 | ℃ | DT = | -155.2 | ºF |
| Design Specific Gravity(SG = 0.568), Design Density(ρ) | ρ = | 568.0 | kg/m3 | ρ = | 35.459 | lb/ft3 |
| Cross-sectional area of the tank, At = π×D²/4 | At = | 1832.248 | m2 | At = | 2,839,989 | in2 |
| Total weight of tank and its contents. W = Wr + Lr Roof Dead Load(Wr)= 339.4 + Live Load(Lr)= 219.87 Ton | W = | 559.27 | Ton | W = | 5484.6 | kN |
| Shell Plate Welding Joint Efficiency | E = | 1.000 | E = | 1.000 | ||
| Material of shell plate | MATL = | A553-TYPE1 | ||||
| Minimum Tensile strength (For WELD METAL) | Fu = | 689.476 | MPa | Fu = | 100,000 | psi |
| Minimum Yield strength (For WELD METAL) | Fy = | 399.896 | MPa | Fy = | 58,000 | psi |
| Allowable Stress for Design Condition [View] (Design) Sts = Min( 1/3 × Ft, 2/3 × Fy) | Sts = | 229.825 | MPa | Sts = | 33,333 | psi |
| Allowable Stress for Test Condition (Test) Sts = Min( 0.55 × Ft, 0.85 × Fy) | Sts = | 339.912 | MPa | Sts = | 49,300 | psi |
| Design internal pressure, Pg = 2000 mmWTR | Pg = | 0.0196133 196.133 | MPa mbar.g | Pg = | 2.84467 | psi |
| Height from the bottom of the course under consideration to the Max. design liquid level(DLL), PL = ρ · g · Hd · 10-3 (kPa) Gravity acceleration, g = 9.80665 m/sec² | PL = | See Below 3.1.1 Table(a) | ||||
| Total pressure, P = Pg + PL | P = | See Below 3.1.1 Table(a) | ||||
| For cylindrical sidewalls of a vertical tank : as per API 620 5.10.2.5 c) Eqn. (10)(11), | ||||||
| T2 = P x Rc | T1 = Meridional (Longitudinal) unit force. (lb/in) | |||||
| T2 : Latitudinal (Circumferential) unit force. (lb/in) | ||||||
| Required shell thickness calculation : as per API 620 5.10.3.2 Eqn. (16), | ||||||
| td : Design thickness of shell. (mm) tu : Used (Selected) thickness of shell. (mm) | |||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| Design Condition : D=48.300 (m), H=18.400 (m), SG=0.568, Pg=19.6133 (kPa) , Pg=19.6133 (kPa) = 2,000 (mmWTR) DLL=14.500 (m), Hd[i] = DLL + Pg/SG (m) Ht[i] = Hd[i] × SG API 620, FULL, Outer, Pg= 19.613 (kPa) = 2000 (mmWTR) | Tank D(m)= | 48.3 | H(m)= | 18.4 | DLL(m)= | 14.5 | Shutdown and Construction Condition [ 내부압력 없는 조건 Pd: 0.0 MPa ], T1s(ShutDown) = Max. Compression (-값) 압축 1) Roof Dead Load Wr = [339.4] Ton 2) Roof Live Load LL = [219.87] Ton = Max( LL, Vacuum, SnowLoad ) 120 kg/m²× At (1832.248)m²= [219.87] Ton Total Load : (1)+(2) Wsum = [559.27] Ton Note 1) : 탱크내부에 진공압력( Vacuum Pressure 0.005 MPa)이 걸렸을 경우에는 나중에 추가 예정 2022.07.15 | |||||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (m) | Hd (m) | Ht (m) | P=Pg+PL (KPa) | T2=P×R (N/mm) |
td (mm) | tt (mm) | Used Thk. tu =Max(td,tt , tMin) (mm) | Weight (Ton) | Remark tu(input) (mm) | SKETCH | Each Wtr[n] (mm) | ∑Wtr[1~n] 누적(mm) | Remark | tc =tu-CA (mm) | Ratio t / R | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A[n] (mm²) | T1=R/2× (P-W/A) (N/mm) | T2=P×R (N/mm) | Sc = T1/tc 수직응력 (-압축,+인장) (MPa) | St = T2/tc 원주막응력 (-압축,+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fact(N) | Scs (MPa) | Sca = M×Scs (MPa) | Stress ratio SRc = Sc/Sca SRt = St/Sts SRtc < 1.0 OK | 1. ASME D.1 Sca = M×0.0625×E×tPr (MPa), E = 204,000 (MPa) 2. EN_1993 Sca = 0.0605 × E × Cx(1.0) × tPr (MPa) 3. JIS_LNG Sca = (0.25/γ1=2.25)×E×tPr (MPa) Long-Term 4. JIS_LNG Sca = (0.25/γ2=1.50)×E×tPr (MPa) Short-Term | ||
| 6 | A553-TYPE1 | 0.400 | 0.0 | 0.0 | 19.613 | 473.66 | 7.938 | 7.938 | 7.94 (＋0.0) | 3.780 | 7.938 (0.0) |
shCanvas_650[CANVAS SHOW]
|
400 | 4,402 | 6.44 | 0.000267 | 563.050 | 976895 | (-) 36.389 | 473.661 | -5.652 | 73.573 | 229.825 | 0.3201 | 0.8008 | 3.308 | 2.649 | 2.133 > 1.0 NG | ASME= 2.722, EN1993= 3.29, JIS(L)= 6.043, JIS(S)= 9.064 | |||
| 5 | A553-TYPE1 | 3.600 | 0.100 | 0.0 | 20.17 | 487.11 | 7.938 | 7.938 | 12.00 (＋4.06) | 51.468 | 12.0 (0.0) | 1,060 | 4,002 | 10.5 | 0.000435 | 614.518 | 1593259 | (-) 39.715 | 487.113 | -3.782 | 46.392 | 229.825 | 0.2019 | 0.8836 | 5.396 | 4.768 | 0.793 < 1.0 OK | ASME= 4.898, EN1993= 5.366, JIS(L)= 9.855, JIS(S)= 14.783 | ||||
| 4 | A553-TYPE1 | 3.600 | 3.700 | 1.918 | 40.223 | 971.38 | 7.938 | 7.938 | 12.00 (＋4.06) | 51.468 | 12.0 (0.0) | 1,060 | 2,942 | 10.5 | 0.000435 | 665.986 | 1593259 | (-) 43.042 | 971.384 | -4.099 | 92.513 | 229.825 | 0.4025 | 0.7360 | 5.396 | 3.971 | 1.032 > 1.0 NG | ASME= 4.08, EN1993= 5.366, JIS(L)= 9.855, JIS(S)= 14.783 | ||||
| 3 | A553-TYPE1 | 3.600 | 7.300 | 5.518 | 60.276 | 1455.66 | 7.938 | 7.938 | 13.00 (＋5.06) | 55.764 | 13.0 (0.0) | 844 | 1,882 | 11.5 | 0.000476 | 721.750 | 1744998 | (-) 46.646 | 1455.656 | -4.056 | 126.579 | 229.825 | 0.5508 | 0.6035 | 5.910 | 3.567 | 1.137 > 1.0 NG | ASME= 3.664, EN1993= 5.877, JIS(L)= 10.794, JIS(S)= 16.19 | ||||
| 2 | A553-TYPE1 | 3.600 | 10.900 | 9.118 | 80.328 | 1939.93 | 9.941 | 8.095 | 15.00 (＋5.06) | 64.332 | 15.0 (0.0) | 565 | 1,038 | 13.5 | 0.000559 | 786.082 | 2048475 | (-) 50.803 | 1939.927 | -3.763 | 143.698 | 229.825 | 0.6253 | 0.5280 | 6.938 | 3.663 | 1.027 > 1.0 NG | ASME= 3.763, EN1993= 6.899, JIS(L)= 12.671, JIS(S)= 19.006 | ||||
| 1 | A553-TYPE1 | 3.600 | 14.500 | 12.718 | 100.381 | 2424.2 | 12.048 | 10.603 | 16.00 (＋3.95) | 68.628 | 16.0 (0.0) | 473 | 473 | 14.5 | 0.000600 | 854.710 | 2200214 | (-) 55.239 | 2424.198 | -3.810 | 167.186 | 229.825 | 0.7274 | 0.4129 | 7.452 | 3.077 | 1.238 > 1.0 NG | ASME= 3.161, EN1993= 7.41, JIS(L)= 13.609, JIS(S)= 20.414 | ||||
| ∑W, Hd, Ht(m)= | 18.400 | 14.500 | 12.718 | Total Net Weight, NetWt = | 295.44 | Ton | ∑Wtr= | 4.402 | (m) | |||||||||||||||||||||||
| Total Gross Weight, GrsWt = | 307.146 | Ton | ||||||||||||||||||||||||||||||
| Equivalent Shell Nominal Thickness (평균두께 부식전) | 13.483 | mm | Without CA | |||||||||||||||||||||||||||||
| Equivalent Shell Corroded Thickness (평균두께 부식후) | 11.983 | mm | With CA | |||||||||||||||||||||||||||||
| Shell Gravity Center from Bottom,(PV Hanbook : 434 Page) Xs = (Aa+Ba+Ca...Z) / (A+B+C..Z) =8.543 [m] | 8.543 | m | ||||||||||||||||||||||||||||||
[rvBottom] = tid = 2, tdFoot[1] = 12.048 (mm), tuFoot[1] = 16.0 (mm)
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
|
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
8.4 Roof Plate
The roof plate is designed to withstand the internal pressures in design and pneumatic test
conditions in accordance with Section 5.10 of API 620.
8.4.1 Design Internal Pressure Condition
The minimum thickness of roof plate for design pressure is calculated as the follows.
(as per API 620 para. 5.10.2.5, Spherical segment dome roof plate)
| tDesign = | 5.8 | mm | |||||
| Used Roof plate thickness ( tDesign < tUsed OK ) | tUsed = | 6.5 | mm | |||||
| where, | ||||||||
| T1 | : Meridional unit forces T1 = Rs / 2 × ( Pg - W/At ) [API 620 5.10.2.5 a) Eqn(4)] | T1 = | 417.159 | N/mm | ||||
| T2 | : Latitudinal unit forces T2 = Rs × Pg - T1 [API 620 5.10.2.5 a) Eqn(6)] | T2 = | 435.431 | N/mm | ||||
| T | : Larger of meridional (T1) and latitudinal (T2) unit forces | T = | 435.431 | N/mm | ||||
| T = Max(T1, T2) = Max(417.159, 435.431) | ||||||||
| Pg | : Design internal pressure provided to roof plate, Pg= 19.6133 (kPa) | Pg = | 0.0196133 | MPa | ||||
| D | : Tank Diameter | D = | 48300 | mm | ||||
| Rs | : Spherical Dome Roof plate Radius (Rs = 0.9 × D) | Rs = | 43470 | mm | ||||
| W | : Weight of Roof Plate, W = 785.329 (Ton) | W = | 770,145 | N | ||||
| At | : Section Area of tank, At = π×D²/ 4 = 1832.248 m² | At = | 1.832E9 | mm² | ||||
| Sts | : Allowable tensile stress at design condition (for A516-70) | Sts = | 144.79 | MPa | ||||
| E | : Joint efficiency (single weld butt joint with backing strip) | E = | 0.7 | |||||
| CA | : Corrosion allowance | CA = | 1.5 | mm | ||||
8.4.2 Pneumatic Test Pressure Condition
The minimum thickness of roof plate for pneumatic test pressure is calculated as the follows.
| tTest = | 3.48 | mm | |||||
| Used Roof plate thickness ( tTest < tUsed OK ) | tUsed = | 6.5 | mm | |||||
| where, | ||||||||
| T1 | : Meridional unit forces T1 = Rs / 2 × ( Pt - W/At ) [API 620 5.10.2.5 a) Eqn(4)] | T1 = | 523.806 | N/mm | ||||
| T2 | : Latitudinal unit forces T2 = Rs × Pt - T1 [API 620 5.10.2.5 a) Eqn(6)] | T2 = | 542.078 | N/mm | ||||
| T | : Larger of meridional (T1) and latitudinal (T2) unit forces | T = | 542.078 | N/mm | ||||
| T = Max(T1, T2) = Max(523.806, 542.078) | ||||||||
| Ptest | : Pneumatic Test Pressure provided to roof plate, Pt = 1.25×Pg | Pt = | 0.02452 | MPa | ||||
| D | : Tank Diameter | D = | 48300 | mm | ||||
| Rs | : Spherical Dome Roof plate Radius (Rs = 0.9 × D) | Rs = | 43470 | mm | ||||
| Sts | : Allowable tensile stress at test condition (for A516-70) Sts = Min( 0.55 × Ft, 0.85 × Fy) | Sts = | 222.701 | MPa | ||||
| E | is the joint efficiency (single weld butt joint with backing strip) | E = | 0.7 | |||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
최소 필요한 Roof Plate 두께를 계산 합니다. ( 계산서에 포함 시키지 마세요 )
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA) [원본 일본어 ] [한글 번역본]
8.4.3 External Pressure (Vacuum) Condition ( When, Self Support Dome Roof )
The minimum roof plate thickness(without roof rafter) for vacuum pressure is calculated as the follows.
(as per API 620 Annex F.3.3.2)
| tVacuum = | 19.33 | mm | |||||
| where, | ||||||||
| Pe : | Design External Pressure, Pe = 0.5 (kPa) | Pe = | 0.00050 | MPa | ||||
| T1 : | T1 = Rs / 2 × ( -Pe - W/At ) [Annex F.3.3.2] | T1 = | -50.4252 | N/mm | ||||
| T2 : | T2 = Rs × ( -Pe - W/At ) - T1 [Annex F.3.3.2] | T2 = | -50.4252 | N/mm | ||||
| D : | Tank Diameter | D = | 48300 | mm | ||||
| Rs : | Spherical Dome roof radius, Rs = 0.9 × D | Rs = | 43470 | mm | ||||
| W : | Roof Total Weight Wt = Roof Plate + Structure + SNOW + Deck(and Insu.) + Etc) | W = | 339.4 | Ton | ||||
| At : | Projection Area of Tank, A = π × D | A = | 1832.248 | m² | ||||
| W/At : | Roof Design Load, W / At = 339.4 (Ton) / 1832.248 (m²) | W/A = | 0.00182 | MPa | ||||
| Proof : | Vacuum plus Roof Load, ProofMax = Pe + W/At, (Pv_MPa = 0.018 Mpa) | Pe+W/A = | 0.00232 | MPa | ||||
| Sca : | Max. Allowable Compressive Stress [Annex F.3.3.2], Sca=1,000,000 psi | Sca = | 6894.76 | MPa | ||||
| CA : | is the corrosion allowance | CA = | 1.5 | mm | ||||
Roof Plate 두께 (API 620 Annex F 3.3)
Allowable External Pressure( Pmax = Pe + W/A) 역 계산
| 두께(t) | Allowable Pressure Formula (Pmax) CA = 1.5 (mm), Rs = 43470 (mm) Sca = 6894.757(Mpa) = 1,000,000(psi) Pmax = (t-CA)2 × Sca × 2 / Rs2 = OOO kPa | Pmax (kPa) | Pmax (mmAq) | Remark |
| 1 | Pmax(t) = (1 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.002 | 0.2 | |
| 2 | Pmax(t) = (2 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.002 | 0.2 | |
| 3 | Pmax(t) = (3 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.016 | 1.7 | |
| 4 | Pmax(t) = (4 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.046 | 4.7 | |
| 5 | Pmax(t) = (5 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.089 | 9.1 | |
| 6 | Pmax(t) = (6 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.148 | 15.1 | |
| 7 | Pmax(t) = (7 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.221 | 22.5 | |
| 8 | Pmax(t) = (8 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.308 | 31.4 | |
| 9 | Pmax(t) = (9 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.410 | 41.9 | |
| 10 | Pmax(t) = (10 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.527 | 53.8 | |
| 11 | Pmax(t) = (11 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.659 | 67.2 | |
| 12 | Pmax(t) = (12 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.805 | 82.0 | |
| 13 | Pmax(t) = (13 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.965 | 98.4 | |
| 14 | Pmax(t) = (14 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.140 | 116.3 | |
| 15 | Pmax(t) = (15 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.330 | 135.6 | |
| 16 | Pmax(t) = (16 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.534 | 156.5 | |
| 17 | Pmax(t) = (17 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.753 | 178.8 | |
| 18 | Pmax(t) = (18 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.987 | 202.6 | |
| 19 | Pmax(t) = (19 - CA)2 × Sca × 2 / Rs2 × 1000 | 2.235 | 227.9 | |
| 20 | Pmax(t) = (20 - CA)2 × Sca × 2 / Rs2 × 1000 | 2.498 | 254.7 |
at[2].myKnuckleScript = [ [ 'A516-70', 2898, 43470, 35, 66.618, 1.01948, 0.55132, 0.80116, 0, 0, 42504, 45540, 2468.6, 6440.7, 8909.3, 0, 0, 0, 0, 0 ], ]
 S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA)
A) Knuckle Strength Check by External Pressure
| Load Condition | Design Pressure P (kPa) | Knuckle Thick. t (mm) | tc = t-CA (mm) | Ratio tPr = tc / R3 | T1 (N/mm) | T2 (N/mm) | St = Max(T1,T2) / tc (MPa) | Sts (MPa) | Factor N = St/Sts | Factor M | Scs (MPa) | Sc = Min(T1,T2) / tc (MPa) | Sca= M×Scs(MPa) | Stress Ratio Sc / Sca | < 1.0 OK | |
| 1. Operating Condition(excl. Roof Load) | P = Pg | 19.613 | 35.00 | 33.50 | 0.01156 | 318.618 | -2934.848 | 9.511 | < 144.79 OK | 0.066 | 0.966 | 92.091 | -87.607 | < 88.917 OK | 0.985 | < 1.0 OK |
| 2. Operating Condition(incl. Roof Load) | P = Pg - W/A | 17.793 | 35.00 | 33.50 | 0.01156 | 289.052 | -2662.511 | 8.628 | < 144.79 OK | 0.060 | 0.969 | 92.091 | -79.478 | < 89.224 OK | 0.891 | < 1.0 OK |
| 3. Extrenal Pressure Condition | P = 0.0 - (Pe + W/A) | -2.320 | 35.00 | 33.50 | 0.01156 | -37.688 | 347.155 | 10.363 | < 144.79 OK | 0.072 | 0.962 | 92.091 | -1.125 | < 88.618 OK | 0.013 | < 1.0 OK |
| 4. Pneumatic Test Condition | P = 1.25 × Pg | 24.517 | 35.00 | 33.50 | 0.01156 | 398.273 | -3668.560 | 11.889 | < 222.7 OK | 0.053 | 0.972 | 92.091 | -109.509 | < 111.918 OK | 0.978 | < 1.0 OK |
1. W = 339.4 (Ton), 3328.377 (kN), A = 3328.377 (m²), Pg = 19.613 (kPa), Pe = 0.5 (kPa)
2. R1 = 2898 (mm), Knuckle Radius
3. R2 = 43470 (mm), Roof Radius
4. R3 = 32490 (mm), equivalent Radius
B) Allowable Buckling(Compressive) Stress by ASME SEC. II Part D
| Material | Factor A = 0.125 × tc/R1 | Factor B (MPa) Like API 620 Scs | CS Chart Curve |
| A516-60 | A = 0.125 × ( 34 / 2898 ) = 0.0014450 | 92.898 | [ASME SEC. II Part D Fig. CS-2] |
| A516-70 | A = 0.125 × ( 34 / 2898 ) = 0.0014450 | 92.898 | [ASME SEC. II Part D Fig. CS-2] |
| A5537-CL1 | A = 0.125 × ( 34 / 2898 ) = 0.0014450 | 123.019 | [ASME SEC. II Part D Fig. CS-4] |
| A5537-CL2 | A = 0.125 × ( 34 / 2898 ) = 0.0014450 | 141.368 | [ASME SEC. II Part D Fig. CS-4] |
| A553-TYPE1 | A = 0.125 × ( 34 / 2898 ) = 0.0014450 | 143.822 | [ASME SEC. II Part D Fig. CS-3] |
| SA240-304 | A = 0.125 × ( 34 / 2898 ) = 0.0014450 | 71.598 | [ASME SEC. II Part D Fig. CS-3] |
 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA)
출처 : https://www.jstage.jst.go.jp/article/hpi/47/5/47_5_305/_pdf
Ellipsodial Head Stress 엑셀계산 [Stress-in-ellipsoidal-head-of-pressure-vessel-DANotes.xlsm]
| Ratio of thk to radius | CASE A) ARC = 0.6 ×√(R2×tc), R2 = 43470 (mm) [ 일본 가스협회 지상식 LNG 저조지침] | CASE B) Factor M, N 추가 검토 | CASE C) ARC = 0.6 ×√(R1×tc), R1 = 2898 (mm) [ ARUN TKK 계산서 ] | ||||||||||||||||||||||
| t (mm) | tc=t-CA (mm) | tPr = (t-CA)/R (mm) | ARC = 0.6 × √(R2×tc) (mm) | Knuckle Angle, θ = [Bellow] deg Knuckle Angle, α = 58.4119 [deg.] Knuckle Angle, β = 31.5881 [deg.] | R3 (mm) | T1 (N/mm) | σ1 = St=T1/tc (MPa) | T2 (N/mm) | σ2 = Sc=T2/tc (MPa) | Scs (MPa) | Stress Ratio Sc / Scs | Sc / Scs < 1.0 OK | factor N =St/Sts | Factor M (MPa) | Sca=M×Scs (MPa) | Stress Ratio Sc / Sca | Sc / Sca < 1.0 OK | ARC = 0.6 × √(R1×tc) (mm) | Theta(θ) (deg) | R3 (mm) | T1 (N/mm) | Sc=T2/tc (MPa) | Scs (MPa) | Stress Ratio Sc / Scs | Sc / Scs < 1.0 OK |
| 25 | 23.5 | 0.0081090 | 606.4 | 43.5777 | 33728 | 300.07 | 12.769 | -2892.15 | 123.070 | 85.49 | 1.440 | > 1.0 NG | 0.0573 | 0.9701 | 82.9350 | 1.4839 | > 1.0 NG | 156.6 | 40245 | 55.316 | 4256.1 | -181.11 | 85.49 | 2.118 | > 1.0 NG |
| 26 | 24.5 | 0.0084541 | 619.2 | 43.8302 | 33586 | 298.80 | 12.196 | -2865.33 | 116.952 | 86.15 | 1.358 | > 1.0 NG | 0.0548 | 0.9715 | 83.6950 | 1.3974 | > 1.0 NG | 159.9 | 40183 | 55.251 | 4241.9 | -173.14 | 86.15 | 2.010 | > 1.0 NG |
| 27 | 25.5 | 0.0087992 | 631.7 | 44.0775 | 33449 | 297.58 | 11.670 | -2839.58 | 111.356 | 86.81 | 1.283 | > 1.0 NG | 0.0524 | 0.9728 | 84.4473 | 1.3186 | > 1.0 NG | 163.1 | 40124 | 55.187 | 4228.4 | -165.82 | 86.81 | 1.910 | > 1.0 NG |
| 28 | 26.5 | 0.0091442 | 644.0 | 44.3200 | 33316 | 296.40 | 11.185 | -2814.68 | 106.214 | 87.47 | 1.214 | > 1.0 NG | 0.0502 | 0.9739 | 85.1916 | 1.2468 | > 1.0 NG | 166.3 | 40065 | 55.125 | 4215.0 | -159.06 | 87.47 | 1.818 | > 1.0 NG |
| 29 | 27.5 | 0.0094893 | 656.0 | 44.5580 | 33187 | 295.25 | 10.736 | -2790.64 | 101.478 | 88.13 | 1.151 | > 1.0 NG | 0.0482 | 0.9750 | 85.9296 | 1.1809 | > 1.0 NG | 169.4 | 40008 | 55.063 | 4202.0 | -152.80 | 88.13 | 1.734 | > 1.0 NG |
| 30 | 28.5 | 0.0098344 | 667.8 | 44.7917 | 33063 | 294.15 | 10.321 | -2767.63 | 97.110 | 88.79 | 1.094 | > 1.0 NG | 0.0463 | 0.9760 | 86.6618 | 1.1206 | > 1.0 NG | 172.4 | 39952 | 55.003 | 4189.2 | -146.99 | 88.79 | 1.655 | > 1.0 NG |
| 31 | 29.5 | 0.0101794 | 679.4 | 45.0214 | 32942 | 293.07 | 9.935 | -2745.26 | 93.060 | 89.45 | 1.040 | > 1.0 NG | 0.0446 | 0.9770 | 87.3892 | 1.0649 | > 1.0 NG | 175.4 | 39898 | 54.943 | 4176.9 | -141.59 | 89.45 | 1.583 | > 1.0 NG |
| 32 | 30.5 | 0.0105245 | 690.9 | 45.2472 | 32824 | 292.02 | 9.575 | -2723.54 | 89.296 | 90.11 | 0.991 | < 1.0 OK | 0.0430 | 0.9778 | 88.1114 | 1.0134 | > 1.0 NG | 178.4 | 39844 | 54.885 | 4164.7 | -136.55 | 90.11 | 1.515 | > 1.0 NG |
| 33 | 31.5 | 0.0108696 | 702.1 | 45.4693 | 32710 | 291.01 | 9.238 | -2702.63 | 85.798 | 90.77 | 0.945 | < 1.0 OK | 0.0415 | 0.9786 | 88.8294 | 0.9659 | < 1.0 OK | 181.3 | 39792 | 54.828 | 4152.9 | -131.84 | 90.77 | 1.452 | > 1.0 NG |
| 34 | 32.5 | 0.0112146 | 713.2 | 45.6879 | 32598 | 290.01 | 8.923 | -2682.17 | 82.528 | 91.43 | 0.903 | < 1.0 OK | 0.0401 | 0.9794 | 89.5438 | 0.9216 | < 1.0 OK | 184.1 | 39740 | 54.771 | 4141.1 | -127.42 | 91.43 | 1.394 | > 1.0 NG |
| 35 | 33.5 | 0.0115597 | 724.0 | 45.9032 | 32490 | 289.05 | 8.628 | -2662.51 | 79.478 | 92.09 | 0.863 | < 1.0 OK | 0.0387 | 0.9801 | 90.2556 | 0.8806 | < 1.0 OK | 186.9 | 39689 | 54.716 | 4129.6 | -123.27 | 92.09 | 1.339 | > 1.0 NG |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
12. Compression-Ring Calculation (Based on API 620 11th Edi. 5.12.4)
1) Sketch drawing
1) Sketch drawing
| 2) Compression Ring Design condition : | Material= | A516-70 | ||
| Radial Joint efficiency of compression-ring | E = | 1.0 | ||
| Max. allowable tensile strength, Sts = 144.79[MPa] ×145.0377 = 21000 psi | Sts = | 21000 | psi | |
| Total weight of roof plate and structure & accessory, W=339.4 [Ton] | W= | 3328.377 | kN | |
| Summation weight of roof | F = | 0 | kN | |
| Total weight (Wt = W + F) | Wt = | 3328.377 | kN | |
| 3) Equivalent pressure of roof total weight | ||||
| Cross sectional area of tank, At = π × Rc² | At = | 18322475 | cm2 | |
| Design Vapour pressure | Pg = | 19.613 | kPa | |
| Vertical unit pressure of roof weight, Pc = (W+F) / At | Pc = | 1.81655 | kPa | |
| Sum of total pressure, P = Pg - Pc | P = | 17.797 | kPa | |
| 4) Compression ring calculation | ||||
| Corrosion allowance (Shell side) | CA_sh = | 1.50 | mm | |
| Corrosion allowance (Roof side) | CA_rf = | 1.50 | mm | |
| Dome roof radius | R2 = | 43470 | mm | |
| Inside radius of tank shell | Rc = | 24150 | mm | |
| Compression ring thk. of top shell (Excl. CA) [두께 확인] | tc = | 44.00 | mm | |
| Compression ring thk. of roof end (Excl. CA) [두께 확인] | th = | 44.00 | mm | |
| Max. width of top shell, Wc = 0.6 × √(Rc × tc) | Wc = | 618.49 | mm | |
| Max. width of roof end, Wh = Min[32×th, 0.6×√(R2 × th)] | Wh = | 829.8 | mm | |
| Projection length of roof compression-ring edge part | L = | 100 | mm | |
| Where, Wh ≥ L ≤ 16th and Wh ≤ 32×th | 32×th = | 1408 | mm | |
| 5) Effective sectional area of compression ring | ||||
| Aact = (Wh + L + tc) × th + Wc × tc | Aact = | 700.61 | cｍ² | |
| 6) Total circumferential force force in compression ring (API 620 Para. 5.12.4.3) | ||||
| Angle of Roof to shell(Refer to figure 5-6) α=56.251 deg. Sin(α)=0.8315 | Cos(α) = | 0.5556 | ||
| T1 = 0.5 × Rc / Cos(α) × (Pg － Pc) | T1 = | 386.78 | N/mm | |
| T2 = Rc / Cos(α) × Pg － T1 | T2 = | 465.74 | N/mm | |
| T2s = Pg × Rc | T2s = | 473.66 | N/mm | |
| Q[kN] = T2 × Wh ＋ T2s × Wc － T1 × Rc × Sin(α) | Q[kN] = | -7087.42 | kN | |
| Q = Q[kN] × 224.8089(kN to lb) = -1593316 (lb) | Q = | -1593316 | lb | |
| 7) Required cross sectional area of Compression ring | ||||
| Areq_in = Q / 15000 psi, When, Q is Negative Value (-) | Areq_in = | 106.22 | in² | |
| Areq = Areq_in × 2.54² | Areq = | 685.3 | cｍ² | |
| 8) Evaluation of Compression-ring sectional area | ||||
| Areq ( 685.3 cｍ²) < Aact ( 700.61 cｍ² ) Areq / Aact = 0.978 < 1.0 | Acceptable. OK | |||
| 9) Used thickness and used width dimension of Compression Ring | ||||
| Used thickness of top shell course[두께 확인] | tc = | 45.50 | mm | |
| Used thickness of roof end part [두께 확인] | th = | 45.50 | mm | |
| Actual width of top shell course | Wc_used = | 630 | mm | |
| Actual width of roof end part | Wh_used = | 840 | mm | |
| Atot_used : Total sectional area of used dimension | Atot_used = | 668.85 | cｍ² | |
| 10) Assumed Net Weight of Compression Ring | ||||
| Shell Compression Ring [t: 46 × W: 630 × L: 152.015 (m)] | Wt_shell = | 34,206 | kg | |
| Roof Compression Ring [t: 46 × W: 840 × L: 149.859 (m)] | Wt_roof = | 44,962 | kg | |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
3.5 Intermediate stiffener Calculation ( as per EN 14620-2 SEC. 5.2.1.1.2)
3.5.1) The maximum height of unstiffened side wall (Ls) (equ. 18. 10)
According to “Collapse by instability of thin cylindrical shell under external pressure”
by D. F. Windenburg and C. Trilling. Refer to Guide to STORAGE TANK & EQUIPMENT, Bob Long
The David Taylor model basin Formula is used to decide upon the pitching of the stiffeners on the tank shell.
This is taken from the work of Windenburg and Trilling (Reference 18.4), some of which is based on test work
carried out on behalf of the US Navy as far back as 1929.
3.5.2) The number of stiffeners required to stabilise the shell is given by : (equ. 18. 11)
3.5.3) Start - Summary of Inner Stiffer Rings
|
3.5.1) The maximum height of unstiffened side wall (Ls) (equ. 18. 10)
According to “Collapse by instability of thin cylindrical shell under external pressure”
by D. F. Windenburg and C. Trilling. Refer to Guide to STORAGE TANK & EQUIPMENT, Bob Long
The David Taylor model basin Formula is used to decide upon the pitching of the stiffeners on the tank shell.
This is taken from the work of Windenburg and Trilling (Reference 18.4), some of which is based on test work
carried out on behalf of the US Navy as far back as 1929.
|
Ns = (He / Ls) - 1 = (4402 / 1280) - 1 = 2.439, Ns = 3 EA
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
[RRR-START]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
11-2) Maximum unstiffened shell height for Wind Stiddener (H1, Hsafe)
H1 = 9.47 × t × √(t / D)3 × ( 1.72 / Pwd ) = 7.107 (mm)
Lmin = Min(H1, Hsafe) = Min( 7.107, 6.679) = 6.679 (mm)
11-3) The number of stiffeners required to stabilise the shell is given by : (equ. 18. 11)Nstiff = ( HTR / Lmin ) - 1 = ( 4402 / 6679 ) - 1 = 0.659, Nstiff = 0 EA
| 1. | V (3 sec. gust) = | 30.0 | m/sec | 108.0 | km/hr |
| 1. | Pwv(1) = 0.613·Kz·Kzt·Kd·V²·I·Gf / 1000 | 0.574 | kPa | 0.574 | kPa |
| 1. | Pwv(2) = 1.48 × ( V / 190)² | 0.478 | kPa | 0.478 | kPa |
| 1. | Pwd = Pwv + 0.24 | 0.718 | kPa | 0.718 | kPa |
| 2. | Pe = | 0.490 | kPa | 0.49 | kPa |
| 3. | Ps = | 0.490 | kPa | 0.49 | |
| 4. | ψ = | 1.253 | m/sec | 1.253 | |
| 6. | Em = | 199,000 | MPa | 199,000 | MPa |
| 7. | Fy = | 250 | MPa | 250 | MPa |
| 8. | checkVal = | 0.015 | 0.015 | ||
| 10. | HTS = | 4402 | mm | 4402 | mm |
| 11. | Dm = | 48.3 | m | 48300 | mm |
| 12. | tsmin = | 6.438 | mm | 6.438 | mm |
| 13. | Hsafe1 = | 6.679 | m | 6.679 | m |
| 14. | Hsafe2 = | 2.790 | m | 2.790 | m |
| 15. | Hsafe = Max( Hsafe1, Hsafe2) | 6.679 | m | 6.679 | m |
| 16. | Lmin = Min(H1, Hsafe) = | 6.679 | m | 6.679 | m |
| 16. | Ns = | 0 | EA | ||
| 17. | Stiffener Pitch, sPitch = HTS / Ns | 4402 | mm |
| Stiff, No. | Shell Course No. | t-CA (mm) | ▼ Location Actual (mm) | ▽ Location Transforged (mm) | HTs < Ls (mm) | Stiff Pitch L1(mm) | Stiff Pitch L2 (mm) | Average Pitch La=(L1+L2)/2 (mm) | Stiffener Ring Size | Ireq < Iact OK (cm4) | Areq < Aact OK (cm2) | Stiffener Ring Weight (Ton) | ||
| Stiffener Ring Net Weight (Ton) | 0.000 | |||||||||||||
La : Actual height of the tank associated with the particular stiffener
(Acutal distance of stiffener & stiffener or stiffener & top shell)
Tav : Average thickness of inner shell plate with corrosion, Tav =11.983 mm
Fa : Allowable Compressive Stress, 15,000 psi, Fa = 103.421 MPa
Nwave : Calculate the number of buckling waves,
| Nwave = |
| = 110.493 < 100, N = Min( √Nwave, 10 ) = 10 |
[RRR-END]
[RPT_RESULT[10] = BUCKLING_CALC() [
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
at[at[0].tid].in_OR_out=[1]
| No, | Load Combination for Buckling Stress Check | ||
| 1 | DL + Pg + PL | DL = Dead Load = Shell and Roof Weight | Design Pressure (100%) + Full Liquid(DLL) |
| 2 | DL + Po | DL + Operating Pressure, Po = (0.005 MPa) | Operating + Operating Pressure |
| 3 | DL | Shutdown ( Construction ) | Shutdown ( 0 × Pg + Empty(=zero DLL) |
| 4 | DL + Pg | DL + Design Pressure, Pg = (0.0196133 MPa) | Shutdown + 100% Design Pressure (1.0×Pg+DL+Empty) |
| 5 | DL + HT | DL + Hydrostatic-Test(F/W + 1.25×Pg) | Hydrostatic(F/W=HTL) + Pneumatic Pressure (1.25×Pg) |
| 6 | DL + PT | DL + Pneumatic Test(=1.5×Pg+Empty) | Pneumatic Test Pressure (1.5×Pg+DL+Empty) |
| 7 | DL + W | DL + Wind Force (Tank Up-lift) | Wind Pressure(Up Lift Force Auto Calc.) |
| 8 | DL+Pg+Lr+0.1×S | DL + Lr(=20 psf) + S(=1000 kg/m²) | Design Pressure (100%) + Lr(20psf) + 10% Snow Load |
| 9 | DL + Pe | DL + Pe( External Pressure = -50 mmWTR) | Vacuum Pressure (-50 mmWTR) |
[Check Condition : CASE 1 / 9], Design Pressure (100%) + Full Liquid(DLL) Pg= 19.613 (kPa), DLL = 14.5 (m), SG = 0.0, Wr = 339.4(Ton)
| Design Condition DLL= 14500 (mm), Tank No. : CAP2 LP Ethylene API 620 Outer TANK | Tank D= 48300, R= 24150 (mm) Wroof = [339.4] Ton] | Total Roof Load : Wsum = [ 339.4 ] Ton Wroof = [339.4] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [339.4] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (＋인장) Stress Ratio SR = St / Sts SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 339.400 | Ton | Wsum = | 339.400 | Ton | ||||||||||||||||||||
| 6 | A553-TYPE1 | 400 | 19.613 | 473.661 | 214.651 | 3.561 | < | td > tu NG! 7.94 (－0.00) | 3.780 | 6.44 | 0.000267 | 343.180 | 976895 | ＋33.341 (인장) | ＋73.573 (인장) | 229.825 | St[6] : 73.573 / 229.825(Sts) = | 0.320 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [63.809] MPa < σeq_allow | Sca_620=M·Scs= 0.801×3.308= 2.649 (MPa) | σx,Rcr = 3.322 (MPa) | |||||
| 5 | A553-TYPE1 | 3600 | 0.100 | 0.000 | 19.613 | 473.661 | 211.325 | 3.561 | < | 12.00 (＋4.06) | 51.468 | 10.5 | 0.000435 | 394.648 | 1593259 | ＋20.126 (인장) | ＋45.111 (인장) | St[5] : 45.111 / 229.825(Sts) = | 0.196 < 1.0 OK | σeq = [39.142] MPa < σeq_allow | Sca_620=M·Scs= 0.887×5.396= 4.788 (MPa) | σx,Rcr = 5.419 (MPa) | |||||
| 4 | A553-TYPE1 | 3600 | 3.700 | 0.000 | 19.613 | 473.661 | 207.999 | 3.561 | < | 12.00 (＋4.06) | 51.468 | 10.5 | 0.000435 | 446.116 | 1593259 | ＋19.809 (인장) | ＋45.111 (인장) | St[4] : 45.111 / 229.825(Sts) = | 0.196 < 1.0 OK | σeq = [39.163] MPa < σeq_allow | Sca_620=M·Scs= 0.887×5.396= 4.788 (MPa) | σx,Rcr = 5.419 (MPa) | |||||
| 3 | A553-TYPE1 | 3600 | 7.300 | 0.000 | 19.613 | 473.661 | 204.395 | 3.561 | < | 13.00 (＋5.06) | 55.764 | 11.5 | 0.000476 | 501.880 | 1744998 | ＋17.773 (인장) | ＋41.188 (인장) | St[3] : 41.188 / 229.825(Sts) = | 0.179 < 1.0 OK | σeq = [35.781] MPa < σeq_allow | Sca_620=M·Scs= 0.898×5.910= 5.309 (MPa) | σx,Rcr = 5.935 (MPa) | |||||
| 2 | A553-TYPE1 | 3600 | 10.900 | 0.000 | 19.613 | 473.661 | 200.237 | 3.561 | < | 15.00 (＋5.06) | 64.332 | 13.5 | 0.000559 | 566.212 | 2048475 | ＋14.832 (인장) | ＋35.086 (인장) | St[2] : 35.086 / 229.825(Sts) = | 0.153 < 1.0 OK | σeq = [30.506] MPa < σeq_allow | Sca_620=M·Scs= 0.915×6.938= 6.347 (MPa) | σx,Rcr = 6.967 (MPa) | |||||
| 1 | A553-TYPE1 | 3600 | 14.500 | 0.000 | 19.613 | 473.661 | 195.802 | 3.561 | < | 16.00 (＋3.95) | 68.628 | 14.5 | 0.000600 | 634.840 | 2200214 | ＋13.504 (인장) | ＋32.666 (인장) | St[1] : 32.666 / 229.825(Sts) = | 0.142 < 1.0 OK | σeq = [28.431] MPa < σeq_allow | Sca_620=M·Scs= 0.921×7.452= 6.865 (MPa) | σx,Rcr = 7.483 (MPa) | |||||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 2 / 9], Operating + Operating Pressure Pg= 0.098 (kPa), DLL = 14.5 (m), SG = 0.0, Wr = 339.4(Ton)
| Design Condition DLL= 14500 (mm), Tank No. : CAP2 LP Ethylene API 620 Outer TANK | Tank D= 48300, R= 24150 (mm) Wroof = [339.4] Ton] | Total Roof Load : Wsum = [ 339.4 ] Ton Wroof = [339.4] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [339.4] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (－압축) Stress Ratio SR = Sc / Sca SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 339.400 | Ton | Wsum = | 339.400 | Ton | ||||||||||||||||||||
| 6 | A553-TYPE1 | 400 | 0.098 | 2.368 | -20.995 | 1.510 | < | td > tu NG! 7.94 (－0.00) | 3.780 | 6.44 | 0.000267 | 343.180 | 976895 | －3.261 (압축) | ＋0.368 (인장) | 229.825 | 0.0016 | 0.9992 | 3.308 | 3.306 | 0.986 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [3.46] MPa < σeq_allow | Sca_620=M·Scs= 0.999×3.308= 3.306 (MPa) | σx,Rcr = 3.322 (MPa) | ||
| 5 | A553-TYPE1 | 3600 | 0.100 | 0.000 | 0.098 | 2.368 | -24.321 | 1.510 | < | 12.00 (＋4.06) | 51.468 | 10.5 | 0.000435 | 394.648 | 1593259 | －2.316 (압축) | ＋0.226 (인장) | 0.0010 | 0.9995 | 5.396 | 5.393 | 0.429 < 1.0 OK | σeq = [2.437] MPa < σeq_allow | Sca_620=M·Scs= 1.000×5.396= 5.393 (MPa) | σx,Rcr = 5.419 (MPa) | ||
| 4 | A553-TYPE1 | 3600 | 3.700 | 0.000 | 0.098 | 2.368 | -27.648 | 1.510 | < | 12.00 (＋4.06) | 51.468 | 10.5 | 0.000435 | 446.116 | 1593259 | －2.633 (압축) | ＋0.226 (인장) | 0.0010 | 0.9995 | 5.396 | 5.393 | 0.488 < 1.0 OK | σeq = [2.753] MPa < σeq_allow | Sca_620=M·Scs= 1.000×5.396= 5.393 (MPa) | σx,Rcr = 5.419 (MPa) | ||
| 3 | A553-TYPE1 | 3600 | 7.300 | 0.000 | 0.098 | 2.368 | -31.252 | 1.510 | < | 13.00 (＋5.06) | 55.764 | 11.5 | 0.000476 | 501.880 | 1744998 | －2.718 (압축) | ＋0.206 (인장) | 0.0009 | 0.9996 | 5.910 | 5.907 | 0.460 < 1.0 OK | σeq = [2.826] MPa < σeq_allow | Sca_620=M·Scs= 1.000×5.910= 5.907 (MPa) | σx,Rcr = 5.935 (MPa) | ||
| 2 | A553-TYPE1 | 3600 | 10.900 | 0.000 | 0.098 | 2.368 | -35.409 | 1.510 | < | 15.00 (＋5.06) | 64.332 | 13.5 | 0.000559 | 566.212 | 2048475 | －2.623 (압축) | ＋0.175 (인장) | 0.0008 | 0.9996 | 6.938 | 6.935 | 0.378 < 1.0 OK | σeq = [2.715] MPa < σeq_allow | Sca_620=M·Scs= 1.000×6.938= 6.935 (MPa) | σx,Rcr = 6.967 (MPa) | ||
| 1 | A553-TYPE1 | 3600 | 14.500 | 0.000 | 0.098 | 2.368 | -39.845 | 1.510 | < | 16.00 (＋3.95) | 68.628 | 14.5 | 0.000600 | 634.840 | 2200214 | －2.748 (압축) | ＋0.163 (인장) | 0.0007 | 0.9996 | 7.452 | 7.449 | 0.369 < 1.0 OK | σeq = [2.833] MPa < σeq_allow | Sca_620=M·Scs= 1.000×7.452= 7.449 (MPa) | σx,Rcr = 7.483 (MPa) | ||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 8 / 9], Design Pressure (100%) + Lr(20psf) + 10% Snow Load Pg= 19.613 (kPa), DLL = 14.5 (m), SG = 0.0, Lr = 102(kg/m²)×A(m²)= 183.23(Ton), Wr = 522.63(Ton)
| Design Condition DLL= 14500 (mm), Tank No. : CAP2 LP Ethylene API 620 Outer TANK | Tank D= 48300, R= 24150 (mm) Wroof = [522.63] Ton] | Total Roof Load : Wsum = [ 522.63 ] Ton Wroof = [522.63] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [522.63] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (＋인장) Stress Ratio SR = St / Sts SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 522.630 | Ton | Wsum = | 522.630 | Ton | ||||||||||||||||||||
| 6 | A553-TYPE1 | 400 | 19.613 | 473.661 | 202.810 | 3.561 | < | td > tu NG! 7.94 (－0.00) | 3.780 | 6.44 | 0.000267 | 526.410 | 976895 | ＋31.502 (인장) | ＋73.573 (인장) | 229.825 | St[6] : 73.573 / 229.825(Sts) = | 0.320 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [63.935] MPa < σeq_allow | Sca_620=M·Scs= 0.801×3.308= 2.649 (MPa) | σx,Rcr = 3.322 (MPa) | |||||
| 5 | A553-TYPE1 | 3600 | 0.100 | 0.000 | 19.613 | 473.661 | 199.483 | 3.561 | < | 12.00 (＋4.06) | 51.468 | 10.5 | 0.000435 | 577.878 | 1593259 | ＋18.998 (인장) | ＋45.111 (인장) | St[5] : 45.111 / 229.825(Sts) = | 0.196 < 1.0 OK | σeq = [39.229] MPa < σeq_allow | Sca_620=M·Scs= 0.887×5.396= 4.788 (MPa) | σx,Rcr = 5.419 (MPa) | |||||
| 4 | A553-TYPE1 | 3600 | 3.700 | 0.000 | 19.613 | 473.661 | 196.157 | 3.561 | < | 12.00 (＋4.06) | 51.468 | 10.5 | 0.000435 | 629.346 | 1593259 | ＋18.682 (인장) | ＋45.111 (인장) | St[4] : 45.111 / 229.825(Sts) = | 0.196 < 1.0 OK | σeq = [39.258] MPa < σeq_allow | Sca_620=M·Scs= 0.887×5.396= 4.788 (MPa) | σx,Rcr = 5.419 (MPa) | |||||
| 3 | A553-TYPE1 | 3600 | 7.300 | 0.000 | 19.613 | 473.661 | 192.553 | 3.561 | < | 13.00 (＋5.06) | 55.764 | 11.5 | 0.000476 | 685.110 | 1744998 | ＋16.744 (인장) | ＋41.188 (인장) | St[3] : 41.188 / 229.825(Sts) = | 0.179 < 1.0 OK | σeq = [35.877] MPa < σeq_allow | Sca_620=M·Scs= 0.898×5.910= 5.309 (MPa) | σx,Rcr = 5.935 (MPa) | |||||
| 2 | A553-TYPE1 | 3600 | 10.900 | 0.000 | 19.613 | 473.661 | 188.395 | 3.561 | < | 15.00 (＋5.06) | 64.332 | 13.5 | 0.000559 | 749.442 | 2048475 | ＋13.955 (인장) | ＋35.086 (인장) | St[2] : 35.086 / 229.825(Sts) = | 0.153 < 1.0 OK | σeq = [30.596] MPa < σeq_allow | Sca_620=M·Scs= 0.915×6.938= 6.347 (MPa) | σx,Rcr = 6.967 (MPa) | |||||
| 1 | A553-TYPE1 | 3600 | 14.500 | 0.000 | 19.613 | 473.661 | 183.960 | 3.561 | < | 16.00 (＋3.95) | 68.628 | 14.5 | 0.000600 | 818.070 | 2200214 | ＋12.687 (인장) | ＋32.666 (인장) | St[1] : 32.666 / 229.825(Sts) = | 0.142 < 1.0 OK | σeq = [28.524] MPa < σeq_allow | Sca_620=M·Scs= 0.921×7.452= 6.865 (MPa) | σx,Rcr = 7.483 (MPa) | |||||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 9 / 9], Vacuum Pressure (-50 mmWTR) Pe= -0.5 (kPa), DLL = 0 (m), SG = 0.0, Lr = 102(kg/m²)×A(m²)= 183.23(Ton), Wr = 522.63(Ton)
| Design Condition DLL= 14500 (mm), Tank No. : CAP2 LP Ethylene API 620 Outer TANK | Tank D= 48300, R= 24150 (mm) Wroof = [522.63] Ton] | Total Roof Load : Wsum = [ 522.63 ] Ton Wroof = [522.63] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [522.63] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (－압축) Stress Ratio SR = Sc / Sca SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 522.630 | Ton | Wsum = | 522.630 | Ton | ||||||||||||||||||||
| 6 | A553-TYPE1 | 400 | -0.5 | -12.075 | -40.059 | td > tu NG! 7.94 (－0.00) | 3.780 | 6.44 | 0.000267 | 526.410 | 976895 | －6.222 (압축) | －1.876 (압축) | 229.825 | 0.0000 | 1.0000 | 3.308 | 1.838 | 3.385 > 1.0 NG | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [5.528] MPa < σeq_allow | Sca_620=M·Scs= 1.000×3.308= 1.838 (MPa) | σx,Rcr = 3.322 (MPa) | ||||
| 5 | A553-TYPE1 | 3600 | -0.5 | -12.075 | -43.385 | 12.00 (＋4.06) | 51.468 | 10.5 | 0.000435 | 577.878 | 1593259 | －4.132 (압축) | －1.150 (압축) | 0.0000 | 1.0000 | 5.396 | 2.998 | 1.378 > 1.0 NG | σeq = [3.694] MPa < σeq_allow | Sca_620=M·Scs= 1.000×5.396= 2.998 (MPa) | σx,Rcr = 5.419 (MPa) | ||||||
| 4 | A553-TYPE1 | 3600 | -0.5 | -12.075 | -46.711 | 12.00 (＋4.06) | 51.468 | 10.5 | 0.000435 | 629.346 | 1593259 | －4.449 (압축) | －1.150 (압축) | 0.0000 | 1.0000 | 5.396 | 2.998 | 1.484 > 1.0 NG | σeq = [4] MPa < σeq_allow | Sca_620=M·Scs= 1.000×5.396= 2.998 (MPa) | σx,Rcr = 5.419 (MPa) | ||||||
| 3 | A553-TYPE1 | 3600 | -0.5 | -12.075 | -50.315 | 13.00 (＋5.06) | 55.764 | 11.5 | 0.000476 | 685.110 | 1744998 | －4.375 (압축) | －1.050 (압축) | 0.0000 | 1.0000 | 5.910 | 3.283 | 1.333 > 1.0 NG | σeq = [3.956] MPa < σeq_allow | Sca_620=M·Scs= 1.000×5.910= 3.283 (MPa) | σx,Rcr = 5.935 (MPa) | ||||||
| 2 | A553-TYPE1 | 3600 | -0.5 | -12.075 | -54.473 | 15.00 (＋5.06) | 64.332 | 13.5 | 0.000559 | 749.442 | 2048475 | －4.035 (압축) | －0.894 (압축) | 0.0000 | 1.0000 | 6.938 | 3.854 | 1.047 > 1.0 NG | σeq = [3.67] MPa < σeq_allow | Sca_620=M·Scs= 1.000×6.938= 3.854 (MPa) | σx,Rcr = 6.967 (MPa) | ||||||
| 1 | A553-TYPE1 | 3600 | -0.5 | -12.075 | -58.908 | 16.00 (＋3.95) | 68.628 | 14.5 | 0.000600 | 818.070 | 2200214 | －4.063 (압축) | －0.833 (압축) | 0.0000 | 1.0000 | 7.452 | 4.140 | 0.981 < 1.0 OK | σeq = [3.717] MPa < σeq_allow | Sca_620=M·Scs= 1.000×7.452= 4.140 (MPa) | σx,Rcr = 7.483 (MPa) | ||||||
| Max. Allowable Compressive Stress(Sca) : | Sca(5.5.4.3 식 적용), T1 < 0 and T2 < 0 일 경우 Sca = 1,000,000 × tc/R × 0.006894757 (MPa) When, 0.00667 < tc/R Sca = 5,650 + 154,200 × tc/R × 0.006894757 (MPa) When, 0.0175 < tc/R Sca = 8,340 × 0.006894757 (MPa) | HELP ; [MATWEB]][CS-2] | [REMARK] | ||||||||||||||||||||||||
| 평가 : (텡크 Shell 압축에 의한 허용압축강도 초과 Sca] Stell 좌굴발생 위험) Nos : | #2 #3 #4 #5 #6 | [REMARK] | |||||||||||||||||||||||||
[END OF RPT_RESULT[10] = BUCKLING_CALC() [
AAA k = 0 = API 650 = k = 0, dCode = 1, AAA D = 48.3 (mm), Hd[0] = 14500.0 (mm) Hd[1] = 14500.0 (mm) Ht[0] = 12718.0 mm
seisResult[1] =
[
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
<canvas name=canvasSpect id=seisDesignSpect_1> <img name=imgvasSpect id=imgsDesignSpect_1>
 |
 |  |
 |  |
기상청 Magnitude 환산 Formula M = 2.0 × [Log10(Sa×980) + 1]
MMI : 수정머칼리 진도척도(Modified Mercalli Intensity(MMI) Scale) [ I ~ XII 까지 12단계 ]
MMI = 3.0 × [Log10(Sa×980) + 0.5]
[지반가속도 와 규모의 관계그래프.xlsx]
출처 : 나무위키 지진
1.[기상청] 지진표준교재
2.[기상청] 중고등교재
3.[기상청] 초등교재
END - [스펙트럼 그래프 그리기]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
DEBUG START 625 at[tid].seisResu[0] = [at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.837, S1 = 0.346, Fa = 1.0956, Fv = 2.616
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.4586x(50,981,497x5.438 + 2,897,277x8.543 + 3,328,377x20.842 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(90,830,407x7.904)]2)
Mrw = 170,305,169 [N-m] = 170,305 [KN-m] = 17,366 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.4586x(50,981,497x19.229 + 2,897,277x8.543 + 3,328,377x20.842 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(90,830,407x7.904)]2)
Ms = 492,740,328 [N-m] = 492,740 [KN-m] = 50,246 [Ton-m]
Wp = 147,986,179 [N] = 147,986 [KN] = 15,090 [Ton]
Wi = 50,981,497 [N] = 50,981 [KN] = 5,199 [Ton], Xi = 5.438 [m], Wi/Wp = 34.45[%]
Wc = 90,830,407 [N] = 90,830 [KN] = 9,262 [Ton], Xc = 7.904 [m], Wc/Wp = 61.38[%]
Ws = 2,897,277 [N] = 2,897 [KN] = 295.440 [Ton], Xs = 8.543 [m]
Wr = 3,328,377 [N] = 3,328 [KN] = 339.400 [Ton], Xr = 20.842 [m]
Wf = 1,040,289 [N] = 1,040 [KN] = 106.080 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 26,712,276 [N] = 26,712 [KN] = 2,724 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 26,712,276 [N] = 26,712 [KN] = 2,724 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 1
Ai=0.4586[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.6034 × ( 4.0 / 8.0729²) × ( 1.5 / 1.0) = 0.0 [g]
Av= 0.2874 [g]
] END OF DEBUG 625
6.2.4. Seismic Design Acceleration Calculation ( API 620 Annex L )
|
API 620 L.4.3.3 (OLE) Adjustment Factors, ( Factor I , R )
Unless specifically permitted by the regulations, the OLE design forces shall not be adjusted by
an importance factor, I, or force reduction factor, R,
Nor shall the forces be reduced by the 0,7 multiplier (1/1.4) commonly applied
to convert (CLE) Contingency Level Events to ASD methods.
해석 : API 620 L.4.3.3 (OLE) 조정계수, ( OLE I, R 에 대한 특별규정 )
규정에서 특별히 허용하지 않는 한, OLE 설계력은 중요도 계수 I 또는 힘 감소 계수 R에 의해 조정되지 않아야 합니다.
또한 (CLE) 비상 수준 이벤트를 ASD 방법으로 변환하는 데 일반적으로 적용되는 0.7 승수(1/1.4)로 힘을 줄여서는 안 됩니다.
API 620 L.4.4.2 (CLE) Definition Based on ASCE 7 Method (API 650, Annex E)
To utilize API 650, Section E.4 to define the CLE ground motion,
the following modifications shall be made based on the provisions in this annex:
1) Scaling factor, Q = 1.0 , is not applicable and may be set equal to a value of 1.0;
2) Importance factor, I = 1.0
NOTE
1. The above Rw factors are applied for CLE (or SSE) event.
For OLE (or OBE), the elastic design (R = 1.0) is used.
]
SlidingCheck =
[
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4.7 Sliding Resistance
According to API 650 E. 7.6, Total design base shear (horizontal force) V , should be equal
to or smaller than the value Vs obtained as follows;
Vs = μ × (Ws + Wr + Wf + Wp + Wns + Wnr ) × (1.0 - 0.4 × Av)
Where,
Vs = Allowable base shear [N]
μ = Maximum friction coefficient for tank sliding
= tan(30°) / 1.5 = 0.3849 for OBE (According to API620 L4.2.10)
= tan(30°) / 1.0 = 0.5773 for SSE (According to API620 L4.3.3)
Ws = Weight of tank Shell Plate = 2,897,277 [N], Ws = 295.44 [Ton]
Wr = Weight of tank roof = 3,328,377 [N], Wr = 339.4 [Ton]
Wf = Weight of tank bottom = 1,040,289 [N], Wf = 106.08 [Ton]
Wp = Weight of liquid content = 7,265,943 [N], Wp = 740.92 [Ton]
Total Weight of Steel and Liquid Content,
Wsum = (Ws+Wr+Wf+Wp+Wns+Wnr)= 155,252 kN, Wsum = 15,831,311 [Ton]
Av(ALE) = Vertical seismic acceleration = 0.2757 [g] for OBE
Av(CLE) = Vertical seismic acceleration = 0.2874 [g] for CLE
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.5 = 0.3849 (For ALE)
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.0 = 0.577 (For CLE)
Sliding Resistance (Vs)
Vs (ALE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.3849 × 155,252 × (1.0 - 0.4 × 0.2757) = 53,167 [kN]
Vs (CLE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.577 × 155,252 × (1.0 - 0.4 × 0.2874) = 79,282 [kN]
The following table shows the results.
Table 6.4.9 Result of sliding resistance
| 1. SI Unit Annex Q , H = 14.5 m | ||||||||
| Seismic Event | Overturning moment M [kN-m] | Impulsive Base Shear Vi [kN] | Convective Base Shear Vc [kN] | Total Base Shear V =√(Vi²+ Vc²) [kN] | Check >, < | Allowable Base Shear Vs [kN] | Judgment V/Vs < 1.0 OK | Remark |
| ALE | 217,876 | 34,174 | 0 | 34,174 | < OK | 53,167 | 0.64 < 1.0 OK | |
| CLE | 170,305 | 26,712 | 0 | 26,712 | < OK | 79,282 | 0.34 < 1.0 OK | |
| 2. Metric-Ton Unit Annex Q , H = 14.5 m | ||||||||
| Seismic Event | Overturning moment M [Ton-m] | Impulsive Base Shear Vi [Ton] | Convective Base Shear Vc [Ton] | Total Base Shear V =√(Vi²+ Vc²) [Ton] | Check >, < | Allowable Base Shear Vs [Ton] | Judgment V/Vs < 1.0 OK | Remark |
| ALE | 22217.2 | 3484.8 | 0 | 3484.8 | < OK | 5421.5 | 0.64 < 1.0 OK | |
| CLE | 17366.3 | 2723.9 | 0 | 2723.9 | < OK | 8084.5 | 0.34 < 1.0 OK | |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
Min. yield strength of annulae plate (A553-TYPE1), Fy = 400 MPa
Design Internal Pressure, Pg = 19.6133 kPa
Tank Dia. D = 48.300 (m), Tank Height Ht = 18.400(m), H = 14.5 (m), Design Liquid Level for Seismic calc,
SG = 0.568, CA = 1.5 (mm)
SEISMIC DESIGN CODE : [ API 650 Annex E / 620 Annex L / SNI-1726-2012, Fa, Fv Table 4, 5 ) ]
SITE Class : [ SE ]
SEISMIC USE GROUP : SUG = [ III ]
Table 4.8 Seismic Dedign Calculation [Outer Tank]
| No. | Description | Symbol | SI Unit [N, mm] | Metric Unit [Ton, m, mm] | Remark | ||||
| ALE | CLE | Unit | ALE | CLE | Unit | ||||
| 1 | Tank Inside-Diameter | D = | 48.300 | 48.300 | m | 55 | |||
| 2 | Tank Shell Height | TankHt = | 18.400 | 18.400 | m | 57 | |||
| 3 | Liquid Level for seismic design (Annex Q = HLL) | H = | 14.500 | 14.500 | m | 56 | |||
| 4 | Radio of Tank Diameter(D) per Liquid Level(H) | D / H = | 3.331 | 3.331 | 58 | ||||
| 5 | Scaling factor ( Q = 2/3 ) | Q = | 2/3 | 2/3 | 17 | ||||
| 6 | Importance Factor | I = | 1 | 1.5 | 20 | ||||
| 7 | Design level peak ground acceleration | Sp(PGA) = | 0.2347 | 0.2446 | g | 16 | |||
| 8 | Spectral acceleration parameter (0.2 sec. period) | Ss = | 0.55 | 0.837 | g | 23 | |||
| 9 | Spectral acceleration parameter (1.0 sec. period) | S1 = | 0.26 | 0.346 | g | 24 | |||
| 10 | Acceleration-based site coeff. (at 0.2sec period) | Fa = | 1.6 | 1.0956 | 6 | ||||
| 11 | Velocity-based site coeff. (at 1.0sec period) | Fv = | 2.96 | 2.616 | 7 | ||||
| 12 | MCE spectral response acc. (0.2 sec.), SMs = Fa × Ss | SMS = | 0.88 | 0.917 | g | 60 | |||
| 13 | MCE spectral response acc. (1.0 sec.), SM1 = Fv × S1 | SM1 = | 0.7696 | 0.9051 | g | 61 | |||
| 14 | Design spectral response acc. (0.2 sec.), SDS = Q×Fa×Ss | SDS = | 0.5867 | 0.6114 | g | 4 | |||
| 15 | Design spectral response acc. (1.0 sec.), SD1 = Q×Fv×S1 | SD1 = | 0.5131 | 0.6034 | g | 5 | |||
| 16 | Impulsive spectral acceleration para. OLE Ai = Fa × Ss CLE Ai = SDs × ( I / Ri ) | Ai = | 0.5867 | 0.4586 | g | 0 | |||
| 17 | Convective spectral acceleration para. | Ac = | 0 | 0 | g | 1 | |||
| 18 | Vertical earthquake acceleration para. Av = 0.47·SDS | Av = | 0.2757 | 0.2874 | g | 2 | |||
| 19 | Acceleration coefficient for sloshing wave height | Af = | 0 | 0 | g | 3 | |||
| 20 | Zero(0) second period, To = 0.2 × SD1/SDS | To = | 0.1749 | 0.1974 | sec | 10 | |||
| 21 | 0.2 second Short period, Ts = SD1 / SDS | Ts = | 0.8746 | 0.9869 | sec | 11 | |||
| 22 | Regional-dependent transition long-period | TL = | 4 | 4 | sec | 12 | |||
| 23 | Impulsive period, Ti = (1/20000.5)×[Ci×H/√(tu/D)]×√(p/E)] | Ti = | 0.2513 | 0.2513 | sec | 8 | |||
| 24 | Convective(sloshing) period, Tc = 1.8·Ks·D0.5 | Tc = | 8.0729 | 8.0729 | sec | 9 | |||
| 25 | Coefficient of sloshing period Ks = 0.578 / [tanh(3.68·H/D)]0.5 | Ks = | 0.6453 | 0.6453 | 13 | ||||
| 26 | Impulsive Adjustment Factor ( 5% Damping, Ki = 1.0 ) | Ki = | 1 | 1 | 14 | ||||
| 27 | Convective adjust Factor. ( 5% Damping, K = 1.5 ) | K = | 1.5 | 1.5 | 15 | ||||
| 28 | Annular Plate thickness with CA | ta = | 9 | 9 | mm | 48 | |||
| 29 | Shell Average Thickness with CA (Shell 평균두께) | tu = | 11.983 | 11.983 | mm | 18 | |||
| 30 | Elasatic Modulus of shell plate | E = | 203,000 | 203,000 | MPa | 19 | |||
| 31 | Force reduction factor (Impulsive mode) (반드시 재 확인바람) (Self-anchored) | Ri = | 1 | 2 | 21 | ||||
| 32 | Force reduction factor (Convective mode) (반드시 재 확인바람) (Self-anchored) | Rc = | 1 | 1 | 22 | ||||
| 33 | Sloshing wave above product design height δs = 0.42 · D · Af (API 650 E.7.2) | δs = | 0 | 0 | mm | 25 | |||
| 34 | FreeBoard by seismic sloshing motion, OLE(or SUG=III) = δs + (hs : 300 mm), CLE = δs | Free Board = | 300 | 0 | mm | 26 | |||
| 35 | Anchorage Ratio (J < 1.54 Anchor 필요없음, Self Anchorod) | J = | 1.1021 | 0.8648 | 27 | ||||
| 36 | Effective specific gravity, Ge = G (1.0 - 0.4·Av) | Ge = | 0.5054 | 0.5027 | 47 | ||||
| 37 | Force resisting uplift in annular region. wa=99ta√(Fy·H·Ge)≤ 201.1·H·Ge | wa = | 48234 | 48105 | N/m | 33 | |||
| 38 | Calculated design uplift load due to product pressure per unit circumferential length. wint = Pi · D / 4 | wint = | 0.2368 | 0.2368 | N/m | 34 | |||
| 39 | Total weight of tank shell and appurtenances | Ws = | 2,897×10³ | 2,897×10³ | N | 295.4 | 295.4 | Ton | 43 |
| 40 | Total weight of fixed tank roof including framing, knuckles, any permanent attachments and 10% of snow load | Wr = | 3,328×10³ | 3,328×10³ | N | 339.4 | 339.4 | Ton | 44 |
| 41 | Weight of the tank bottom | Wf = | 1,040×10³ | 1,040×10³ | N | 106.1 | 106.1 | Ton | 45 |
| 42 | Empty Steel Weight, We = Ws + Wr + Wf | We = | 7,266×10³ | 7,266×10³ | N | 740.9 | 740.9 | Ton | 46 |
| 43 | Total weight of the tank contents | Wp = | 147,986×10³ | 147,986×10³ | N | 15090.4 | 15090.4 | Ton | 37 |
| 44 | Total Weight of Steel and Liquid Content Wtotal = Ws + Wr + Wf + Wp + Wns + Wnr | Wtotal = | 155,252×10³ | 155,252×10³ | N | 15831.3 | 15831.3 | Ton | 41 |
| 45 | Effective impulsive portion of the liquid weight | Wi = | 50,981×10³ | 50,981×10³ | N | 5198.7 | 5198.7 | Ton | 38 |
| 46 | Effective convective (sloshing) portion of the liquid weight | Wc = | 90,830×10³ | 90,830×10³ | N | 9262.1 | 9262.1 | Ton | 39 |
| 47 | Overturning Moment (ring wall) | Mrw = | 217,876×10³ | 170,305×10³ | N-m | 22217.2 | 17366.3 | Ton-m | 28 |
| 48 | Overturning Moment (slab) | Ms = | 630,377×10³ | 492,740×10³ | N-m | 64280.5 | 50245.5 | Ton-m | 29 |
| 49 | Base shear (Impulsive mode ), Vi = Ai × (Wi + We) | Vi = | 34,174×10³ | 26,712×10³ | N | 3484.8 | 2723.9 | Ton | 30 |
| 50 | Base shear (Convective mode), Vc = Ac × Wc | Vc = | 0.0 | 0.0 | N | 0.0 | 0.0 | Ton | 31 |
| 51 | Total base shear, V = √(Vi²+ Vc²) | V = | 34,174×10³ | 26,712×10³ | N | 3484.8 | 2723.9 | Ton | 32 |
| 52 | Sliding Resistance Force Vs=μ×(We+Wp+Wns+Wnr )×(1.0-0.4×Av) V < Vs , Satisfied | Vs = | 53,167×10³ | 79,282×10³ | N | 5421.5 | 8084.5 | Ton | 42 |
| 53 | Friction coefficient. μ_OLE = tan(30°), μ_CLE = tan(30°) / 1.5 | μ = | 0.3849 | 0.577 | 40 | ||||
| 54 | Min. yield strength of annulae plate. (A553-TYPE1) | Fy = | 399.896 | 399.896 | MPa | 49 | |||
| 55 | Xs : Gravity center of tank shell plate from bottom. | Xs = | 8.543 | 8.543 | m | 50 | |||
| 56 | Xr : Gravity center of roof from bottom. | Xr = | 20.842 | 20.842 | m | 51 | |||
| 57 | Xf : Gravity center of tank bottom plate | Xf = | 0 | 0 | m | 52 | |||
| 58 | Xi : Gravity center of liquid from bottom(Impulsive) | Xi = | 5.438 | 5.438 | m | 35 | |||
| 59 | Xc : Gravity center of liquid from bottom(Contivective) | Xc = | 7.904 | 7.904 | m | 36 | |||
| 60 | Xis : Gravity center of liquid from slab(Impulsive) | Xis = | 19.229 | 19.229 | m | 53 | |||
| 61 | Xcs : Gravity center of liquid from slab(Contivective) | Xcs = | 17.121 | 17.121 | m | 54 | |||
| 62 | Coefficient for impulsive period, Ci = Get_Ci(D, H) | Ci = | 7.2986 | 7.2986 | 59 | ||||
| 63 | Site coefficient from ASCE 7-10 Table 11.8-1 | FPGA = | 2.5 | 2.5 | 62 | ||||
| 64 | Peak ground acceleration adjusted for Site Class effects. PGAM = MCEG = FPGA × PGA (ASCE 7-10 Eq. 11.8-1) | PGAM = | 0.5868 | 0.6115 | g | 63 | |||
SITE Class : [ SE ]
SEISMIC USE GROUP : SUG = [ III ]
API 620 L4.3.9 Inner Tank Freeboard
1. OLE (Operating Level Earthquake)
δs = 0.42 × D × Af + hs (300 mm), for API 620 OLE or SUG = III
δs = 0.42 × 48,300 × 0.0 + 300 = 300 (mm)
An additional shell height, hs shall be added to the calculated value above
the sloshing height as required by the governing regulations.
The minimum value of hs forthe OLE event shall be 300 mm (1 ft).
2. CLE (Contingency Level Earthquake) FOR SUG = I OR II
δs = 0.42 × D × Af
δs = 0.42 × 48,300 × 0.0 = 0 (mm)
Therefore, This Tank FreeBoard(δs) is Max( OLE, CLE) = Max( 300, 0 ) = 300 (mm)
| Where, | |||
| According to API 650 E.6.1.1 and E6.1.2, Wi, Xi, Wc, Xc are calculated as follows, | |||
| API 650 E.6.1.1 Effective Weight of Product | |||
| The effective weights Wi and Wc shall be determined by multiplying the total product weight, Wp, by the ratios Wi/Wp and Wc/Wp, respectively, Equations E.6.1.1-1 through E.6.1.1-3. | |||
| 1) The effective impulsive weight (Wi) | |||
| When D/H=(3.331) ≥ 1.3333 (=4/3) | When D/H = (3.331) ≥ 1.3333 | ||
| 2) The effective convective weight (Wc) | |||
| |||
API 650 E.6.1.2 Center of Action for Effective Lateral Forces
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
반응수정계수 (response modiflcation coefflcient)는 내진설계를 하면서 붕괴방지수준(CLE) 에 대해 검토시
비탄성거동인 소성영역까지 허용하여 저감된 지진력 으로 구조검토를 하게 됩니다.
탄성은 외부로부터 받은 자극이 제거되면 물체를 원래 형상으로 복원시키려는 성질인 반면,
소성은 외부의 자극이 제거되어도 변형을 그대로 유지하려는 성질입니다.
이런 비선형적 거동을 고려할수 있도록 내진설계시 R 응답수정계수를 적용해 줍니다.
Ve: 만약 구조체가 설계 지진의 지반 운동에 대하여 완전히 탄성 거동을 하게 된다고 가정하였을때 지진력에 대해저항하는힘
V: 선형 탄성영역에서의 밑면전단력
이러한 응답수정계수는 설계시 적용할때 마다 구하기는 한계가 있으므로
기준별로 정리되어있어 필요할경우 편리하게 사용하면 됩니다.
주의하실 점은 부재의 연성으로 비탄성변형으로 인한부재력의 저감은
수평력에 대해서만 적용하며， 수직력은 적용하지 않습니다.
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4. TANK CAPACITY
4.1 Liquid Levels
| Description | Symbol | Value | Unit |
| Tank Height = HLL + Sloshing Height + Margin | Shell Height = | 18400 | mm |
| Design Liquid Level 2) | HHLL = | 14,500 | mm |
| Maximum Operation Level 1) | HLL = | 14,500 | mm |
| Minimum Operating Level | LLLL = | 1,540 | mm |
| Pump Trip Level | LLLL = | 1,500 | mm |
Note 1) This liquid level should be used for seismic design and determination of sloshing height of inner steel tank.
2) It is the liquid level of maximum operation level plus overfill protection margin (= 200 mm).
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4.2 Operating Tank Capacity
| Coefficient of thermal expansion | α = 1.15 x 10-5/°C |
| Operating temperature | -41.5°C (Minimum) |
| Ambient temperature | 38°C (Maximum) |
| Cold diameter (DCOLD) = 54,000 x [1 - (41.5 + 38) x (1.15 x 10-5)] | = 53,951 mm |
| Cold height (HCOLD) = 34,000 x [1 - (41.5 + 38) x (1.15 x 10-5)] | = 33,969 mm |
| Maximum liquid capacity in operating condition (VCOLD) | |
| VCOLD = {π x (DCOLD)2 / 4} x ΔH = (π x 53.9512 / 4) x 30.6 = 69,954 m³ | |
| in which, ΔH = HHLL = 30,600 mm = 30.6 m | |
Table 2-1 Tank Capasity Calculation
Tank type : Full Containment Tank Elevated Bottom slab Metal Inner Tank with Suspended Deck
| Description | Symbol | INNER | OUTER | Remark |
| Service | LNG | |||
| Design density | Density = | 568 | kg/m3 | |
| Net working capacity | Vnet = | 22,903 | ||
| Tank Diameter | Di = | 48,300 | 48,300 | mm |
| Tank shell height from bottom plate | Htank = | 18,400 | 18,400 | mm |
| Material of Shell Plate | MATL = | A553-TYPE1 | A553-TYPE1 | |
| Liquid level : | ||||
| Maximum design liquid level | LAHH (HHLL) = | 14,500 | mm | |
| Normal maximum operating level | LAH (HLL) = | 14,500 | mm | |
| Normal minimum operating level | LAL (LLL) = | 2,000 | mm | |
| Pump trip level | LALL (LLLL) = | 1,800 | mm | |
| Hydrostatic test level | HTL = | 12,718 | mm | |
| Inner tank operating temperature | Toper = | -104.0 | ℃ | |
| Maximum ambient temperature | Tamb = | 40 | ℃ | |
| Corrosion Allowance | CA = | 0.0 | 0.0 | mm |
]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
7.2.4. Dynamic hoop stress calculation (CLE) API 620 Annex L
| Scs : Maximum Allowable Longitudinal Compressive Stress, (Scs, MPa) for a cylindrical wall acted upon by an axial load with neither a tensile nor a compressive force acting concurrently in a circumferential direction (determined in accordance with 5.5.4.2 for the thickness-to-radius ratio involved); Scs = [Above Table] MPa Scs = 1,800,000 × tc/R when, 0.00667 < tc/R Scs = 10,150 + 277,400 × tc/R when, 0.00667 ≥ tc/R ≤ 0.0175 Scs = 15,000 When tc/R > 0.0175 Sts 설명 : 최대 허용 세로(수직) 압축응력 (MPa) 내압에 의한 원주 방향으로 막응력(T2, St=T2/t) 이나, 수직 방향으로의 압축력(T1, Sc)이 동시에 작용하지 않는 즉, 내압은 작용하지 않고, 수직 축하중만 압축(T1, Sc)으로 작용할 경우 아래 식에 의하여 최대허용압축응력을 계산(관련된 두께 대 반경 비율에 대해 5.5.4.2에 따라 결정됨 |
| Dynamic Hoop Stress () Hmm=18400.0, Unit : [Nh, Ni, Nv, Nv : N/mm] [σt, σa : MPa] | 압축응력 체크! Judge | Dynamic Hoop Pressure on wall (Max. Pressure at ф=0º) For FEA 후 비교 검토 ( Unt : kPa ) | Dynamic Hoop Pressure on wall (at ф=0º ~ 180º) For FEA 후 비교 검토( Unt : kPa ) | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| No. | Material | Shell width (m) | Used Thk. tu (mm) | t (mm) | Y (m) | Nh (N/mm) |
Ni (N/mm) | Nc (N/mm) | Nv (N/mm) |
σT (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | 압축응력 체크! (API 620 Annex F, Sca = M × Scs) | Y (mm) | Ph= Nh/R (kPa) | Pi= Ni/R (kPa) | Pc= Nc/R (kPa) | Pv= Nv/R (kPa) | Total Pressure Pw=σT×t/R ф=0º (kPa) | σa (MPa) | tReqd = Pw×R/σa (mm) |
Pw = (Max.ф=0º) | Pw = (ф=45º) | Pw=Ph+Pv (ф=90º) | Pw = (ф=135º) | Pw = (ф=180º) |
|||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 6 | A553-TYPE1 | 0.400 | 7.94 | 6.44 | 0 | 0 | 0 | 0 | 0 | 0 | < OK | 305.67 | 0.000 < 1.0 OK | Scs=3.309 MPa, N=0.320, M=0.801, Sca= 2.650 MPa, | 0 | 0 | 0 | 0 | 0 | 0 | 305.67 | 0 | 0 | 0 | 0 | 0 | 0 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 5 | A553-TYPE1 | 3.600 | 12.0 | 10.5 | 0.100 | 13.45 | 10.57 | 0 | 1.94 | 2.30 | < OK | 305.67 | 0.008 < 1.0 OK | Scs=5.396 MPa, N=0.202, M=0.884, Sca= 4.768 MPa, | 0.100 | 0.56 | 0.44 | 0 | 0.08 | 1.00 | 305.67 | 0.08 | 1.00 | 0.88 | 0.64 | 0.24 | 0.11 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 4 | A553-TYPE1 | 3.600 | 12.0 | 10.5 | 3.700 | 497.72 | 342.25 | 0 | 71.52 | 80.70 | < OK | 305.67 | 0.264 < 1.0 OK | Scs=5.396 MPa, N=0.403, M=0.736, Sca= 3.971 MPa, | 3.700 | 20.61 | 14.17 | 0 | 2.96 | 35.09 | 305.67 | 2.77 | 35.09 | 31.06 | 23.57 | 10.16 | 6.13 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 3 | A553-TYPE1 | 3.600 | 13.0 | 11.5 | 7.300 | 981.99 | 579.16 | 0 | 141.11 | 137.23 | < OK | 305.67 | 0.449 < 1.0 OK | Scs=5.910 MPa, N=0.551, M=0.604, Sca= 3.567 MPa, | 7.300 | 40.66 | 23.98 | 0 | 5.84 | 65.35 | 305.67 | 5.16 | 65.35 | 58.59 | 46.50 | 22.73 | 15.98 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 2 | A553-TYPE1 | 3.600 | 15.0 | 13.5 | 10.900 | 1466.27 | 721.31 | 0 | 210.71 | 164.28 | < OK | 305.67 | 0.537 < 1.0 OK | Scs=6.938 MPa, N=0.625, M=0.528, Sca= 3.664 MPa, | 10.900 | 60.72 | 29.87 | 0 | 8.73 | 91.83 | 305.67 | 7.26 | 91.83 | 83.57 | 69.45 | 37.87 | 29.60 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 1 | A553-TYPE1 | 3.600 | 16.0 | 14.5 | 14.500 | 1950.54 | 768.69 | 0 | 280.30 | 190.95 | < OK | 305.67 | 0.625 < 1.0 OK | Scs=7.451 MPa, N=0.727, M=0.413, Sca= 3.076 MPa, | 14.500 | 80.77 | 31.83 | 0 | 11.61 | 114.65 | 305.67 | 9.06 | 114.65 | 106.10 | 92.38 | 55.44 | 46.89 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| ∑W= | 18.400 | (m) | 14.500 | (m) | Allowable Dynamic Hoop Stress of A553-TYPE1 σa = Max( 1.33 × Sts, 0.9 × Fy ) σa = Max( 1.33 × 229.825, 0.9 × 399.896) = 305.67 MPa | 압축응력 체크! Judge | Description | Dynamic Pressure on bottom For FEA 후 비교 검토( Unt : kPa ) | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES2 | Description | Pb = (Max.ф=0º) | Pb = (ф=45º) | Pb = (ф=90º) | Pb = (ф=135º) | Pb = (ф=180º) |
||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES3 | 1) Impulsive Pressure, Pib(kPa) = 2) Convective Pressure, Pcb(kPa) = 3) Total Pressure on bottom, Pb(kPa) = | -17.601 -52.787 -70.388 | -12.255 -43.547 -55.802 | 0 0 0 | 12.255 43.547 55.802 | 17.601 52.787 70.388 | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| Where : CLE Ai = SDs×(I/Rwi)= 0.4586[g], Ac=0.0[g], Av=0.2874[g], Q=0.6667, I=1.5, Rwi=2.0, Rwc=1.0
|
1. 출처 : IITK-GSDMA/EQ08.pdf 2. https://www.ijaera.org/manuscript/20170304001.pdf Figure C-1. Qualitative description of hydrodynamic pressure distribution on tank wall and base | | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[TABLE 7.2.5.1] Ai = 0.4586[g], Ac = 0.0[g], Av = 0.2874[g] Wp = 147986.18 [Ton], Wi = 50981.5 [Ton], Wc = 90830.41 [Ton], Ws = 295.44 [Ton], Xs = 8.543 [m]
DLL = 14500.0 m, Hd[0] = 14500.0 m, Hmm = 18400.0 m, Wr = 339.4 [Ton], Xr = 22.855 [m], XrRoof = 4.455 [m] Knuckle 반경 = [2898.0 mm, Knuckle 높이(2,469m) + Dome 높이(6,441m) = 8,909(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.4586 [g] × 3328.38 [kN] × 4.455(m) = 6800.08[kN-m]
Mrw_KN = 170,305 = Mrw + Mrw_Roof = 170,305 [KN-m], Mrw_Roof = 6,800 [KN-m], Mrw_Roof = 170,305 × (339 / ( 147,986 + 295 )) = 6800.08[kN-m]
| Shell Plate Information | [내,외조 공통] 1.운전시 SHELL 좌굴검토 Roof and Shell Vertical Compressive Stress | [API 620 DWT 외조 검토] 2. 지진시 압축+벤딩 좌굴검토 (TKK ARUN 계산서 와 동일한 Allowable Strezs, API 620, Scs) Overturning Moment Check | [내조] 3. 지진시 총 조합응력 검토 (TKK 에틸렌, ARUN) Combind Stress Check Dynamic Hoop + Earthquake Load < σa(1.33×Sts) | ||||||||||||||||||||||||||
| No. [n] | Material (Shell Width, mm) | Used Thk. tu (mm) | t=tu-CA (mm) | Y (m) |
Vertical Load Wr=339.4 Wr+Ws[1 ~ 6th] = W[i] (Ton) | Section Area A (mm²) | 두께 반경비 Ratio of t/R (mm²) | (운전시에는 Scs 적용) CASE A) 5.5.4.2, Scs Compression Sc = W/A < Scs OK Scs = 1,800,000×t/R (psi) | (운전시에는 Sca 사용하지않음) CASE B) 5.5.4.3, Sca Compression Sc = W/A < Sca[0.5555×Scs] (MPa) | Bending Moment M (kN-m) | Section Modulus Z=π×R²×t (m³) | Bending Sb = M/Z < Scs [100%] | Combind (압축+벤딩) Buckling Check Sc + Sb < 1.33 × Scs OK | Dynamic Hoop σT (MPa) | σc=[σT²+(Sc+Sb)² + (σT×Sb)]0.5 (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | Judge | Combind Buckling Check [API 620 Scs = ASME 식과 동일함] Div.1 ASME_Fa = 0.125×Em×(t/R) = 0.0625×200,000×(t/R) Sc + Sb < ASME Fa = Scs[100%] (MPa) | |||||||||
| (Roof T.W) Wr = 339.4 Ton | A | (t-c)/R | Sc=W/A | < | Scs | Sc/Scs < 1.0 OK | Ai = 0.4586[g], XrRoof= 4.455 [m] Mrw(roof)=Ai × Wr × XrRoof = | 6,800 | 0 | Sb=M/Z | < | Scs | Sb / Scs < 1.0 OK | Sc+Sb < Scs, OK | |||||||||||||||
| 6 | A553-TYPE1 (0.400) | 7.94 | 6.44 | 0 | 339.4+3.780 = 343.2 | 976895 | 0.0002666 | 3.445 | > | 3.308 | 1.041 > 1.0 NG! | 1.874 > 1.0 NG! (N/A) | 6,877 | 11.796 | 0.583 | < | 3.308 | 0.176 < 1.0 OK | 4.028 < 4.400 OK | 0 | 4.03 | < | 305.67 | 0.013 | OK | 4.028 > 3.308 NG! (620 : 3.308, ASME : 3.332, API650 : 11.06 MPa | |||
| 5 | A553-TYPE1 (3.600) | 12.0 | 10.5 | 0.100 | 343.2+51.468 = 394.6 | 1593259 | 0.0004348 | 2.429 | < | 5.396 | 0.450 < 1.0 OK | Sca, 적용하지 않음 | 14,527 | 19.239 | 0.755 | < | 5.396 | 0.140 < 1.0 OK | 3.184 < 7.177 OK | 2.30 | 4.77 | < | 305.67 | 0.016 | OK | 3.184 < 5.396 OK (620 : 5.396, ASME : 5.435, API650 : 18.04 MPa | |||
| 4 | A553-TYPE1 (3.600) | 12.0 | 10.5 | 3.700 | 394.6+51.468 = 446.1 | 1593259 | 0.0004348 | 2.746 | < | 5.396 | 0.509 < 1.0 OK | Sca, 적용하지 않음 | 34,695 | 19.239 | 1.803 | < | 5.396 | 0.334 < 1.0 OK | 4.549 < 7.177 OK | 80.70 | 83.07 | < | 305.67 | 0.272 | OK | 4.549 < 5.396 OK (620 : 5.396, ASME : 5.435, API650 : 18.04 MPa | |||
| 3 | A553-TYPE1 (3.600) | 13.0 | 11.5 | 7.300 | 446.1+55.764 = 501.9 | 1744998 | 0.0004762 | 2.820 | < | 5.910 | 0.477 < 1.0 OK | Sca, 적용하지 않음 | 67,380 | 21.071 | 3.198 | < | 5.910 | 0.541 < 1.0 OK | 6.018 < 7.860 OK | 137.23 | 140.34 | < | 305.67 | 0.459 | OK | 6.018 > 5.910 NG! (620 : 5.910, ASME : 5.952, API650 : 19.76 MPa | |||
| 2 | A553-TYPE1 (3.600) | 15.0 | 13.5 | 10.900 | 501.9+64.332 = 566.2 | 2048475 | 0.0005590 | 2.711 | < | 6.938 | 0.391 < 1.0 OK | Sca, 적용하지 않음 | 112,584 | 24.735 | 4.552 | < | 6.938 | 0.656 < 1.0 OK | 7.263 < 9.227 OK | 164.28 | 168.03 | < | 305.67 | 0.550 | OK | 7.263 > 6.938 NG! (620 : 6.938, ASME : 6.988, API650 : 23.20 MPa | |||
| 1 | A553-TYPE1 (3.600) | 16.0 | 14.5 | 14.500 | 566.2+68.628 = 634.8 | 2200214 | 0.0006004 | 2.830 | < | 7.451 | 0.380 < 1.0 OK | Sca, 적용하지 않음 | 170,305 | 26.568 | 6.410 | < | 7.451 | 0.860 < 1.0 OK | 9.240 < 9.910 OK | 190.95 | 195.73 | < | 305.67 | 0.640 | OK | 9.240 > 7.451 NG! (620 : 7.451, ASME : 7.505, API650 : 24.92 MPa | |||
| Total Weight( Roof + Shell ) = | 339.4+295.4= 634.8 Ton | [API 620 5.5.4.3] Scs = (t/R≤0.00667 ? 1,800,000×t/R:(t/R≤0.0175 ? 10,150+277,400×t/R: 15000) × 0.006894757 (MPa) [API 620 5.5.4.3] Sca = Scs × 0.555 = (t/R≤0.00667 ? 1,000,000×t/R:(t/R≤0.0175 ? 5,650+154,200×t/R: 8340) × 0.006894757 (MPa) | SPARE 1 | SPARE 2 | |||||||||||||||||||||||||
| Picture (출처 / 근거식) | | SPARE 3 | SPARE 4 | ||||||||||||||||||||||||||
API 620 CLE [0] Level Accelation : Ai = Fa×Ss×(I/Rwi)= 0.4586[g], Ac=0.0[g], Av=0.2874[g], Q=0.6667, I=1.5, Rwi=2.0, Rwc=1.0
SDS=Q×Ss×Fa=0.6114[g], SD1=Q×S1×Fv=0.6034[g], Ss=0.837[g], Fa=1.0956, S1=0.346[g], Fv=2.616, Ti=0.2513[s], Tc=8.0729[s]
J=0.8648, Mrw=170,305[KN-m] , Ms=492,740[KN-m], V=26712.0[KN]
Wp=147986.179[kN] Wi=50981.497[kN] Wc=90830.407 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.837, S1 = 0.346, Fa = 1.0956, Fv = 2.616
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.4586x(50,981,497x5.438 + 2,897,277x8.543 + 3,328,377x20.842 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(90,830,407x7.904)]2)
Mrw = 170,305,169 [N-m] = 170,305 [KN-m] = 17,366 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.4586x(50,981,497x19.229 + 2,897,277x8.543 + 3,328,377x20.842 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(90,830,407x7.904)]2)
Ms = 492,740,328 [N-m] = 492,740 [KN-m] = 50,246 [Ton-m]
Wp = 147,986,179 [N] = 147,986 [KN] = 15,090 [Ton]
Wi = 50,981,497 [N] = 50,981 [KN] = 5,199 [Ton], Xi = 5.438 [m], Wi/Wp = 34.45[%]
Wc = 90,830,407 [N] = 90,830 [KN] = 9,262 [Ton], Xc = 7.904 [m], Wc/Wp = 61.38[%]
Ws = 2,897,277 [N] = 2,897 [KN] = 295.440 [Ton], Xs = 8.543 [m]
Wr = 3,328,377 [N] = 3,328 [KN] = 339.400 [Ton], Xr = 20.842 [m]
Wf = 1,040,289 [N] = 1,040 [KN] = 106.080 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 26,712,276 [N] = 26,712 [KN] = 2,724 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 26,712,276 [N] = 26,712 [KN] = 2,724 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 1
Ai=0.4586[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.6034 × ( 4.0 / 8.0729²) × ( 1.5 / 1.0) = 0.0 [g]
Av= 0.2874 [g]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
7.2.6. Dynamic hoop stress calculation (ALE) API 620 Annex L
| Scs : Maximum Allowable Longitudinal Compressive Stress, (Scs, MPa) for a cylindrical wall acted upon by an axial load with neither a tensile nor a compressive force acting concurrently in a circumferential direction (determined in accordance with 5.5.4.2 for the thickness-to-radius ratio involved); Scs = [Above Table] MPa Scs = 1,800,000 × tc/R when, 0.00667 < tc/R Scs = 10,150 + 277,400 × tc/R when, 0.00667 ≥ tc/R ≤ 0.0175 Scs = 15,000 When tc/R > 0.0175 Sts 설명 : 최대 허용 세로(수직) 압축응력 (MPa) 내압에 의한 원주 방향으로 막응력(T2, St=T2/t) 이나, 수직 방향으로의 압축력(T1, Sc)이 동시에 작용하지 않는 즉, 내압은 작용하지 않고, 수직 축하중만 압축(T1, Sc)으로 작용할 경우 아래 식에 의하여 최대허용압축응력을 계산(관련된 두께 대 반경 비율에 대해 5.5.4.2에 따라 결정됨 |
| Dynamic Hoop Stress () Hmm=18400.0, Unit : [Nh, Ni, Nv, Nv : N/mm] [σt, σa : MPa] | 압축응력 체크! Judge | Dynamic Hoop Pressure on wall (Max. Pressure at ф=0º) For FEA 후 비교 검토 ( Unt : kPa ) | Dynamic Hoop Pressure on wall (at ф=0º ~ 180º) For FEA 후 비교 검토( Unt : kPa ) | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| No. | Material | Shell width (m) | Used Thk. tu (mm) | t (mm) | Y (m) | Nh (N/mm) |
Ni (N/mm) | Nc (N/mm) | Nv (N/mm) |
σT (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | 압축응력 체크! (API 620 Annex F, Sca = M × Scs) | Y (mm) | Ph= Nh/R (kPa) | Pi= Ni/R (kPa) | Pc= Nc/R (kPa) | Pv= Nv/R (kPa) | Total Pressure Pw=σT×t/R ф=0º (kPa) | σa (MPa) | tReqd = Pw×R/σa (mm) |
Pw = (Max.ф=0º) | Pw = (ф=45º) | Pw=Ph+Pv (ф=90º) | Pw = (ф=135º) | Pw = (ф=180º) |
|||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 6 | A553-TYPE1 | 0.400 | 7.94 | 6.44 | 0 | 0 | 0 | 0 | 0 | 0 | < OK | 305.67 | 0.000 < 1.0 OK | Scs=3.309 MPa, N=0.320, M=0.801, Sca= 2.650 MPa, | 0 | 0 | 0 | 0 | 0 | 0 | 305.67 | 0 | 0 | 0 | 0 | 0 | 0 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 5 | A553-TYPE1 | 3.600 | 12.0 | 10.5 | 0.100 | 13.45 | 13.52 | 0 | 3.71 | 2.62 | < OK | 305.67 | 0.009 < 1.0 OK | Scs=5.396 MPa, N=0.202, M=0.884, Sca= 4.768 MPa, | 0.100 | 0.56 | 0.56 | 0 | 0.15 | 1.14 | 305.67 | 0.09 | 1.14 | 0.98 | 0.71 | 0.14 | -0.02 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 4 | A553-TYPE1 | 3.600 | 12.0 | 10.5 | 3.700 | 497.72 | 437.84 | 0 | 137.22 | 91.10 | < OK | 305.67 | 0.298 < 1.0 OK | Scs=5.396 MPa, N=0.403, M=0.736, Sca= 3.971 MPa, | 3.700 | 20.61 | 18.13 | 0 | 5.68 | 39.61 | 305.67 | 3.13 | 39.61 | 34.63 | 26.29 | 6.59 | 1.61 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 3 | A553-TYPE1 | 3.600 | 13.0 | 11.5 | 7.300 | 981.99 | 740.94 | 0 | 270.73 | 153.99 | < OK | 305.67 | 0.504 < 1.0 OK | Scs=5.910 MPa, N=0.551, M=0.604, Sca= 3.567 MPa, | 7.300 | 40.66 | 30.68 | 0 | 11.21 | 73.33 | 305.67 | 5.79 | 73.33 | 65.08 | 51.87 | 16.24 | 8.00 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 2 | A553-TYPE1 | 3.600 | 15.0 | 13.5 | 10.900 | 1466.27 | 922.79 | 0 | 404.25 | 183.24 | < OK | 305.67 | 0.599 < 1.0 OK | Scs=6.938 MPa, N=0.625, M=0.528, Sca= 3.664 MPa, | 10.900 | 60.72 | 38.21 | 0 | 16.74 | 102.43 | 305.67 | 8.09 | 102.43 | 92.50 | 77.46 | 28.94 | 19.00 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 1 | A553-TYPE1 | 3.600 | 16.0 | 14.5 | 14.500 | 1950.54 | 983.41 | 0 | 537.76 | 211.82 | < OK | 305.67 | 0.693 < 1.0 OK | Scs=7.451 MPa, N=0.727, M=0.413, Sca= 3.076 MPa, | 14.500 | 80.77 | 40.72 | 0 | 22.27 | 127.18 | 305.67 | 10.05 | 127.18 | 117.17 | 103.04 | 44.37 | 34.36 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| ∑W= | 18.400 | (m) | 14.500 | (m) | Allowable Dynamic Hoop Stress of A553-TYPE1 σa = Max( 1.33 × Sts, 0.9 × Fy ) σa = Max( 1.33 × 229.825, 0.9 × 399.896) = 305.67 MPa | 압축응력 체크! Judge | Description | Dynamic Pressure on bottom For FEA 후 비교 검토( Unt : kPa ) | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES2 | Description | Pb = (Max.ф=0º) | Pb = (ф=45º) | Pb = (ф=90º) | Pb = (ф=135º) | Pb = (ф=180º) |
||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES3 | 1) Impulsive Pressure, Pib(kPa) = 2) Convective Pressure, Pcb(kPa) = 3) Total Pressure on bottom, Pb(kPa) = | -17.601 -52.787 -70.388 | -12.255 -43.547 -55.802 | 0 0 0 | 12.255 43.547 55.802 | 17.601 52.787 70.388 | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| Where : OLE Ai = SDs = 0.5867[g], Ac=0.0[g], Av=0.2757[g], Q=0.6667, I=1.0, Rwi=1.0, Rwc=1.0
|
1. 출처 : IITK-GSDMA/EQ08.pdf 2. https://www.ijaera.org/manuscript/20170304001.pdf Figure C-1. Qualitative description of hydrodynamic pressure distribution on tank wall and base | | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[TABLE 7.2.5.3] Ai = 0.5867[g], Ac = 0.0[g], Av = 0.2757[g] Wp = 147986.18 [Ton], Wi = 50981.5 [Ton], Wc = 90830.41 [Ton], Ws = 295.44 [Ton], Xs = 8.543 [m]
DLL = 14500.0 m, Hd[0] = 14500.0 m, Hmm = 18400.0 m, Wr = 339.4 [Ton], Xr = 22.855 [m], XrRoof = 4.455 [m] Knuckle 반경 = [2898.0 mm, Knuckle 높이(2,469m) + Dome 높이(6,441m) = 8,909(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.5867 [g] × 3328.38 [kN] × 4.455(m) = 8699.54[kN-m]
Mrw_KN = 217,876 = Mrw + Mrw_Roof = 217,876 [KN-m], Mrw_Roof = 8,700 [KN-m], Mrw_Roof = 217,876 × (339 / ( 147,986 + 295 )) = 8699.54[kN-m]
| Shell Plate Information | [내,외조 공통] 1.운전시 SHELL 좌굴검토 Roof and Shell Vertical Compressive Stress | [API 620 DWT 외조 검토] 2. 지진시 압축+벤딩 좌굴검토 (TKK ARUN 계산서 와 동일한 Allowable Strezs, API 620, Scs) Overturning Moment Check | [내조] 3. 지진시 총 조합응력 검토 (TKK 에틸렌, ARUN) Combind Stress Check Dynamic Hoop + Earthquake Load < σa(1.33×Sts) | ||||||||||||||||||||||||||
| No. [n] | Material (Shell Width, mm) | Used Thk. tu (mm) | t=tu-CA (mm) | Y (m) |
Vertical Load Wr=339.4 Wr+Ws[1 ~ 6th] = W[i] (Ton) | Section Area A (mm²) | 두께 반경비 Ratio of t/R (mm²) | (운전시에는 Scs 적용) CASE A) 5.5.4.2, Scs Compression Sc = W/A < Scs OK Scs = 1,800,000×t/R (psi) | (운전시에는 Sca 사용하지않음) CASE B) 5.5.4.3, Sca Compression Sc = W/A < Sca[0.5555×Scs] (MPa) | Bending Moment M (kN-m) | Section Modulus Z=π×R²×t (m³) | Bending Sb = M/Z < Scs [100%] | Combind (압축+벤딩) Buckling Check Sc + Sb < 1.33 × Scs OK | Dynamic Hoop σT (MPa) | σc=[σT²+(Sc+Sb)² + (σT×Sb)]0.5 (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | Judge | Combind Buckling Check [API 620 Scs = ASME 식과 동일함] Div.1 ASME_Fa = 0.125×Em×(t/R) = 0.0625×200,000×(t/R) Sc + Sb < ASME Fa = Scs[100%] (MPa) | |||||||||
| (Roof T.W) Wr = 339.4 Ton | A | (t-c)/R | Sc=W/A | < | Scs | Sc/Scs < 1.0 OK | Ai = 0.5867[g], XrRoof= 4.455 [m] Mrw(roof)=Ai × Wr × XrRoof = | 8,700 | 0 | Sb=M/Z | < | Scs | Sb / Scs < 1.0 OK | Sc+Sb < Scs, OK | |||||||||||||||
| 6 | A553-TYPE1 (0.400) | 7.94 | 6.44 | 0 | 339.4+3.780 = 343.2 | 976895 | 0.0002666 | 3.445 | > | 3.308 | 1.041 > 1.0 NG! | 1.874 > 1.0 NG! (N/A) | 8,798 | 11.796 | 0.746 | < | 3.308 | 0.225 < 1.0 OK | 4.191 < 4.400 OK | 0 | 4.19 | < | 305.67 | 0.014 | OK | 4.191 > 3.308 NG! (620 : 3.308, ASME : 3.332, API650 : 11.06 MPa | |||
| 5 | A553-TYPE1 (3.600) | 12.0 | 10.5 | 0.100 | 343.2+51.468 = 394.6 | 1593259 | 0.0004348 | 2.429 | < | 5.396 | 0.450 < 1.0 OK | Sca, 적용하지 않음 | 18,585 | 19.239 | 0.966 | < | 5.396 | 0.179 < 1.0 OK | 3.395 < 7.177 OK | 2.62 | 5.22 | < | 305.67 | 0.017 | OK | 3.395 < 5.396 OK (620 : 5.396, ASME : 5.435, API650 : 18.04 MPa | |||
| 4 | A553-TYPE1 (3.600) | 12.0 | 10.5 | 3.700 | 394.6+51.468 = 446.1 | 1593259 | 0.0004348 | 2.746 | < | 5.396 | 0.509 < 1.0 OK | Sca, 적용하지 않음 | 44,386 | 19.239 | 2.307 | < | 5.396 | 0.428 < 1.0 OK | 5.053 < 7.177 OK | 91.10 | 93.73 | < | 305.67 | 0.307 | OK | 5.053 < 5.396 OK (620 : 5.396, ASME : 5.435, API650 : 18.04 MPa | |||
| 3 | A553-TYPE1 (3.600) | 13.0 | 11.5 | 7.300 | 446.1+55.764 = 501.9 | 1744998 | 0.0004762 | 2.820 | < | 5.910 | 0.477 < 1.0 OK | Sca, 적용하지 않음 | 86,202 | 21.071 | 4.091 | < | 5.910 | 0.692 < 1.0 OK | 6.911 < 7.860 OK | 153.99 | 157.56 | < | 305.67 | 0.515 | OK | 6.911 > 5.910 NG! (620 : 5.910, ASME : 5.952, API650 : 19.76 MPa | |||
| 2 | A553-TYPE1 (3.600) | 15.0 | 13.5 | 10.900 | 501.9+64.332 = 566.2 | 2048475 | 0.0005590 | 2.711 | < | 6.938 | 0.391 < 1.0 OK | Sca, 적용하지 않음 | 144,032 | 24.735 | 5.823 | < | 6.938 | 0.839 < 1.0 OK | 8.534 < 9.227 OK | 183.24 | 187.65 | < | 305.67 | 0.614 | OK | 8.534 > 6.938 NG! (620 : 6.938, ASME : 6.988, API650 : 23.20 MPa | |||
| 1 | A553-TYPE1 (3.600) | 16.0 | 14.5 | 14.500 | 566.2+68.628 = 634.8 | 2200214 | 0.0006004 | 2.830 | < | 7.451 | 0.380 < 1.0 OK | Sca, 적용하지 않음 | 217,876 | 26.568 | 8.201 | > | 7.451 | 1.101 > 1.0 NG! | 11.031 > 9.910 NG! | 211.82 | 217.54 | < | 305.67 | 0.712 | OK | 11.031 > 7.451 NG! (620 : 7.451, ASME : 7.505, API650 : 24.92 MPa | |||
| Total Weight( Roof + Shell ) = | 339.4+295.4= 634.8 Ton | [API 620 5.5.4.3] Scs = (t/R≤0.00667 ? 1,800,000×t/R:(t/R≤0.0175 ? 10,150+277,400×t/R: 15000) × 0.006894757 (MPa) [API 620 5.5.4.3] Sca = Scs × 0.555 = (t/R≤0.00667 ? 1,000,000×t/R:(t/R≤0.0175 ? 5,650+154,200×t/R: 8340) × 0.006894757 (MPa) | SPARE 1 | SPARE 2 | |||||||||||||||||||||||||
| Picture (출처 / 근거식) | | SPARE 3 | SPARE 4 | ||||||||||||||||||||||||||
API 620 OLE [1] Level Accelation : Ai = Fa×Ss = 0.5867[g], Ac=0.0[g], Av=0.2757[g], Q=0.6667, I=1.0, Rwi=1.0, Rwc=1.0
SDS=Q×Ss×Fa=0.5867[g], SD1=Q×S1×Fv=0.5131[g], Ss=0.55[g], Fa=1.6, S1=0.26[g], Fv=2.96, Ti=0.2513[s], Tc=8.0729[s]
J=1.1021, Mrw=217,876[KN-m] , Ms=630,377[KN-m], V=34174.0[KN]
Wp=147986.179[kN] Wi=50981.497[kN] Wc=90830.407 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.55, S1 = 0.26, Fa = 1.6, Fv = 2.96
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.5867x(50,981,497x5.438 + 2,897,277x8.543 + 3,328,377x20.842 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(90,830,407x7.904)]2)
Mrw = 217,876,238 [N-m] = 217,876 [KN-m] = 22,217 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.5867x(50,981,497x19.229 + 2,897,277x8.543 + 3,328,377x20.842 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(90,830,407x7.904)]2)
Ms = 630,376,691 [N-m] = 630,377 [KN-m] = 64,281 [Ton-m]
Wp = 147,986,179 [N] = 147,986 [KN] = 15,090 [Ton]
Wi = 50,981,497 [N] = 50,981 [KN] = 5,199 [Ton], Xi = 5.438 [m], Wi/Wp = 34.45[%]
Wc = 90,830,407 [N] = 90,830 [KN] = 9,262 [Ton], Xc = 7.904 [m], Wc/Wp = 61.38[%]
Ws = 2,897,277 [N] = 2,897 [KN] = 295.440 [Ton], Xs = 8.543 [m]
Wr = 3,328,377 [N] = 3,328 [KN] = 339.400 [Ton], Xr = 20.842 [m]
Wf = 1,040,289 [N] = 1,040 [KN] = 106.080 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 34,173,773 [N] = 34,174 [KN] = 3,485 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 34,173,773 [N] = 34,174 [KN] = 3,485 [Ton] CLEOLE = 1, dCode = 1, at[tid].in_OR_out = 1
Ai=0.5867[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.5131 × ( 4.0 / 8.0729²) × ( 1.0 / 1.0) = 0.0 [g]
Av= 0.2757 [g]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| Symbol | Description of acceleration parameter | CLE | OLE | ALE |
| Ai : | Impulsive spectral acceleration parameter. [g] | 0.4586 | 0.5867 | 0.2293 |
| Ac : | Convective spectral acceleration parameter. [g] | 0.0000 | 0.0000 | 0.0000 |
| Av : | Vertical earthquake acceleration parameter. [g] | 0.2874 | 0.2757 | 0.1437 |
| G | : | Design Specific gravity | 0.568 | ||||||
| D | : | Tank diameter | 48.300 | m | |||||
| R | : | Tank radius | 24.150 | m | |||||
| H | : | Max. Design product level (at Operation) | 18.400 | m | |||||
| D/H | : | Ratio of tank diameter to design liquid level, D/H=2.625 > 1.333 | 2.625 | ||||||
| t | : | Thickness of the shell under consideration. t = tu - CA | mm | ||||||
| Y | : | Distance from liquid surface to analysis point. (positive down) | m | ||||||
| Nh | : | Product hydrostatic membrane force in shell. (API 620) Nh = 9.80665·G·Y·D / 2 | N/mm | ||||||
| Nv | : | Vertical force in shell.(API 620) Nv = Av·Nh / 2.5 | N/mm | ||||||
| Ni | : | Impulsive hoop membrane force in shell. | N/mm | ||||||
| Nc | : | Convective hoop membrane force in shell. | N/mm | ||||||
| Nv | : | Vertical force in shell.(API 620) Nv = Av×Nh / 2.5 | N/mm | ||||||
| σT | : | Total combined hoop stress in each shell (API 650 Annex E.6.1.4-6) | MPa | ||||||
| |||||||||
| Pt | : | Dynamic pressure in each shell (Reverse calculation by σT) | kPa | ||||||
| |||||||||
| Fty | : | Min. yield strength of shell course, | 399.90 | MPa | |||||
| Sd | : | Product design stress of shell course, | 229.82 | MPa | |||||
| σa | : | Allowable stress of shell course, σa=Min(0.9·Fty, 1.33·Sd) | 305.67 | MPa |
No.2. CAP2 LP Ethylene Tank Size, D= 48.3, H= 18.4 (m), Storage Capacity = 26,568 (m³)
[tid=[2] b[0] = RPT_RESULT[5] = API 620 OR API 650 ONE-Foot Weight Summary
PLATE MATERIAL LIST ( 자재구매비 추정금액 )
Tank No. : CAP2 LP Ethylene / Outer TANK
[TABLE 3] H-BEAM SECTION PROPERTY INFOMATION FOR ROOF STRUCTURE (RAFTER and RING GIRDER)
ATTACHMENT A. WELD METAL PURCHASE COST / 용접봉 구매 비용
Note
1. 평판 용접자세 (1G~4G) [인터넷 자료]
2. 용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율)
div id='atDiv_4_2', at[2].divRPT[4] Contents 내용 = CAP2 LP Ethylene] 4.Weld Metal] 32 [KB][tid=[2] b[0] = RPT_RESULT[5] = API 620 OR API 650 ONE-Foot Weight Summary
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
Tank No. : CAP2 LP Ethylene / Outer TANK
| 0. Project Description (Tank No.) | 1. Design Code | 2. Containment System | 3. 내외조구분 | 4. Content | 16. SG | 18. Design Pressure (MPa) | 19. Design temperature (℃) | 10. Diameter (mm) | 11. Height (mm) | 13. CA (mm) | 12. Joint Efficiency | 14. DLL (mm) | 15. HTL (mm) |
| CAP2 LP Ethylene | API 620 | FULL | Outer | LNG | 0.568 | 0.0196133 | -104 | 48300 | 18400 | 1.5 | 1 | 14500 | 12718 |
| 1. [Outer TANK] Shell Plate | |||||||||||||||||||
| Net Weight (설계중량) | Gross Weight (자재구매 중량) | 자재구매가격 Shell Plate Purchsing Price | Remark | ||||||||||||||||
| Shell Course No. | Material | Thk. (mm) | Width (mm) | Length (mm) | Qty (SHT) | Net WT (Ton) | Shell Course No. | Material | Thk. (mm) | Width (mm) | Length (mm) | Qty (SHT) | Gross WT (Ton) | Loss Grs/net Ratio(%) | 수입 자재단가 (USD/Ton) | 수입 자재금액 (USD) | 내수 자재단가 (천원/Ton) | 내수 자재금액 (천원) | Remark |
| 6 th Shell Plate | A553-TYPE1 | 7.938 | 400 | 12646 | 12 | 3.780 | 6 | A553-TYPE1 | 7.938 | 450 | 12690 | 13 | 4.628 | 22.43 | 5,090.00 | 23,557 | 6,265.79 | 28,998 | Stiff and jig 부착 PAD PLATE 1 Sheet 포함 |
| 5 th Shell Plate | A553-TYPE1 | 12.0 | 3600 | 12648 | 12 | 51.468 | 5 | A553-TYPE1 | 12.0 | 3650 | 12690 | 12 | 52.356 | 1.73 | 5,090.00 | 266,492 | 6,265.79 | 328,052 | |
| 4 th Shell Plate | A553-TYPE1 | 12.0 | 3600 | 12648 | 12 | 51.468 | 4 | A553-TYPE1 | 12.0 | 3650 | 12690 | 12 | 52.356 | 1.73 | 5,090.00 | 266,492 | 6,265.79 | 328,052 | |
| 3 rd Shell Plate | A553-TYPE1 | 13.0 | 3600 | 12648 | 12 | 55.764 | 3 | A553-TYPE1 | 13.0 | 3650 | 12690 | 12 | 56.724 | 1.72 | 5,090.00 | 288,725 | 6,265.79 | 355,421 | |
| 2 nd Shell Plate | A553-TYPE1 | 15.0 | 3600 | 12648 | 12 | 64.332 | 2 | A553-TYPE1 | 15.0 | 3650 | 12690 | 12 | 65.448 | 1.73 | 5,090.00 | 333,130 | 6,265.79 | 410,083 | |
| 1 st Shell Plate | A553-TYPE1 | 16.0 | 3600 | 12649 | 12 | 68.628 | 1 | A553-TYPE1 | 16.0 | 3650 | 12690 | 13 | 75.634 | 10.21 | 5,090.00 | 384,977 | 6,265.79 | 473,907 | 1st Shell Nozzzle and Openning PAD PLATE 1 Sheet 포함 |
| [Outer TANK] Shell Plate Total = | 72 | 295.440 | Total Qty and Weight = | 74 | 307.146 | 3.96 | 5,090.00 | 1,563,373 | 6,265.79 | 1,924,512 | (천원) | ||||||||
| 2. [Outer TANK] Bottom / Annular / Roof Plate / Knuckle / Suspended Deck | |||||||||||||||||||
| Net Weight (설계중량) | Gross Weight (자재구매 중량) | 자재구매가격 Shell Plate Purchsing Price | Remark | ||||||||||||||||
| Part Name | Material | Shell Course No. | Qty (SHT) | Net WT (Ton) | Thickness Range (mm) | Width (mm) | Length (mm) | Qty (SHT) | Gross WT (Ton) | Loss Grs/net Ratio(%) | 수입 자재단가 (USD/Ton) | 수입 자재금액 (USD) | 내수 자재단가 (천원/Ton) | 내수 자재금액 (천원) | Remark | ||||
| 1. Bottom Plate | A553-TYPE1 | 6.5 | 2438 | 6096 | 99.70 | 75.640 | 1 | A553-TYPE1 | 6.5 | 2438 | 6096 | 106 | 80.348 | 6.22 | 5,090.00 | 408,971 | 6,265.79 | 503,444 | |
| 2. Annular Plate | A553-TYPE1 | 10.5 | 2438 | 6096 | 24.80 | 30.440 | 2 | A553-TYPE1 | 10.5 | 2438 | 6096 | 29 | 35.525 | 16.70 | 5,090.00 | 180,822 | 6,265.79 | 222,592 | |
| 3. Roof Plate | A516-70 | 6.5 | 2438 | 6096 | 137.30 | 104.140 | 3 | A516-70 | 6.5 | 2438 | 6096 | 147 | 111.426 | 7.00 | 1,312.00 | 146,191 | 1,690.00 | 188,310 | |
| 4. Knuckle Plate | A516-70 | 35.0 | 1598 | 5419 | 28.00 | 66.618 | 4 | A516-70 | 35.0 | 1748 | 5569 | 30 | 80.250 | 20.46 | 1,312.00 | 105,288 | 1,690.00 | 135,622 | |
| 5. Suspended Deck | Aluminum OR CS | 1.2 | 2438 | 6096 | 1 SET | 73.29 | 5 | Aluminum OR CS | 1.2 | 2438 | 6096 | 1 | 73.29 | 10.00 | 1,300.00 | 104,805 | 1,690.00 | 136,246 | 중량 산출근거 : 알루미늄 면적당 : 40.0 kg/m²× 1.832 (m²) |
| [Outer TANK] Bottom / Annular / Total = | 350.128 | Total Qty and Weight = | 388.168 | 946,077 | USD | 1,186,214 | (천원) | ||||||||||||
| [Outer TANK] Grand Total = | 645.568 | Grand Total Qty and Weight = | 695.314 | 2,509,450 | USD | 3,110,727 | (천원) | ||||||||||||
| Outer / Dome Roof Structure 견적예상중량 | ||||||||||||||||||||
| Net Weight (설계 중량) | Gross Weight (자재구매 중량) | 자재구매가격(Ton) | Remark | |||||||||||||||||
| No | DESCRIPTION | SIZE | Material | Unit Wt (kg/m) | RING QTY (PCS) | SEGMENT LENGTH (mm) | NET LENGTH (m / pcs) | QTY (PCS) | TOTAL LENGTH (m) | Net Weight (Ton) | SIZE | Material | Unit Wt (kg/m) | 발주길이 (PCS) | 1 PCS 중량 (kg) | 발주수량 (PCS) | 총 발주 중량 (Ton) | 현대제철 자재단가 (천원/Ton) | 자재 구매금액 (천원) | Remark |
| 1. | RAFTER (H-BEAM) | H346X174X6X9 | A36 | 41.4 | 5.0 | 4520.6 | 22.603 | 64.0 | 1446.592 | 59.894 | H346X174X6X9 | A36 | 41.4 | 12500 | 517.5 | 132 | 68.310 | 1300.00 | 88,803 | SPACE 4 PCS 포함, 양끝단 벤딩여유(600mm) |
| 2. | RING GIRDER (H-BEAM) | H346X174X6X9 | A36 | 41.4 | 5.0 Rings | N/A | 465.4 | 1 식 | 465.4 | 19.268 | H346X174X6X9 | A36 | 41.4 | 11100 | 459.54 | 43 | 19.760 | 1300.00 | 25,688 | |
| TOTAL | H346X174X6X9 | A36 | T.W = | 79.162 | H346X174X6X9 | A36 | 41.4 | T.W = | 88.070 | Ton | 114,491 | |||||||||
| kid = 8 | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16 | 17 | 18 | 19 | 20 | 21 | 22 | 23 | 24 | 25 |
| id | SIZE mm | H mm | B mm | t₁ mm | t₂ mm | r1 mm | r2 mm | A cm² | W Kg/m | Ix cm⁴ | Iy cm⁴ | rx cm | ry cm | Sx cm³ | Sy cm³ | ex cm | ey cm | Zx cm³ | Zy cm³ | Cw(비틀림) cm6x1000 | J(뒤틀링) cm4 | rts | λf=B/tf | λw=H-2tf/tw | L=5m/ry< 300 OK |
| 8 | H346X174X6X9 | 346 | 174 | 6 | 9 | 14 | 52.68 | 41.4 | 11100 | 792 | 14.5 | 3.88 | 642 | 91 | 17.3 | 8.7 | 716 | 140 | 224000 | 13.7 | 4.56 | 9.67 | 54.67 | L/r=69 < 200 OK Limit:29.0(M) |
ATTACHMENT A. WELD METAL PURCHASE COST / 용접봉 구매 비용
| CAP2 LP Ethylene / INNER TANK, D= 46.3 (m), H= 16.3 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 5th) | A553-TYPE1 | t 20 ~ 10 | 16300 | 14551 | 10 | 50 | 271.8 | SAW-2G (수평용접) | 870.0 | 93.00 | 98.0 | 179.92 | 89000 | 1.00 | 18,532 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 215.90 | 5500 | 1.00 | 1,187 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 163.0 | -5.00 | 90.0 | -1.45 | 103000 | 1.00 | -149 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A553-TYPE1 | t 6.5×ø43714 | 2438 | 6096 | N/A | N/A | 76.58 | FCAW FILLET (2F) | 570.4 | 25.35 | 90.0 | 126.00 | 103000 | 1.00 | 12,978 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A553-TYPE1 | t 13×(ø46484 - ø43614) | 1435 | N/A | 20 | 20.73 | SMAW V-GROOVE (1G+4G) | 28.7 | 104.70 | 60.0 | 39.32 | 59000 | 1.00 | 2,320 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 4. STIFFENER / TOP GIRDER | A553-TYPE1 | L450x10+120x10 FB 150x11 | 14551 | 10 | 5 개소 (양쪽필렛연속) | 12.69 | FCAW FILLET (2F+4F) 양면필렛연속용접 | 727.0 | 145.20 | 90.0 | 920.72 | 103000 | 1.00 | 94,834 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |
| CAP2 LP Ethylene / INNER TANK Weld Metal Total = | 1501.09 | kg | 129,702 | (천원) | ||||||||||||
| CAP2 LP Ethylene / Outer TANK, D= 48.3 (m), H= 18.4 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 6th) | A553-TYPE1 | t 16 ~ 7.938 | 18400 | 12649 | 12 | 72 | 295.4 | SAW-2G (수평용접) | 1057.0 | 94.77 | 98.0 | 163.90 | 89000 | 1.00 | 16,882 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 196.68 | 5500 | 1.00 | 1,081 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 220.8 | -6.00 | 90.0 | -1.94 | 103000 | 1.00 | -200 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A553-TYPE1 | t 6.5×ø43446 | 2438 | 6096 | N/A | N/A | 75.64 | FCAW FILLET (2F) | 563.8 | 25.35 | 90.0 | 125.00 | 103000 | 1.00 | 12,875 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A553-TYPE1 | t 11×(ø48468 - ø43346) | 2561 | N/A | 24 | 30.44 | SMAW V-GROOVE (1G+4G) | 61.5 | 68.30 | 60.0 | 54.92 | 59000 | 1.00 | 3,240 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 5.1 ROOF PLATE | A516-70 | t 7, RR=43470 | 2371 | 4521 | N/A | N/A | 104.14 | FCAW(1G) BUTT OR SINGLE LAP | 1912.0 | 42.25 | 70.0 | 905.91 | 3200 | 1.00 | 2,899 | FCAW ROOF (OD 1.4 DS 7100), About Unit Price = 3200 (원/kg) |
| 5.2 ROOF PLATE to Rafter/Girder | A36 | H346X174X6X9 | 22603(L) | 64 Rafters + 5 Rings(L:465.4m) | 79.16 | FCAW (4F) ø1.2 DS7100 E71T-1C | 1912.0 | 42.25 | 70.0 | 905.91 | 3200 | 1.00 | 2,899 | FCAW(DS7100), About Unit Price = 3200 (원/kg) | ||
| CAP2 LP Ethylene / Outer TANK Weld Metal Total = | 2355.46 | kg | 39,676 | (천원) | ||||||||||||
| INNER/OUTER TANK TOTAL = | 3856.55 | kg | 169,379 | (천원) | ||||||||||||
1. 평판 용접자세 (1G~4G) [인터넷 자료]
2. 용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율)
A) 링컨 X-Groove 용접부 단면적 계산 | B) 또 다른 용접부 단면적 계산 |
No.2. CAP2 LP Ethylene Tank Size, D= 48.3, H= 18.4 (m), Storage Capacity = 26,568 (m³)
[RPT_RESULT[7] = API 650 ONE-FOOT WELD METAL Summary
1. Welding MAP / Welding 공수 / 용접봉 금액 ( API 620 TANK ) [링컨 용접봉 Web calculation] 평판 용접자세 (1G~4G) [인터넷 자료]
2. WELD METAL PURCHASING COST / 용접봉 구매 비용
Note
1. 평판 용접자세 (1G~4G) [인터넷 자료]
2. 용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율)
API 650 STD. Tank 수평 / 수직용접
Annular Plate + 1st Shell plate 용접
API 650 SEC. 8 RT MAP.png
div id='atDiv_8_2', at[2].divRPT[8] Contents 내용 = CAP2 LP Ethylene] 8.Roof Structure] 116 [KB][RPT_RESULT[7] = API 650 ONE-FOOT WELD METAL Summary
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
1. Welding MAP / Welding 공수 / 용접봉 금액 ( API 620 TANK ) [링컨 용접봉 Web calculation] 평판 용접자세 (1G~4G) [인터넷 자료]
| CAP2 LP Ethylene / INNER TANK Net Weight (설계중량) D= 46.3 (m), H= 16.3 (m) | Horizontal Weld (수평용접 : 2G) [자동:SAW or 수동:SMAW] [용착효율:SAW (95%) / 수동:SMAW (60%)] | Vertical Weld (수직용접) [ FCAW 용착효율: (90%) ] | 합계중량 | REMARK |  [새창에서] CAP2 LP Ethylene / INNER TANK 큰 이미지 로 보기 [새창에서] PDF 도면 보기 [새창에서] 저장탱크 용접 표준화 CAD 파일 (dwg) [새창에서] STE_저장탱크_용접부_개선표준_황상화 (pdf) [새창에서] SHOP_WPS_PQR_SUMBAWA_50K PDF 보기 [새창에서] 용접부_용입면적_산출_이한나.pdf |
||||||||||||||||
| No. | Material | Thickness (mm) | Width (mm) | Length (mm) | Qty (SHT) | Weight (Ton) | Joint No. | 수평용접 총길이 (m) | 용입부 단면적 A(mm²) | 용접봉 NET중량 (kg) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | Joint No. | shCirQty=[10] 수직용접 총길이 VL = 10 PCS × Each S.W(m) | 용입부 단면적 A(mm²) | 용접봉 NET중량 (kg) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 수평+수직 용접봉중량 (kg) | REMARK | |
| 5 | A553-TYPE1 | 10.0 | 3260 | 14548 | 10 | 37.230 | 2G-H5 | 145 | -1.00 | -1.14 | 95 | -1.20 | 3G-V5 | 3.26m ×10= 32.6 m | -1.00 | -0.26 | 90 | -0.29 | -1.49 | ||
| 4 | A553-TYPE1 | 11.0 | 3260 | 14549 | 10 | 40.960 | 2G-H4 | 145 | -1.00 | -1.14 | 95 | -1.20 | 3G-V4 | 3.26m ×10= 32.6 m | -1.00 | -0.26 | 90 | -0.29 | -1.49 | ||
| 3 | A553-TYPE1 | 14.0 | 3260 | 14549 | 10 | 52.130 | 2G-H3 | 145 | -1.00 | -1.14 | 95 | -1.20 | 3G-V3 | 3.26m ×10= 32.6 m | -1.00 | -0.26 | 90 | -0.29 | -1.49 | ||
| 2 | A553-TYPE1 | 18.0 | 3260 | 14551 | 10 | 67.030 | 2G-H2 | 145 | -1.00 | -1.14 | 95 | -1.20 | 3G-V2 | 3.26m ×10= 32.6 m | -1.00 | -0.26 | 90 | -0.29 | -1.49 | ||
| 1 | A553-TYPE1 | 20.0 | 3260 | 14551 | 10 | 74.470 | 2G-H1 | 145 | -1.00 | -1.14 | 98 | -1.20 | 3G-V1 | 3.26m ×10= 32.6 m | -1.00 | -0.26 | 90 | -0.29 | -1.49 | ||
| A) | 1st Shell + Annular Plate | t1st= 20 tAnn= 13 | 3260 | 14551 | N/A | N/A | 1F-An | 145.0 | 98.00 | 111.55 | 60 | 185.92 | - | - | - | - | - | - | -1.20 | ||
| CAP2 LP Ethylene / INNER TANK Total = | 50 | 271.8 | HLEN = | 870.0 | 93.00 | 105.85 | 98 | 179.92 | VLEN = | 163.000 | -5.00 | -1.30 | 90 | -1.45 | 178.47 | ||||||
| CAP2 LP Ethylene / Outer TANK Net Weight (설계중량) D= 48.3 (m), H= 18.4 (m) | Horizontal Weld (수평용접 : 2G) [자동:SAW or 수동:SMAW] [용착효율:SAW (95%) / 수동:SMAW (60%)] | Vertical Weld (수직용접) [ FCAW 용착효율: (90%) ] | 합계중량 | REMARK |  [새창에서] CAP2 LP Ethylene / Outer TANK 큰 이미지 로 보기 [새창에서] PDF 도면 보기 [새창에서] SHOP_WPS_PQR_SUMBAWA_50K PDF 보기 |
||||||||||||||||
| No. | Material | Thickness (mm) | Width (mm) | Length (mm) | Qty (SHT) | Weight (Ton) | Joint No. | 수평용접 총길이 (m) | 용입부 단면적 A(mm²) | 용접봉 NET중량 (kg) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | Joint No. | shCirQty=[12] 수직용접 총길이 VL = 12 PCS × Each S.W(m) | 용입부 단면적 A(mm²) | 용접봉 NET중량 (kg) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 수평+수직 용접봉중량 (kg) | REMARK | |
| 6 | A553-TYPE1 (Comp. Ring+Top Shell) | 7.9 | 400 | 12646 | 12 | 3.780 | 2G-H6 | 151 | 37.05 | 43.92 | 95 | 46.23 | 3G-V6 | 0.4m ×12= 4.8 m | -1.00 | -0.04 | 90 | -0.04 | 46.19 | ||
| 5 | A553-TYPE1 | 12.0 | 3600 | 12648 | 12 | 51.468 | 2G-H5 | 151 | -1.00 | -1.19 | 95 | -1.25 | 3G-V5 | 3.6m ×12= 43.2 m | -1.00 | -0.34 | 90 | -0.38 | -1.63 | ||
| 4 | A553-TYPE1 | 12.0 | 3600 | 12648 | 12 | 51.468 | 2G-H4 | 151 | -1.00 | -1.19 | 95 | -1.25 | 3G-V4 | 3.6m ×12= 43.2 m | -1.00 | -0.34 | 90 | -0.38 | -1.63 | ||
| 3 | A553-TYPE1 | 13.0 | 3600 | 12648 | 12 | 55.764 | 2G-H3 | 151 | -1.00 | -1.19 | 95 | -1.25 | 3G-V3 | 3.6m ×12= 43.2 m | -1.00 | -0.34 | 90 | -0.38 | -1.63 | ||
| 2 | A553-TYPE1 | 15.0 | 3600 | 12648 | 12 | 64.332 | 2G-H2 | 151 | -1.00 | -1.19 | 95 | -1.25 | 3G-V2 | 3.6m ×12= 43.2 m | -1.00 | -0.34 | 90 | -0.38 | -1.63 | ||
| 1 | A553-TYPE1 | 16.0 | 3600 | 12649 | 12 | 68.628 | 2G-H1 | 151 | -1.00 | -1.19 | 98 | -1.25 | 3G-V1 | 3.6m ×12= 43.2 m | -1.00 | -0.34 | 90 | -0.38 | -1.63 | ||
| A) | 1st Shell + Annular Plate | t1st= 16 tAnn= 10.5 | 3600 | 12649 | N/A | N/A | 1F-An | 151.0 | 62.72 | 74.35 | 60 | 123.92 | - | - | - | - | - | - | -1.25 | ||
| CAP2 LP Ethylene / Outer TANK Total = | 72 | 295.4 | HLEN = | 1057.0 | 94.77 | 112.32 | 98 | 163.90 | VLEN = | 220.800 | -6.00 | -1.74 | 90 | -1.94 | 161.96 | ||||||
2. WELD METAL PURCHASING COST / 용접봉 구매 비용
| CAP2 LP Ethylene / INNER TANK, D= 46.3 (m), H= 16.3 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 5th) | A553-TYPE1 | t 20 ~ 10 | 16300 | 14551 | 10 | 50 | 271.8 | SAW-2G (수평용접) | 870.0 | 93.00 | 98.0 | 179.92 | 89000 | 1.00 | 18,532 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 215.90 | 5500 | 1.00 | 1,187 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 163.0 | -5.00 | 90.0 | -1.45 | 103000 | 1.00 | -149 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A553-TYPE1 | t 6.5×ø43714 | 2438 | 6096 | N/A | N/A | 76.58 | FCAW FILLET (2F) | 570.4 | 25.35 | 90.0 | 126.00 | 103000 | 1.00 | 12,978 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A553-TYPE1 | t 13×(ø46484 - ø43614) | 1435 | N/A | 20 | 20.73 | SMAW V-GROOVE (1G+4G) | 28.7 | 104.70 | 60.0 | 39.32 | 59000 | 1.00 | 2,320 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 4. STIFFENER / TOP GIRDER | A553-TYPE1 | L450x10+120x10 FB 150x11 | 14551 | 10 | 5 개소 (양쪽필렛연속) | 12.69 | FCAW FILLET (2F+4F) 양면필렛연속용접 | 727.0 | 145.20 | 90.0 | 920.72 | 103000 | 1.00 | 94,834 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |
| CAP2 LP Ethylene / INNER TANK Weld Metal Total = | 1501.09 | kg | 129,702 | (천원) | ||||||||||||
| CAP2 LP Ethylene / Outer TANK, D= 48.3 (m), H= 18.4 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 6th) | A553-TYPE1 | t 16 ~ 7.938 | 18400 | 12649 | 12 | 72 | 295.4 | SAW-2G (수평용접) | 1057.0 | 94.77 | 98.0 | 163.90 | 89000 | 1.00 | 16,882 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 196.68 | 5500 | 1.00 | 1,081 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 220.8 | -6.00 | 90.0 | -1.94 | 103000 | 1.00 | -200 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A553-TYPE1 | t 6.5×ø43446 | 2438 | 6096 | N/A | N/A | 75.64 | FCAW FILLET (2F) | 563.8 | 25.35 | 90.0 | 125.00 | 103000 | 1.00 | 12,875 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A553-TYPE1 | t 11×(ø48468 - ø43346) | 2561 | N/A | 24 | 30.44 | SMAW V-GROOVE (1G+4G) | 61.5 | 68.30 | 60.0 | 54.92 | 59000 | 1.00 | 3,240 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 5.1 ROOF PLATE | A516-70 | t 7, RR=43470 | 2371 | 4521 | N/A | N/A | 104.14 | FCAW(1G) BUTT OR SINGLE LAP | 1912.0 | 42.25 | 70.0 | 905.91 | 3200 | 1.00 | 2,899 | FCAW ROOF (OD 1.4 DS 7100), About Unit Price = 3200 (원/kg) |
| 5.2 ROOF PLATE to Rafter/Girder | A36 | H346X174X6X9 | 22603(L) | 64 Rafters + 5 Rings(L:465.4m) | 79.16 | FCAW (4F) ø1.2 DS7100 E71T-1C | 1912.0 | 42.25 | 70.0 | 905.91 | 3200 | 1.00 | 2,899 | FCAW(DS7100), About Unit Price = 3200 (원/kg) | ||
| CAP2 LP Ethylene / Outer TANK Weld Metal Total = | 2355.46 | kg | 39,676 | (천원) | ||||||||||||
| INNER/OUTER TANK TOTAL = | 3856.55 | kg | 169,379 | (천원) | ||||||||||||
1. 평판 용접자세 (1G~4G) [인터넷 자료]
2. 용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율)
| A) 링컨 X-Groove 용접부 단면적 계산 | B) 또 다른 용접부 단면적 계산 |
API 650 STD. Tank 수평 / 수직용접
Annular Plate + 1st Shell plate 용접
API 650 SEC. 8 RT MAP.png
No.2. CAP2 LP Ethylene Tank Size, D= 48.3, H= 18.4 (m), Storage Capacity = 26,568 (m³)
출처 : BOB-LONG Guide to Storage Tank ( Roof Structure Design, Page : 144 ~ 146 )
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
?pid=3&tid=2 img src='http://apitank.co.kr/api650/upload/3.imgRoof_1.png'
[imgGA_2]
출처 : BOB-LONG Guide to Storage Tank ( Roof Structure Design, Page : 144 ~ 146 )
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
CR=0.9 mm, RR=43470 mm, WR=200 kg/m2] CRT Roof Slope= 1/0.0, Roof Plate CA= 0 mm, Rafter CA= 0.0 mm
Tank Dia, D = 48.3(m), SRMAX = 0.9, CA(one side) = 0.0 (mm), RAFTER 등분(NPL) = [5]등분 X RAFTER 1개 길이 = 4.521 (m)
Roof Weight, Wr = 366.444 (Ton), Dome Roof Radius(RR=0.9*D = 43.47 m), Main Rafter 길이 = 22.603(m), Tank 단면적(Atank) = 1832.248(m2),
Tank Dia, D = 48.3(m), SRMAX = 0.9, CA(one side) = 0.0 (mm), RAFTER 등분(NPL) = [50]등분 X RAFTER 1개 길이 = 0.452 (m)
Roof Weight, Wr = 366.444 (Ton), Dome Roof Radius(RR=0.9*D = 43.47 m), Main Rafter 길이 = 22.603(m), Tank 단면적(Atank) = 1832.248(m2),
TABLE A1) H-BEAM PROPERTY TABLE [변수명 : HBEAM_PROPERTY_TABLE] 부식여유 CA = 0.0 mm 일 경우
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
div id='atDiv_2_4', at[4].divRPT[2] Contents 내용 = CAP2 Propane(C3/C4)] 2.강도계산서] 272 [KB]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
?pid=3&tid=2 img src='http://apitank.co.kr/api650/upload/3.imgRoof_1.png'
[imgGA_2]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| [Table 1.1] Main Rafter Calculation Result, tSum[0][0~19] | [Table 1.2] RAFTER SIZE [CA= 0.0 mm] | [Table 1.3] AISC-360 Calculation Result, rAry[0~11] | |||||||||||||||||||||||||||||||||||
| 번호 | tSum[0][ 0 ] | [ 1 ] | [ 2 ] | [ 3 ] | [ 4 ] | [ 5 ] | [ 6 ] | [ 7 ] | [ 8 ] | [ 9 ] | [ 10 ] | [ 11 ] | [ 12 ] | [ 13 ] | [ 14 ] | [ 15 ] | [ 16 ] | [ 17 ] | [ 18 ] | tSum[0][ 19 ] | id | HBs[id][3] | HBs[id][10] | HBs[id][16] | HBs[id][11] | rAry[ 1 ] | [ 2 ] | [ 3 ] | [ 4 ] | [ 5 ] | [ 6 ] | [ 7 ] | [ 8 ] | [ 9 ] | [ 10 ] | rAry[ 11 ] | |
| No. | Tank Dia. D (m) | CR (m) | RR=CR×D (m) | Roof Load TL (kPa) | Wr (Ton) | RAFTER 총수량 NMR(EA) | RAFTER 분할수량/1 EA NPL(EA) | RAF 등분각도 NMR(deg) | RAF 길이 NPL_arc(m) | BM (kN-m) | COM (kN) | Roof HT (m) | Atank (m2) | BWL=π×D / NMR BWL(m) | BM Rec. No. | BM Max. X =R (m) | BM Max. Y =H (m) | COM Rec. No. | COM Max. X =R (m) | COM Max. Y =H (m) | id | RAFTER SIZE | Area (cm2) | Sx (cm3) | Unit Wt (kg/m) | fc=COM/A (MPa) | Fc (MPa) | SRc= fc/Fc (MPa) | fb=BM/Sx (MPa) | Fb (MPa) | SRb= fb/Fb (MPa) | SR=0.5×SRc + SRb < 1.0 OK | Ring Len (m) | (1)Rafter Weight (Ton) | (2) Ring Weight (Ton) | (1)+(2) Rafter+Ring Weight (Ton) | |
| RF 1 | 48.300 | 0.900 | 43.470 | 1.961 | 366.444 | 64 | 5 | 5.958 | 4.521 | 53.572 | 83.135 | 7.326 | 1832.248 | 2.371 | 30 | 16.166 | 4.208 | 50 | 24.15 | 0.0 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 15.781 | 72.888 | 0.217 | 83.445 | 122.854 | 0.679 | 0.820< 0.9 OK! | 465.4 | 59.9 | 19.3 | 79.2 | 1개 Rafter 길이계산 : Raf수량:64.0 EA x (Ring:5.0(분할) x 길이(1등분/m) : 4.521 (m) = 1446.6(m) |
| kid=8 | SIZE : H346X174X6X9 (41.4 kg/m), A= 52.68 cm2, Sx= 642 cm4 | ||||||||||||||||||||||||||
| 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16 | 17 | 18 | 19 | 20 | 21 | 22 | 23 | 24 | 25 | 26 | 27 | |
| 일반주문 (O,X) | 주문생산 (Ton) | CODE | SIZE mm | H mm | B mm | t₁ mm | t₂ mm | r1 mm | r2 mm | A cm² | W Kg/m | Ix cm⁴ | Iy cm⁴ | rx cm | ry cm | Sx cm³ | Sy cm³ | ex cm | ey cm | Zx cm³ | Zy cm³ | Cw(비틀림) cm6x1000 | J(뒤틀링) cm4 | rts | λf=B/tf | λw=H-2tf/tw | L=5m/ry< 300 OK |
| O | H346174 | H346X174X6X9 | 346 | 174 | 6 | 9 | 14 | 52.68 | 41.4 | 11100 | 792 | 14.5 | 3.88 | 642 | 91 | 17.3 | 8.7 | 716 | 140 | 224000 | 13.7 | 4.56 | 9.67 | 54.67 | L/r=69 < 200 OK Limit:29.0(M) | ||
출처 : BOB-LONG Guide to Storage Tank ( Roof Structure Design, Page : 144 ~ 146 )
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
CR=0.9 mm, RR=43470 mm, WR=200 kg/m2] CRT Roof Slope= 1/0.0, Roof Plate CA= 0 mm, Rafter CA= 0.0 mm
| 1 | Tank Diameter D = | 48.300 | m | |||||
| 2 | Radius, R = | 24.150 | m | F1 = | 0.06907 | rad | 3.957 | deg |
| 3 | F2 = | 0.58903 | rad | 33.749 | deg | |||
| 4 | Dome Roof Radius, RR = | 43.470 | m | F3 = | 0.51996 | rad | 29.792 | deg |
| 5 | (Center Ring R) RU = | 3.000 | m | F4 = | 7.222 | m | ||
| 6 | ARC = | 22.603 | m | |||||
| 7 | Atank = 3.14*D²/ 4 | 1832.2 | m² | (Input) Wr_Ton = | 339.400 | (Ton) | ||
| 8 | (Design Load) WR = | 200 | kg/m² | (Design Load) TL = WR/101.9716 | 1.961 | kN/m² | ||
| 9 | (RAFTER 수량) NMR = | 64 | EA | (RL-RU) * 2 = | 42.300 | m | ||
| 10 | PCL = | 0.86648 | kN | AREA of Rafter = | 5150 | mm² | ||
| 11 | HTR = | 0.57765 | KN/m | Z of Rafter = | 561200 | mm³ | ||
| 12 | HTT = | 4.07244 | KN/m | CA of Rafter = | 0 | mm | ||
| 13 | ( Horizontal ) HTH = | 62.468 | kN | Max(COM) = | Bellow Table | kN | ||
| 14 | ( Vertical ) VTH = | 56.150 | kN | Max(BM) = | Bellow Table | kN-m | ||
| 15 | Between Length = | 2.371 | (m) | Total Roof Load Wroof = TL * Atank | 366.444 | (Ton) | ||
Roof Weight, Wr = 366.444 (Ton), Dome Roof Radius(RR=0.9*D = 43.47 m), Main Rafter 길이 = 22.603(m), Tank 단면적(Atank) = 1832.248(m2),
| [Table 2] Beam Force[COM] and Moment[BM] Calculation (Purling Location Beam Stress) | 최적 MAIN RAFTER SIZE 계산(찾기) | ||||||||||||||||||||||||||||||
| F0 | F1 | F2 | F3 | F4 | F5 | F6 | F7 | F8 | F9 | F10 | F11 | F12 | F13 | F14 | F15 | F16 | F17 | F18 | F19 | F20 | F21 | F22 | F23 | F24 | F25 | F26 | F27 | F28 | F29 | F30 | F31 |
| Rec. No. | From CL degree[i] | 호길이 누적(m) | 사용안함 SPARE 필드 | Radius X (m) | Height Y (m) | XN (m) | F7= XN/RR (rad) | HD (m) | F8 (m) | BM (kN-m) | F10 (kN) | SF (kN) | COM (kN) | id | RAFTER SIZE | Area (cm2) | Sx (cm3) | Unit Wt (kg/m) | fc=COM/A (MPa) | Fc (MPa) | SRc= fc/Fc (MPa) | fb=BM/Sx (MPa) | Fb (MPa) | SRb= fb/Fb (MPa) | SR=SRc+SRb SR < 1.0 OK | (1)Rafter Weight (Ton) | RING Qty (EA) | RIMG LEN/1 EA (mm) | RING LEN(m) | (2)Girder Weight (Ton) | (1)+(2) Total Weight (Ton) |
| 0 | 3.95731 | 3.00239 | 3.000 | 7.222 | 0.000 | 0.000 | 0.000 | 0.000 | 0.866 | -3.447 | 62.379 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 20.587 | 48.833 | 0.422 | 0.000 | 142.859 | 0.000 | 0.422 < 0.9 OK! | 6.886 | 64 | 294.52 | 18.85 | 0.449 | 7.335 | ||
| 1 | 9.91564 | 7.52294 | 7.485 | 6.676 | 4.521 | 0.10399 | 4.485 | 0.546 | -21.495 | 5.394 | -5.443 | 62.464 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 16.012 | 65.185 | 0.246 | 77.599 | 132.911 | 0.584 | 0.765 < 0.9 OK! | 8.854 | 64 | 734.88 | 47.03 | 1.439 | 10.293 | |
| 2 | 15.87398 | 12.04350 | 11.890 | 5.668 | 9.041 | 0.20799 | 8.890 | 1.554 | -44.001 | 13.611 | -3.995 | 63.808 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.112 | 72.888 | 0.166 | 68.537 | 122.854 | 0.558 | 0.641 < 0.9 OK! | 11.979 | 64 | 1167.3 | 74.71 | 3.093 | 15.072 | |
| 3 | 21.83232 | 16.56406 | 16.166 | 4.208 | 13.562 | 0.31198 | 13.166 | 3.014 | -53.572 | 25.161 | 0.125 | 67.345 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.784 | 72.888 | 0.175 | 83.445 | 122.854 | 0.679 | 0.767 < 0.9 OK! | 11.979 | 64 | 1587.11 | 101.57 | 4.205 | 16.184 | |
| 4 | 27.79065 | 21.08462 | 20.268 | 2.312 | 18.082 | 0.41597 | 17.268 | 4.910 | -40.428 | 39.547 | 5.861 | 73.701 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 13.990 | 72.888 | 0.192 | 62.972 | 122.854 | 0.513 | 0.609 < 0.9 OK! | 11.979 | 64 | 1989.76 | 127.34 | 5.272 | 17.251 | |
| 5 | 33.74899 | 25.60518 | 24.150 | 0.000 | 22.603 | 0.51996 | 21.150 | 7.222 | 0.000 | 56.150 | 11.983 | 83.135 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 27.437 | 48.833 | 0.562 | 0.000 | 142.859 | 0.000 | 0.562 < 0.9 OK! | 6.886 | 0 | 0 | 0 | 0.000 | 6.886 | |
| Max. Bending Moment(BM) and Vertical Axial Force(COM) | MaxBM = | 53.572 | kN-m | MaxCOM = | 83.135 | kN | Roof Stru Weight (Ton) = | 73.021 | |||||||||||||||||||||||
| MaxBM = | 5.463 | ton-m | MaxCOM = | 8.477 | ton | ||||||||||||||||||||||||||
Roof Weight, Wr = 366.444 (Ton), Dome Roof Radius(RR=0.9*D = 43.47 m), Main Rafter 길이 = 22.603(m), Tank 단면적(Atank) = 1832.248(m2),
| [Table 3] Beam Force[COM] and Moment[BM] Calculation of Max. 100 divide location | 최적 SIZE 찾기 | ||||||||||||||||||||||||||||||
| F0 | F1 | F2 | F3 | F4 | F5 | F6 | F7 | F8 | F9 | F10 | F11 | F12 | F13 | F14 | F15 | F16 | F17 | F18 | F19 | F20 | F21 | F22 | F23 | F24 | F25 | F26 | F27 | F28 | F29 | F30 | F31 |
| Rec. No. | From CL degree[i] | 호길이 누적(m) | 사용안함 SPARE 필드 | Radius X (m) | Height Y (m) | XN (m) | F7= XN/RR (rad) | HD (m) | F8 (m) | BM (kN-m) | F10 (kN) | SF (kN) | COM (kN) | id | RAFTER SIZE | Area (cm2) | Sx (cm3) | Unit Wt (kg/m) | fc=COM/A (MPa) | Fc (MPa) | SRc= fc/Fc (MPa) | fb=BM/Sx (MPa) | Fb (MPa) | SRb= fb/Fb (MPa) | SR=SRc+SRb SR < 1.0 OK | (1)Rafter Weight (Ton) | RING Qty (EA) | RIMG LEN/1 EA (mm) | RING LEN(m) | (2)Girder Weight (Ton) | (1)+(2) Total Weight (Ton) |
| 0 | 3.95731 | 3.00239 | 3.000 | 7.222 | 0.000 | 0.000 | 0.000 | 0.000 | 0.866 | -3.447 | 62.379 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 20.587 | 48.833 | 0.422 | 0.000 | 142.859 | 0.000 | 0.422 < 0.9 OK! | 6.886 | 64 | 294.52 | 18.85 | 0.449 | 7.335 | ||
| 1 | 4.55314 | 3.45444 | 3.451 | 7.188 | 0.452 | 0.01040 | 0.451 | 0.034 | -1.643 | 1.146 | -3.816 | 62.362 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 20.582 | 48.833 | 0.421 | 12.081 | 142.859 | 0.085 | 0.497 < 0.9 OK! | 6.886 | 64 | 338.78 | 21.68 | 0.516 | 7.402 | |
| 2 | 5.14897 | 3.90650 | 3.901 | 7.150 | 0.904 | 0.02080 | 0.901 | 0.072 | -3.444 | 1.465 | -4.147 | 62.347 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 20.577 | 48.833 | 0.421 | 25.324 | 142.859 | 0.177 | 0.579 < 0.9 OK! | 6.886 | 64 | 383 | 24.51 | 0.583 | 7.469 | |
| 3 | 5.74481 | 4.35855 | 4.351 | 7.107 | 1.356 | 0.03120 | 1.351 | 0.115 | -5.386 | 1.823 | -4.439 | 62.337 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 20.573 | 48.833 | 0.421 | 39.603 | 142.859 | 0.277 | 0.668 < 0.9 OK! | 6.886 | 64 | 427.18 | 27.34 | 0.651 | 7.537 | |
| 4 | 6.34064 | 4.81061 | 4.801 | 7.060 | 1.808 | 0.04160 | 1.801 | 0.162 | -7.452 | 2.219 | -4.694 | 62.331 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 20.571 | 48.833 | 0.421 | 54.794 | 142.859 | 0.384 | 0.762 < 0.9 OK! | 6.886 | 64 | 471.32 | 30.16 | 0.718 | 7.604 | |
| 5 | 6.93647 | 5.26267 | 5.250 | 7.007 | 2.260 | 0.05200 | 2.250 | 0.215 | -9.624 | 2.653 | -4.910 | 62.331 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 20.571 | 48.833 | 0.421 | 70.765 | 142.859 | 0.495 | 0.862 < 0.9 OK! | 6.886 | 64 | 515.4 | 32.99 | 0.785 | 7.671 | |
| 6 | 7.53231 | 5.71472 | 5.698 | 6.950 | 2.712 | 0.06240 | 2.698 | 0.271 | -11.886 | 3.126 | -5.090 | 62.339 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 15.980 | 65.185 | 0.245 | 42.910 | 132.911 | 0.323 | 0.532 < 0.9 OK! | 8.854 | 64 | 559.43 | 35.8 | 1.096 | 9.950 | |
| 7 | 8.12814 | 6.16678 | 6.146 | 6.889 | 3.164 | 0.07279 | 3.146 | 0.333 | -14.220 | 3.637 | -5.232 | 62.355 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 15.984 | 65.185 | 0.245 | 51.336 | 132.911 | 0.386 | 0.589 < 0.9 OK! | 8.854 | 64 | 603.39 | 38.62 | 1.182 | 10.036 | |
| 8 | 8.72397 | 6.61883 | 6.593 | 6.823 | 3.616 | 0.08319 | 3.593 | 0.399 | -16.611 | 4.185 | -5.338 | 62.380 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 15.991 | 65.185 | 0.245 | 59.968 | 132.911 | 0.451 | 0.646 < 0.9 OK! | 8.854 | 64 | 647.29 | 41.43 | 1.268 | 10.122 | |
| 9 | 9.31981 | 7.07089 | 7.040 | 6.752 | 4.069 | 0.09359 | 4.040 | 0.470 | -19.041 | 4.771 | -5.408 | 62.416 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 16.000 | 65.185 | 0.245 | 68.740 | 132.911 | 0.517 | 0.705 < 0.9 OK! | 8.854 | 64 | 691.13 | 44.23 | 1.354 | 10.208 | |
| 10 | 9.91564 | 7.52294 | 7.485 | 6.676 | 4.521 | 0.10399 | 4.485 | 0.546 | -21.495 | 5.394 | -5.443 | 62.464 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 16.012 | 65.185 | 0.246 | 77.599 | 132.911 | 0.584 | 0.765 < 0.9 OK! | 8.854 | 64 | 734.88 | 47.03 | 1.439 | 10.293 | |
| 11 | 10.51148 | 7.97500 | 7.930 | 6.596 | 4.973 | 0.11439 | 4.930 | 0.626 | -23.957 | 6.055 | -5.443 | 62.524 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 16.028 | 65.185 | 0.246 | 86.487 | 132.911 | 0.651 | 0.824 < 0.9 OK! | 8.854 | 64 | 778.56 | 49.83 | 1.525 | 10.379 | |
| 12 | 11.10731 | 8.42706 | 8.374 | 6.511 | 5.425 | 0.12479 | 5.374 | 0.711 | -26.411 | 6.752 | -5.409 | 62.598 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 16.047 | 65.185 | 0.246 | 95.347 | 132.911 | 0.717 | 0.884 < 0.9 OK! | 8.854 | 64 | 822.15 | 52.62 | 1.610 | 10.464 | |
| 13 | 11.70314 | 8.87911 | 8.817 | 6.422 | 5.877 | 0.13519 | 5.817 | 0.800 | -28.842 | 7.485 | -5.341 | 62.688 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.401 | 55.017 | 0.244 | 59.963 | 115.341 | 0.520 | 0.706 < 0.9 OK! | 10.619 | 64 | 865.66 | 55.4 | 2.033 | 12.652 | |
| 14 | 12.29898 | 9.33117 | 9.260 | 6.328 | 6.329 | 0.14559 | 6.260 | 0.894 | -31.235 | 8.255 | -5.241 | 62.793 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.423 | 55.017 | 0.244 | 64.938 | 115.341 | 0.563 | 0.744 < 0.9 OK! | 10.619 | 64 | 909.07 | 58.18 | 2.135 | 12.754 | |
| 15 | 12.89481 | 9.78322 | 9.701 | 6.229 | 6.781 | 0.15599 | 6.701 | 0.993 | -33.576 | 9.060 | -5.109 | 62.914 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.449 | 55.017 | 0.244 | 69.805 | 115.341 | 0.605 | 0.782 < 0.9 OK! | 10.619 | 64 | 952.38 | 60.95 | 2.237 | 12.856 | |
| 16 | 13.49064 | 10.23528 | 10.141 | 6.126 | 7.233 | 0.16639 | 7.141 | 1.096 | -35.849 | 9.901 | -4.945 | 63.054 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.479 | 55.017 | 0.245 | 74.530 | 115.341 | 0.646 | 0.819 < 0.9 OK! | 10.619 | 64 | 995.59 | 63.72 | 2.338 | 12.957 | |
| 17 | 14.08648 | 10.68734 | 10.580 | 6.018 | 7.685 | 0.17679 | 7.580 | 1.204 | -38.042 | 10.777 | -4.751 | 63.212 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.513 | 55.017 | 0.246 | 79.089 | 115.341 | 0.686 | 0.855 < 0.9 OK! | 10.619 | 64 | 1038.69 | 66.48 | 2.440 | 13.059 | |
| 18 | 14.68231 | 11.13939 | 11.018 | 5.906 | 8.137 | 0.18719 | 8.018 | 1.316 | -40.141 | 11.687 | -4.528 | 63.390 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.551 | 55.017 | 0.246 | 83.453 | 115.341 | 0.724 | 0.889 < 0.9 OK! | 10.619 | 64 | 1081.68 | 69.23 | 2.541 | 13.160 | |
| 19 | 15.27815 | 11.59145 | 11.455 | 5.789 | 8.589 | 0.19759 | 8.455 | 1.433 | -42.131 | 12.632 | -4.275 | 63.589 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.071 | 72.888 | 0.166 | 65.625 | 122.854 | 0.534 | 0.617 < 0.9 OK! | 11.979 | 64 | 1124.55 | 71.97 | 2.980 | 14.959 | |
| 20 | 15.87398 | 12.04350 | 11.890 | 5.668 | 9.041 | 0.20799 | 8.890 | 1.554 | -44.001 | 13.611 | -3.995 | 63.808 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.112 | 72.888 | 0.166 | 68.537 | 122.854 | 0.558 | 0.641 < 0.9 OK! | 11.979 | 64 | 1167.3 | 74.71 | 3.093 | 15.072 | |
| 21 | 16.46981 | 12.49556 | 12.324 | 5.542 | 9.493 | 0.21838 | 9.324 | 1.680 | -45.739 | 14.623 | -3.687 | 64.050 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.158 | 72.888 | 0.167 | 71.245 | 122.854 | 0.580 | 0.663 < 0.9 OK! | 11.979 | 64 | 1209.92 | 77.44 | 3.206 | 15.185 | |
| 22 | 17.06565 | 12.94761 | 12.757 | 5.412 | 9.945 | 0.22878 | 9.757 | 1.810 | -47.331 | 15.668 | -3.354 | 64.315 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.209 | 72.888 | 0.167 | 73.724 | 122.854 | 0.600 | 0.684 < 0.9 OK! | 11.979 | 64 | 1252.42 | 80.15 | 3.318 | 15.297 | |
| 23 | 17.66148 | 13.39967 | 13.188 | 5.277 | 10.397 | 0.23918 | 10.188 | 1.945 | -48.768 | 16.746 | -2.996 | 64.604 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.263 | 72.888 | 0.168 | 75.963 | 122.854 | 0.618 | 0.702 < 0.9 OK! | 11.979 | 64 | 1294.78 | 82.87 | 3.431 | 15.410 | |
| 24 | 18.25731 | 13.85173 | 13.619 | 5.137 | 10.849 | 0.24958 | 10.619 | 2.085 | -50.036 | 17.856 | -2.614 | 64.917 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.323 | 72.888 | 0.169 | 77.938 | 122.854 | 0.634 | 0.719 < 0.9 OK! | 11.979 | 64 | 1336.99 | 85.57 | 3.542 | 15.521 | |
| 25 | 18.85315 | 14.30378 | 14.047 | 4.993 | 11.301 | 0.25998 | 11.047 | 2.229 | -51.127 | 18.997 | -2.208 | 65.255 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.387 | 72.888 | 0.170 | 79.637 | 122.854 | 0.648 | 0.733 < 0.9 OK! | 11.979 | 64 | 1379.07 | 88.26 | 3.654 | 15.633 | |
| 26 | 19.44898 | 14.75584 | 14.474 | 4.845 | 11.753 | 0.27038 | 11.474 | 2.377 | -52.030 | 20.170 | -1.781 | 65.619 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.456 | 72.888 | 0.171 | 81.044 | 122.854 | 0.660 | 0.745 < 0.9 OK! | 11.979 | 64 | 1420.99 | 90.94 | 3.765 | 15.744 | |
| 27 | 20.04481 | 15.20789 | 14.900 | 4.692 | 12.206 | 0.28078 | 11.900 | 2.530 | -52.734 | 21.373 | -1.333 | 66.009 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.530 | 72.888 | 0.172 | 82.140 | 122.854 | 0.669 | 0.755 < 0.9 OK! | 11.979 | 64 | 1462.76 | 93.62 | 3.876 | 15.855 | |
| 28 | 20.64065 | 15.65995 | 15.323 | 4.535 | 12.658 | 0.29118 | 12.323 | 2.687 | -53.232 | 22.606 | -0.865 | 66.427 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.610 | 72.888 | 0.173 | 82.916 | 122.854 | 0.675 | 0.761 < 0.9 OK! | 11.979 | 64 | 1504.37 | 96.28 | 3.986 | 15.965 | |
| 29 | 21.23648 | 16.11200 | 15.746 | 4.374 | 13.110 | 0.30158 | 12.746 | 2.848 | -53.514 | 23.869 | -0.379 | 66.872 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.694 | 72.888 | 0.174 | 83.355 | 122.854 | 0.678 | 0.766 < 0.9 OK! | 11.979 | 64 | 1545.82 | 98.93 | 4.096 | 16.075 | |
| 30 | 21.83232 | 16.56406 | 16.166 | 4.208 | 13.562 | 0.31198 | 13.166 | 3.014 | -53.572 | 25.161 | 0.125 | 67.345 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.784 | 72.888 | 0.175 | 83.445 | 122.854 | 0.679 | 0.767 < 0.9 OK! | 11.979 | 64 | 1587.11 | 101.57 | 4.205 | 16.184 | |
| 31 | 22.42815 | 17.01612 | 16.585 | 4.037 | 14.014 | 0.32238 | 13.585 | 3.184 | -53.398 | 26.481 | 0.645 | 67.846 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.879 | 72.888 | 0.177 | 83.174 | 122.854 | 0.677 | 0.765 < 0.9 OK! | 11.979 | 64 | 1628.22 | 104.21 | 4.314 | 16.293 | |
| 32 | 23.02398 | 17.46817 | 17.002 | 3.863 | 14.466 | 0.33278 | 14.002 | 3.359 | -52.986 | 27.829 | 1.180 | 68.376 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.979 | 72.888 | 0.178 | 82.533 | 122.854 | 0.672 | 0.761 < 0.9 OK! | 11.979 | 64 | 1669.15 | 106.83 | 4.423 | 16.402 | |
| 33 | 23.61982 | 17.92023 | 17.417 | 3.684 | 14.918 | 0.34318 | 14.417 | 3.538 | -52.329 | 29.205 | 1.730 | 68.936 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 13.086 | 72.888 | 0.180 | 81.509 | 122.854 | 0.663 | 0.753 < 0.9 OK! | 11.979 | 64 | 1709.9 | 109.43 | 4.531 | 16.510 | |
| 34 | 24.21565 | 18.37228 | 17.830 | 3.501 | 15.370 | 0.35357 | 14.830 | 3.721 | -51.421 | 30.607 | 2.292 | 69.525 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 13.198 | 72.888 | 0.181 | 80.095 | 122.854 | 0.652 | 0.742 < 0.9 OK! | 11.979 | 64 | 1750.47 | 112.03 | 4.638 | 16.617 | |
| 35 | 24.81148 | 18.82434 | 18.241 | 3.313 | 15.822 | 0.36397 | 15.241 | 3.909 | -50.255 | 32.036 | 2.865 | 70.145 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 13.315 | 72.888 | 0.183 | 78.279 | 122.854 | 0.637 | 0.729 < 0.9 OK! | 11.979 | 64 | 1790.85 | 114.61 | 4.745 | 16.724 | |
| 36 | 25.40732 | 19.27640 | 18.651 | 3.121 | 16.274 | 0.37437 | 15.651 | 4.101 | -48.829 | 33.490 | 3.449 | 70.795 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 13.439 | 72.888 | 0.184 | 76.058 | 122.854 | 0.619 | 0.711 < 0.9 OK! | 11.979 | 64 | 1831.04 | 117.19 | 4.852 | 16.831 | |
| 37 | 26.00315 | 19.72845 | 19.058 | 2.925 | 16.726 | 0.38477 | 16.058 | 4.297 | -47.136 | 34.968 | 4.041 | 71.475 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 13.568 | 72.888 | 0.186 | 73.421 | 122.854 | 0.598 | 0.691 < 0.9 OK! | 11.979 | 64 | 1871.03 | 119.75 | 4.957 | 16.936 | |
| 38 | 26.59898 | 20.18051 | 19.463 | 2.725 | 17.178 | 0.39517 | 16.463 | 4.497 | -45.174 | 36.471 | 4.642 | 72.186 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 13.703 | 72.888 | 0.188 | 70.364 | 122.854 | 0.573 | 0.667 < 0.9 OK! | 11.979 | 64 | 1910.81 | 122.29 | 5.063 | 17.042 | |
| 39 | 27.19482 | 20.63256 | 19.867 | 2.520 | 17.630 | 0.40557 | 16.867 | 4.702 | -42.939 | 37.998 | 5.249 | 72.928 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 13.844 | 72.888 | 0.190 | 66.883 | 122.854 | 0.544 | 0.639 < 0.9 OK! | 11.979 | 64 | 1950.39 | 124.83 | 5.168 | 17.147 | |
| 40 | 27.79065 | 21.08462 | 20.268 | 2.312 | 18.082 | 0.41597 | 17.268 | 4.910 | -40.428 | 39.547 | 5.861 | 73.701 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 13.990 | 72.888 | 0.192 | 62.972 | 122.854 | 0.513 | 0.609 < 0.9 OK! | 11.979 | 64 | 1989.76 | 127.34 | 5.272 | 17.251 | |
| 41 | 28.38649 | 21.53667 | 20.666 | 2.099 | 18.534 | 0.42637 | 17.666 | 5.123 | -37.639 | 41.119 | 6.477 | 74.505 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 15.927 | 55.017 | 0.289 | 78.252 | 115.341 | 0.678 | 0.893 < 0.9 OK! | 10.619 | 64 | 2028.92 | 129.85 | 5.376 | 15.995 | |
| 42 | 28.98232 | 21.98873 | 21.063 | 1.882 | 18.986 | 0.43677 | 18.063 | 5.340 | -34.572 | 42.712 | 7.095 | 75.341 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 16.105 | 55.017 | 0.293 | 71.875 | 115.341 | 0.623 | 0.847 < 0.9 OK! | 10.619 | 64 | 2067.85 | 132.34 | 5.479 | 16.098 | |
| 43 | 29.57815 | 22.44079 | 21.457 | 1.661 | 19.438 | 0.44717 | 18.457 | 5.561 | -31.224 | 44.326 | 7.715 | 76.207 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 16.291 | 55.017 | 0.296 | 64.915 | 115.341 | 0.563 | 0.796 < 0.9 OK! | 10.619 | 64 | 2106.56 | 134.82 | 5.582 | 16.201 | |
| 44 | 30.17399 | 22.89284 | 21.849 | 1.436 | 19.890 | 0.45757 | 18.849 | 5.786 | -27.596 | 45.961 | 8.335 | 77.105 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 16.482 | 55.017 | 0.300 | 57.372 | 115.341 | 0.497 | 0.742 < 0.9 OK! | 10.619 | 64 | 2145.04 | 137.28 | 5.684 | 16.303 | |
| 45 | 30.76982 | 23.34490 | 22.239 | 1.206 | 20.343 | 0.46797 | 19.239 | 6.016 | -23.689 | 47.614 | 8.954 | 78.033 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 20.003 | 65.185 | 0.307 | 85.520 | 132.911 | 0.643 | 0.879 < 0.9 OK! | 8.854 | 64 | 2183.29 | 139.73 | 5.785 | 14.639 | |
| 46 | 31.36565 | 23.79695 | 22.626 | 0.973 | 20.795 | 0.47837 | 19.626 | 6.249 | -19.502 | 49.287 | 9.570 | 78.993 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 20.249 | 65.185 | 0.311 | 70.404 | 132.911 | 0.530 | 0.781 < 0.9 OK! | 8.854 | 64 | 2221.31 | 142.16 | 5.886 | 14.740 | |
| 47 | 31.96149 | 24.24901 | 23.011 | 0.736 | 21.247 | 0.48877 | 20.011 | 6.486 | -15.037 | 50.977 | 10.182 | 79.983 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 20.503 | 65.185 | 0.315 | 54.285 | 132.911 | 0.408 | 0.678 < 0.9 OK! | 8.854 | 64 | 2259.08 | 144.58 | 5.986 | 14.840 | |
| 48 | 32.55732 | 24.70106 | 23.393 | 0.494 | 21.699 | 0.49916 | 20.393 | 6.728 | -10.297 | 52.685 | 10.789 | 81.003 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 20.765 | 65.185 | 0.319 | 37.173 | 132.911 | 0.280 | 0.567 < 0.9 OK! | 8.854 | 64 | 2296.61 | 146.98 | 6.085 | 14.939 | |
| 49 | 33.15315 | 25.15312 | 23.773 | 0.249 | 22.151 | 0.50956 | 20.773 | 6.973 | -5.283 | 54.410 | 11.390 | 82.054 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 27.081 | 48.833 | 0.555 | 38.846 | 142.859 | 0.272 | 0.796 < 0.9 OK! | 6.886 | 64 | 2333.89 | 149.37 | 6.184 | 13.070 | |
| 50 | 33.74899 | 25.60518 | 24.150 | 0.000 | 22.603 | 0.51996 | 21.150 | 7.222 | 0.000 | 56.150 | 11.983 | 83.135 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 27.437 | 48.833 | 0.562 | 0.000 | 142.859 | 0.000 | 0.562 < 0.9 OK! | 6.886 | 0 | 0 | 0 | 0.000 | 6.886 | |
| Max. Bending Moment(BM) and Vertical Axial Force(COM) | MaxBM = | 53.572 | kN-m | MaxCOM = | 83.135 | kN | Roof Stru Weight (Ton) = | 692.272 | |||||||||||||||||||||||
| MaxBM = | 5.463 | ton-m | MaxCOM = | 8.477 | ton | ||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
| No. | 0 | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16 | 17 | 18 | 19 | 20 | 21 | 22 | 23 | 24 | 25 | 26 | 27 | 28 | 29 | CASE A) Self Weight, def(δ) = 5×W×L⁴/ 384EI δ < Δmax(L/200) OK! | CASE B) Roof Design Load + Beam Self Weight WR=160 kg/m2, W=320 kg/m δ < Δmax(L/200) OK! | ||||||||
| No. | 일반주문 (O,X) | 주문생산 (Ton) | CODE | SIZE mm | H mm | B mm | t₁ mm | t₂ mm | r1 mm | r2 mm | A cm² | W Kg/m | Ix cm⁴ | Iy cm⁴ | rx cm | ry cm | Sx cm³ | Sy cm³ | ex cm | ey cm | Zx cm³ | Zy cm³ | Cw(비틀림) cm6x1000 | J(뒤틀링) cm4 | rts | λf=B/tf | λw=H-2tf/tw | L=5m/ry< 300 OK | Lp m | Lr m | L= 6 (m) δ<30 mm | L= 7 (m) δ<35 mm | L= 8 (m) δ<40 mm | L= 9 (m) δ<45 mm | L= 10 (m) δ<50 mm | L= 6 (m) δ<30 mm | L= 7 (m) δ<35 mm | L= 8 (m) δ<40 mm | L= 9 (m) δ<45 mm | L= 10 (m) δ<50 mm |
| 2 | O | H200100 | H200X100X5.5X8 | 200 | 100 | 5.5 | 8 | 11 | 0 | 27.16 | 21.3 | 1840 | 134 | 8.24 | 2.22 | 184 | 26.8 | 10 | 5 | 210 | 41.9 | 12300 | 5.89 | 2.64 | 6.25 | 33.45 | 225 | 1.105 | 3.994 | 0.96 | 1.77 | 3.03 | 4.85 | 7.39 | 14.39 | 26.67 | 45.49 > 40 CHK! | 72.87 > 45 CHK! | 111.06 > 50 CHK! | |
| 3 | O | H125125 | H125X125X6.5X9 | 125 | 125 | 6.5 | 9 | 10 | 0 | 30.3 | 23.8 | 847 | 293 | 5.29 | 3.11 | 136 | 47 | 6.25 | 6.25 | 154 | 71.9 | 9860 | 8.68 | 3.54 | 6.94 | 16.46 | 161 | 1.548 | 8.755 | 2.33 | 4.31 | 7.35 | 11.77 | 17.94 | 31.27 > 30 CHK! | 57.93 > 35 CHK! | 98.83 > 40 CHK! | 158.30 > 45 CHK! | 241.27 > 50 CHK! | |
| 5 | O | H194150 | H194X150X6X9 | 194 | 150 | 6 | 9 | 13 | 0 | 39.01 | 30.6 | 2690 | 507 | 8.3 | 3.61 | 277 | 67.6 | 9.7 | 7.5 | 309 | 104 | 43300 | 11 | 4.11 | 8.33 | 29.33 | 139 | 1.797 | 6.773 | 0.94 | 1.74 | 2.98 | 4.77 | 7.26 | 9.85 | 18.24 | 31.12 | 49.84 > 45 CHK! | 75.97 > 50 CHK! | |
| 6 | O | H150150 | H150X150X7X10 | 150 | 150 | 7 | 10 | 11 | 0 | 40.14 | 31.5 | 1640 | 563 | 6.39 | 3.75 | 219 | 75.1 | 7.5 | 7.5 | 246 | 115 | 27600 | 13.8 | 4.24 | 7.5 | 18.57 | 133 | 1.867 | 9.550 | 1.59 | 2.95 | 5.02 | 8.05 | 12.27 | 16.15 | 29.92 | 51.04 > 40 CHK! | 81.76 > 45 CHK! | 124.61 > 50 CHK! | |
| 7 | O | H300150 | H300X150X6.5X9 | 300 | 150 | 6.5 | 9 | 13 | 0 | 46.78 | 36.7 | 7210 | 508 | 12.4 | 3.29 | 481 | 67.7 | 15 | 7.5 | 542 | 105 | 107000 | 12.7 | 3.92 | 8.33 | 43.38 | 152 | 1.638 | 5.085 | 0.42 | 0.78 | 1.33 | 2.13 | 3.25 | 3.67 | 6.81 | 11.61 | 18.60 | 28.34 | |
| 8 | O | H346174 | H346X174X6X9 | 346 | 174 | 6 | 9 | 14 | 0 | 52.68 | 41.4 | 11100 | 792 | 14.5 | 3.88 | 642 | 91 | 17.3 | 8.7 | 716 | 140 | 224000 | 13.7 | 4.56 | 9.67 | 54.67 | 129 | 1.931 | 5.575 | 0.31 | 0.57 | 0.98 | 1.56 | 2.38 | 2.39 | 4.42 | 7.54 | 12.08 | 18.41 | |
| 9 | O | H244175 | H244X175X7X11 | 244 | 175 | 7 | 11 | 16 | 0 | 56.24 | 44.1 | 6120 | 984 | 10.4 | 4.18 | 502 | 113 | 12.2 | 8.75 | 558 | 173 | 133000 | 23.2 | 4.77 | 7.95 | 31.71 | 120 | 2.081 | 7.646 | 0.60 | 1.10 | 1.88 | 3.02 | 4.60 | 4.33 | 8.02 | 13.68 | 21.91 | 33.39 | |
| 10 | O | H350175 | H350X175X7X11 | 350 | 175 | 7 | 11 | 14 | 0 | 63.14 | 49.6 | 13600 | 984 | 14.7 | 3.95 | 777 | 112 | 17.5 | 8.75 | 868 | 174 | 282000 | 23 | 4.63 | 7.95 | 46.86 | 127 | 1.966 | 5.972 | 0.30 | 0.56 | 0.95 | 1.53 | 2.33 | 1.95 | 3.61 | 6.15 | 9.86 | 15.03 | |
| 11 | O | H200200 | H200X200X8X12 | 200 | 200 | 8 | 12 | 13 | 0 | 63.53 | 49.9 | 4720 | 1600 | 8.62 | 5.02 | 472 | 160 | 10 | 10 | 526 | 244 | 141000 | 30.2 | 5.64 | 8.33 | 22 | 100 | 2.499 | 11.191 | 0.87 | 1.62 | 2.77 | 4.43 | 6.75 | 5.61 | 10.40 | 17.73 | 28.41 | 43.30 | |
| 15 | O | H396199 | H396X199X7X11 | 396 | 199 | 7 | 11 | 16 | 0 | 72.16 | 56.6 | 20000 | 1450 | 16.7 | 4.48 | 1010 | 145 | 19.8 | 9.95 | 1130 | 224 | 536000 | 27.1 | 5.25 | 9.05 | 53.43 | 112 | 2.23 | 6.522 | 0.23 | 0.43 | 0.74 | 1.19 | 1.81 | 1.32 | 2.45 | 4.19 | 6.70 | 10.22 | |
| 16 | O | H400200 | H400X200X8X13 | 400 | 200 | 8 | 13 | 16 | 0 | 84.12 | 66 | 23700 | 1740 | 16.8 | 4.54 | 1190 | 174 | 20 | 10 | 1330 | 268 | 650000 | 42.2 | 5.31 | 7.69 | 46.75 | 110 | 2.26 | 6.921 | 0.23 | 0.43 | 0.73 | 1.17 | 1.78 | 1.12 | 2.07 | 3.53 | 5.66 | 8.62 | |
| 19 | O | H450200 | H450X200X9X14 | 450 | 200 | 9 | 14 | 18 | 0 | 96.76 | 76 | 33500 | 1870 | 18.6 | 4.4 | 1490 | 187 | 22.5 | 10 | 1680 | 291 | 887000 | 57.1 | 5.23 | 7.14 | 46.89 | 114 | 2.19 | 6.751 | 0.19 | 0.35 | 0.59 | 0.95 | 1.45 | 0.79 | 1.46 | 2.50 | 4.00 | 6.10 | |
| 20 | O | H300300 | H300X300X10X15 | 300 | 300 | 10 | 15 | 18 | 0 | 119.8 | 94 | 20400 | 6750 | 13.1 | 7.51 | 1360 | 450 | 15 | 15 | 1500 | 684 | 1370000 | 89 | 8.41 | 10 | 27 | 67 | 3.739 | 14.208 | 0.38 | 0.71 | 1.21 | 1.93 | 2.94 | 1.30 | 2.41 | 4.10 | 6.57 | 10.02 | |
| 25 | O | H350350 | H350X350X12X19 | 350 | 350 | 12 | 19 | 20 | 0 | 173.9 | 137 | 40300 | 13600 | 15.2 | 8.84 | 2300 | 776 | 17.5 | 17.5 | 2550 | 1180 | 3720000 | 200 | 9.89 | 9.21 | 26 | 57 | 4.401 | 17.610 | 0.28 | 0.52 | 0.89 | 1.42 | 2.17 | 0.66 | 1.22 | 2.08 | 3.33 | 5.07 | |
| 27 | O | H400400 | H400X400X13X21 | 400 | 400 | 13 | 21 | 22 | 0 | 218.7 | 172 | 66600 | 22400 | 17.5 | 10.1 | 3330 | 1120 | 20 | 20 | 3670 | 1700 | 8040000 | 304 | 11.29 | 9.52 | 27.54 | 50 | 5.028 | 19.434 | 0.21 | 0.40 | 0.68 | 1.08 | 1.65 | 0.40 | 0.74 | 1.26 | 2.01 | 3.07 | |
No.3. CAP2 Propane(C3/C4) Inner D= 71.3, H= 24.8 (m) / Outer D= 73.3 (m), H= 25.9 (m), Storage Capacity = 89,836 (m³), Pg= 19.62 (KPa)
여기부터 Bottom Plate 시작함 BOTTOM_ANNULAR_ROPORT()
[rvBottom] = tid = 4, tdFoot[1] = 30.212 (mm), tuFoot[1] = 41.0 (mm)
4. Bottom plate and Annular plate of calculation
[RRR-START]
where,
La : Actual height of the tank associated with the particular stiffener
(Acutal distance of stiffener & stiffener or stiffener & top shell)
Tav : Average thickness of inner shell plate with corrosion, Tav =24.165 mm
Fa : Allowable Compressive Stress, 15,000 psi, Fa = 103.421 MPa
Nwave : Calculate the number of buckling waves,
No. [#4] Top Girder Size : L450x9.525+120x9.525 (CA : 1.5 mm)
No. [#3] Stiffener Ring Size : FB 150x12 (CA : 1.5 mm) b1 = 2×13.4×√(D×tc) mm
No. [#2] Stiffener Ring Size : FB 190x12 (CA : 1.5 mm) b1 = 2×13.4×√(D×tc) mm
No. [#1] Stiffener Ring Size : T350x15+175x15 (CA : 1.5 mm) b1 = 2×13.4×√(D×tc) mm
[RRR-END]
[RPT_RESULT[10] = BUCKLING_CALC() [
1. TANK SHELL BUCKLING CALCULATION ( EACH CASE)
at[at[0].tid].in_OR_out=[0]
[Check Condition : CASE 1 / 9], Design Pressure (100%) + Full Liquid(DLL) Pg= 0.0 (kPa), DLL = 22.5 (m), SG = 0.604, Wr = 0.0(Ton)
[Check Condition : CASE 2 / 9], Operating + Operating Pressure Pg= 0.0 (kPa), DLL = 22.5 (m), SG = 0.604, Wr = 0.0(Ton)
[Check Condition : CASE 8 / 9], Design Pressure (100%) + Lr(20psf) + 10% Snow Load Pg= 0.0 (kPa), DLL = 22.5 (m), SG = 0.604, Lr = 102(kg/m²)×A(m²)= 399.27(Ton), Wr = 399.27(Ton)
[Check Condition : CASE 9 / 9], Vacuum Pressure (-50 mmWTR) Pe= -0.5 (kPa), DLL = 0 (m), SG = 0.604, Lr = 102(kg/m²)×A(m²)= 399.27(Ton), Wr = 399.27(Ton)
[END OF RPT_RESULT[10] = BUCKLING_CALC() [
AAA k = 0 = API 650 = k = 0, dCode = 1, AAA D = 71.3 (mm), Hd[0] = 22400.0 (mm) Hd[1] = 22400.0 (mm) Ht[0] = 21300.0 mm
seisResult[1] =
[
START - [SEISMIC DESIGN 스펙트럼 그래프 그리기] [CANVAS SHOW]
<canvas name=canvasSpect id=seisDesignSpect_2> <img name=imgvasSpect id=imgsDesignSpect_2>
기상청 Magnitude 환산 Formula M = 2.0 × [Log10(Sa×980) + 1]
MMI : 수정머칼리 진도척도(Modified Mercalli Intensity(MMI) Scale) [ I ~ XII 까지 12단계 ]
MMI = 3.0 × [Log10(Sa×980) + 0.5]
[지반가속도 와 규모의 관계그래프.xlsx]
출처 : 나무위키 지진
1.[기상청] 지진표준교재
2.[기상청] 중고등교재
3.[기상청] 초등교재
END - [스펙트럼 그래프 그리기]
DEBUG START 624 dCode = [1] CLEOLE = [0] at[tid].sData[4] = [0.0] END OF DEBUG 624
DEBUG START 625 at[tid].seisResu[0] = [at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.837, S1 = 0.346, Fa = 1.0956, Fv = 2.616
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.4076x(190,638,818x8.4 + 10,976,073x9.482 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0385x(317,534,288x12.295)]2)
Mrw = 711,202,411 [N-m] = 711,202 [KN-m] = 72,522 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.4076x(190,638,818x28.318 + 10,976,073x9.482 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0385x(317,534,288x12.295)]2)
Ms = 2,263,693,736 [N-m] = 2,263,694 [KN-m] = 230,833 [Ton-m]
Wp = 529,754,401 [N] = 529,754 [KN] = 54,020 [Ton]
Wi = 190,638,818 [N] = 190,639 [KN] = 19,440 [Ton], Xi = 8.4 [m], Wi/Wp = 35.99[%]
Wc = 317,534,288 [N] = 317,534 [KN] = 32,379 [Ton], Xc = 12.295 [m], Wc/Wp = 59.94[%]
Ws = 10,976,073 [N] = 10,976 [KN] = 1119.248 [Ton], Xs = 9.482 [m]
Wr = 0 [N] = 0 [KN] = 0.000 [Ton], Xr = 0 [m]
Wf = 3,219,425 [N] = 3,219 [KN] = 328.290 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 83,490,467 [N] = 83,490 [KN] = 8,514 [Ton]
Vc = 12,225,070 [N] = 12,225 [KN] = 1,247 [Ton]
V = √(Vi²+ Vc²) = 84,380,747 [N] = 84,381 [KN] = 8,604 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 0
Ai=0.4076[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.6034 × ( 4.0 / 9.7028²) × ( 1.5 / 1.5) = 0.0385 [g]
Av= 0.2874 [g]
] END OF DEBUG 625
6.2.4. Seismic Design Acceleration Calculation ( API 620 Annex L )
API 620 L.4.3.3 (OLE) Adjustment Factors, ( Factor I , R )
Unless specifically permitted by the regulations, the OLE design forces shall not be adjusted by
an importance factor, I, or force reduction factor, R,
Nor shall the forces be reduced by the 0,7 multiplier (1/1.4) commonly applied
to convert (CLE) Contingency Level Events to ASD methods.
해석 : API 620 L.4.3.3 (OLE) 조정계수, ( OLE I, R 에 대한 특별규정 )
규정에서 특별히 허용하지 않는 한, OLE 설계력은 중요도 계수 I 또는 힘 감소 계수 R에 의해 조정되지 않아야 합니다.
또한 (CLE) 비상 수준 이벤트를 ASD 방법으로 변환하는 데 일반적으로 적용되는 0.7 승수(1/1.4)로 힘을 줄여서는 안 됩니다.
API 620 L.4.4.2 (CLE) Definition Based on ASCE 7 Method (API 650, Annex E)
To utilize API 650, Section E.4 to define the CLE ground motion,
the following modifications shall be made based on the provisions in this annex:
1) Scaling factor, Q = 1.0 , is not applicable and may be set equal to a value of 1.0;
2) Importance factor, I = 1.0
]
SlidingCheck =
[
6.4.8 Sliding Resistance Check / PTT-LNG Examples
4.7 Sliding Resistance
According to API 650 E. 7.6, Total design base shear (horizontal force) V , should be equal
to or smaller than the value Vs obtained as follows;
Vs = μ × (Ws + Wr + Wf + Wp + Wns + Wnr ) × (1.0 - 0.4 × Av)
Where,
Vs = Allowable base shear [N]
μ = Maximum friction coefficient for tank sliding
= tan(30°) / 1.5 = 0.3849 for OBE (According to API620 L4.2.10)
= tan(30°) / 1.0 = 0.5773 for SSE (According to API620 L4.3.3)
Ws = Weight of tank Shell Plate = 10,976,073 [N], Ws = 1119.248 [Ton]
Wr = Weight of tank roof = 0 [N], Wr = 0.0 [Ton]
Wf = Weight of tank bottom = 3,219,425 [N], Wf = 328.29 [Ton]
Wp = Weight of liquid content = 14,195,498 [N], Wp = 1447.538 [Ton]
Total Weight of Steel and Liquid Content,
Wsum = (Ws+Wr+Wf+Wp+Wns+Wnr)= 543,950 kN, Wsum = 55,708,613 [Ton]
Av(OLE) = Vertical seismic acceleration = 0.2757 [g] for OBE
Av(CLE) = Vertical seismic acceleration = 0.2874 [g] for CLE
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.5 = 0.3849 (For OLE)
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.0 = 0.577 (For CLE)
Sliding Resistance (Vs)
Vs (OLE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.3849 × 546,315 × (1.0 - 0.4 × 0.2757) = 187,087 [kN]
Vs (CLE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.577 × 543,950 × (1.0 - 0.4 × 0.2874) = 277,778 [kN]
The following table shows the results.
Table 6.4.9 Result of sliding resistance
계산결과 CLE=rvAry[0], OLE=rvAry[1], ALE=rvAry[2]
Min. yield strength of annulae plate (A537-CL2+S5), Fy = 414 MPa
Design Internal Pressure, Pg = 0.0 kPa
Tank Dia. D = 71.300 (m), Tank Height Ht = 24.800(m), H = 22.4 (m), Design Liquid Level for Seismic calc,
SG = 0.604, CA = 1.5 (mm)
SEISMIC DESIGN CODE : [ API 650 Annex E / 620 Annex L / SNI-1726-2012, Fa, Fv Table 4, 5 ) ]
SITE Class : [ SE ]
SEISMIC USE GROUP : SUG = [ II ]
Table 4.8 Seismic Dedign Calculation [Inner Tank]
Where,
SITE Class : [ SE ]
SEISMIC USE GROUP : SUG = [ II ]
API 620 L4.3.9 Inner Tank Freeboard
1. OLE (Operating Level Earthquake)
δs = 0.42 × D × Af + hs (300 mm), for API 620 OLE or SUG = III
δs = 0.42 × 71,300 × 0.0328 + 300 = 1,282 (mm)
An additional shell height, hs shall be added to the calculated value above
the sloshing height as required by the governing regulations.
The minimum value of hs forthe OLE event shall be 300 mm (1 ft).
2. CLE (Contingency Level Earthquake) FOR SUG = I OR II
δs = 0.42 × D × Af
δs = 0.42 × 71,300 × 0.0385 = 1,153 (mm)
Therefore, This Tank FreeBoard(δs) is Max( OLE, CLE) = Max( 1,282, 1,153 ) = 1,282 (mm)
API 650 E.6.1.2 Center of Action for Effective Lateral Forces
반응수정계수 행복채움 블로그
반응수정계수 (response modiflcation coefflcient)는 내진설계를 하면서 붕괴방지수준(CLE) 에 대해 검토시
비탄성거동인 소성영역까지 허용하여 저감된 지진력 으로 구조검토를 하게 됩니다.
탄성은 외부로부터 받은 자극이 제거되면 물체를 원래 형상으로 복원시키려는 성질인 반면,
소성은 외부의 자극이 제거되어도 변형을 그대로 유지하려는 성질입니다.
이런 비선형적 거동을 고려할수 있도록 내진설계시 R 응답수정계수를 적용해 줍니다.
Ve: 만약 구조체가 설계 지진의 지반 운동에 대하여 완전히 탄성 거동을 하게 된다고 가정하였을때 지진력에 대해저항하는힘
V: 선형 탄성영역에서의 밑면전단력
이러한 응답수정계수는 설계시 적용할때 마다 구하기는 한계가 있으므로
기준별로 정리되어있어 필요할경우 편리하게 사용하면 됩니다.
주의하실 점은 부재의 연성으로 비탄성변형으로 인한부재력의 저감은
수평력에 대해서만 적용하며， 수직력은 적용하지 않습니다.
4. TANK CAPACITY
4.1 Liquid Levels
Note 1) This liquid level should be used for seismic design and determination of sloshing height of inner steel tank.
2) It is the liquid level of maximum operation level plus overfill protection margin (= 200 mm).
4.2 Operating Tank Capacity
Table 2-1 Tank Capasity Calculation
Tank type : Full Containment Tank Elevated Bottom slab Metal Inner Tank with Suspended Deck
]
7.2.4. Dynamic hoop stress calculation (CLE) API 620 Annex L
[TABLE 6.1]
When, D/H= 2.875 > 1.333
6.2.5. Shell Buckling (Compressive) Strength Check (CLE) API 620 Annex L
[TABLE 7.2.5.1] Ai = 0.4076[g], Ac = 0.0385[g], Av = 0.2874[g] Wp = 529754.4 [Ton], Wi = 190638.82 [Ton], Wc = 317534.29 [Ton], Ws = 1119.25 [Ton], Xs = 9.482 [m]
DLL = 22400.0 m, Hd[0] = 22400.0 m, Hmm = 24800.0 m, Wr = 0.0 [Ton], Xr = 0.000 [m], XrRoof = 0.000 [m] Knuckle 반경 = [0.0 mm, Knuckle 높이(0m) + Dome 높이(0m) = 0(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.4076 [g] × 0 [kN] × 0.0(m) = 0[kN-m]
Mrw_KN = 711,202 = Mrw + Mrw_Roof = 711,202 [KN-m], Mrw_Roof = 0 [KN-m], Mrw_Roof = 711,202 × (0 / ( 529,754 + 1,119 )) = 0[kN-m]
Allowable Compressive Stress : Scs = 1.33 × ( tPr≤0.00667? 1,800,000 : ( tPr≤0.0175? 10,150.0+277,400: 15,000) × tPr × 0.006894757
API 620 CLE [0] Level Accelation : Ai = Fa×Ss×(I/Rwi)= 0.4076[g], Ac=0.0385[g], Av=0.2874[g], Q=0.6667, I=1.5, Rwi=2.25, Rwc=1.5
SDS=Q×Ss×Fa=0.6114[g], SD1=Q×S1×Fv=0.6034[g], Ss=0.837[g], Fa=1.0956, S1=0.346[g], Fv=2.616, Ti=0.3382[s], Tc=9.7028[s]
J=0.6505, Mrw=711,202[KN-m] , Ms=2,263,694[KN-m], V=84381.0[KN]
Wp=529754.401[kN] Wi=190638.818[kN] Wc=317534.288 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.837, S1 = 0.346, Fa = 1.0956, Fv = 2.616
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.4076x(190,638,818x8.4 + 10,976,073x9.482 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0385x(317,534,288x12.295)]2)
Mrw = 711,202,411 [N-m] = 711,202 [KN-m] = 72,522 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.4076x(190,638,818x28.318 + 10,976,073x9.482 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0385x(317,534,288x12.295)]2)
Ms = 2,263,693,736 [N-m] = 2,263,694 [KN-m] = 230,833 [Ton-m]
Wp = 529,754,401 [N] = 529,754 [KN] = 54,020 [Ton]
Wi = 190,638,818 [N] = 190,639 [KN] = 19,440 [Ton], Xi = 8.4 [m], Wi/Wp = 35.99[%]
Wc = 317,534,288 [N] = 317,534 [KN] = 32,379 [Ton], Xc = 12.295 [m], Wc/Wp = 59.94[%]
Ws = 10,976,073 [N] = 10,976 [KN] = 1119.248 [Ton], Xs = 9.482 [m]
Wr = 0 [N] = 0 [KN] = 0.000 [Ton], Xr = 0 [m]
Wf = 3,219,425 [N] = 3,219 [KN] = 328.290 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 83,490,467 [N] = 83,490 [KN] = 8,514 [Ton]
Vc = 12,225,070 [N] = 12,225 [KN] = 1,247 [Ton]
V = √(Vi²+ Vc²) = 84,380,747 [N] = 84,381 [KN] = 8,604 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 0
Ai=0.4076[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.6034 × ( 4.0 / 9.7028²) × ( 1.5 / 1.5) = 0.0385 [g]
Av= 0.2874 [g]
7.2.5. Dynamic hoop stress calculation (OLE) API 620 Annex L
[TABLE 6.1]
When, D/H= 2.875 > 1.333
6.2.5. Shell Buckling (Compressive) Strength Check (OLE) API 620 Annex L
[TABLE 7.2.5.2] Ai = 0.88[g], Ac = 0.0794[g], Av = 0.2757[g] Wp = 532119.38 [Ton], Wi = 192306.26 [Ton], Wc = 318189.62 [Ton], Ws = 1119.25 [Ton], Xs = 9.482 [m]
DLL = 22400.0 m, Hd[0] = 22400.0 m, Hmm = 24800.0 m, Wr = 0.0 [Ton], Xr = 0.000 [m], XrRoof = 0.000 [m] Knuckle 반경 = [0.0 mm, Knuckle 높이(0m) + Dome 높이(0m) = 0(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.88 [g] × 0 [kN] × 0.0(m) = 0[kN-m]
Mrw_KN = 1,551,293 = Mrw + Mrw_Roof = 1,551,293 [KN-m], Mrw_Roof = 0 [KN-m], Mrw_Roof = 1,551,293 × (0 / ( 532,119 + 1,119 )) = 0[kN-m]
Allowable Compressive Stress : Scs = 1.33 × ( tPr≤0.00667? 1,800,000 : ( tPr≤0.0175? 10,150.0+277,400: 15,000) × tPr × 0.006894757
API 620 OLE [1] Level Accelation : Ai = Fa×Ss = 0.88[g], Ac=0.0794[g], Av=0.2757[g], Q=0.6667, I=1.0, Rwi=1.0, Rwc=1.0
SDS=Q×Ss×Fa=0.5867[g], SD1=Q×S1×Fv=0.5131[g], Ss=0.55[g], Fa=1.6, S1=0.26[g], Fv=2.96, Ti=0.3393[s], Tc=9.6929[s]
J=1.4064, Mrw=1,551,293[KN-m] , Ms=4,923,661[KN-m], V=183469.0[KN]
Wp=532119.376[kN] Wi=192306.26[kN] Wc=318189.618 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.55, S1 = 0.26, Fa = 1.6, Fv = 2.96
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.88x(192,306,260x8.438 + 10,976,073x9.482 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0794x(318,189,618x12.359)]2)
Mrw = 1,551,293,177 [N-m] = 1,551,293 [KN-m] = 158,188 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.88x(192,306,260x28.312 + 10,976,073x9.482 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0794x(318,189,618x12.359)]2)
Ms = 4,923,661,307 [N-m] = 4,923,661 [KN-m] = 502,074 [Ton-m]
Wp = 532,119,376 [N] = 532,119 [KN] = 54,261 [Ton]
Wi = 192,306,260 [N] = 192,306 [KN] = 19,610 [Ton], Xi = 8.438 [m], Wi/Wp = 36.14[%]
Wc = 318,189,618 [N] = 318,190 [KN] = 32,446 [Ton], Xc = 12.359 [m], Wc/Wp = 59.80[%]
Ws = 10,976,073 [N] = 10,976 [KN] = 1119.248 [Ton], Xs = 9.482 [m]
Wr = 0 [N] = 0 [KN] = 0.000 [Ton], Xr = 0 [m]
Wf = 3,219,425 [N] = 3,219 [KN] = 328.290 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 181,721,547 [N] = 181,722 [KN] = 18,530 [Ton]
Vc = 25,264,256 [N] = 25,264 [KN] = 2,576 [Ton]
V = √(Vi²+ Vc²) = 183,469,353 [N] = 183,469 [KN] = 18,709 [Ton] CLEOLE = 1, dCode = 1, at[tid].in_OR_out = 0
Ai=0.88[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.5131 × ( 4.0 / 9.6929²) × ( 1.0 / 1.0) = 0.0794 [g]
Av= 0.2757 [g]
Where,
div id='atDiv_3_4', at[4].divRPT[3] Contents 내용 = CAP2 Propane(C3/C4)] 3.Weight summary] 21 [KB]| Descriptipon | SI Unit | USC Unit | ||||
| Diameter of tank inside | D = | 71300 | mm | D = | 233.924 | ft |
| Height of tank | Htank = | 24800 | mm | Htank = | 81.365 | ft |
| Radius of tank in-diameter, Rc = D / 2 | Rc = | 35650 | mm | Rc = | 116.962 | ft |
| Design liquid level | DLL = | 22500 | mm | DLL = | 73.819 | ft |
| Hydrostatic-test liquid level, HTL = 1.25 DLL × SG | HTL = | 21300 | mm | HTL = | 69.882 | ft |
| Corrosion allowance | C.A = | 1.5 | mm | C.A = | 0.059 | in |
| Min. Shell Thickness as per API 620 CODE | tMin = | 9.525 | mm | tMin = | 0.375 | inch |
| Design Temperature | DT = | -44.0 | ℃ | DT = | -47.2 | ºF |
| Design Specific Gravity(SG = 0.604), Design Density(ρ) | ρ = | 604.0 | kg/m3 | ρ = | 37.706 | lb/ft3 |
| Cross-sectional area of the tank, At = π×D²/4 | At = | 3992.721 | m2 | At = | 6,188,730 | in2 |
| Total weight of tank and its contents. | W = | 0.0 | Ton | Wr = | 0.0 | kN |
| Shell Plate Welding Joint Efficiency | E = | 1.000 | E = | 1.000 | ||
| Material of shell plate | MATL = | A537-CL2+S5 | ||||
| Minimum Tensile strength (For WELD METAL) | Fu = | 551.581 | MPa | Fu = | 80,000 | psi |
| Minimum Yield strength (For WELD METAL) | Fy = | 413.686 | MPa | Fy = | 60,000 | psi |
| Allowable Stress for Design Condition [View] (Design) Sts = Min( 0.3×Ft, 0.6×Fy) | Sts = | 165.474 | MPa | Sts = | 24,000 | psi |
| Allowable Stress for Test Condition (Test) Sts = Min( 0.55 × Ft, 0.75 × Fy) | Sts = | 303.37 | MPa | Sts = | 44,000 | psi |
| Design internal pressure, Pg = 0 mmWTR | Pg = | 0.0 | MPa | Pg = | 0.0 | psi |
| Height from the bottom of the course under consideration to the Max. design liquid level(DLL), PL = ρ · g · Hd · 10-3 (kPa) Gravity acceleration, g = 9.80665 m/sec² | PL = | See Below 3.1.1 Table(a) | ||||
| Total pressure, P = Pg + PL | P = | See Below 3.1.1 Table(a) | ||||
| For cylindrical sidewalls of a vertical tank : as per API 620 5.10.2.5 c) Eqn. (10)(11), | ||||||
| T2 = P x Rc | T1 = Meridional (Longitudinal) unit force. (lb/in) | |||||
| T2 : Latitudinal (Circumferential) unit force. (lb/in) | ||||||
| Required shell thickness calculation : as per API 620 5.10.3.2 Eqn. (16), | ||||||
| td : Design thickness of shell. (mm) tu : Used (Selected) thickness of shell. (mm) | |||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| Design Condition : D=71.300 (m), H=24.800 (m), SG=0.604, Pg=0.0 (kPa) DLL=22.500 (m), HTL=DLL×SG×1.25 = 21.300 (m) Ht[i] = Hd[i] × SG × 1.25 API 620, FULL, INNER, Pg= 0.0 (kPa) = 0 (mmWTR) | Tank D(m)= | 71.3 | H(m)= | 24.8 | DLL(m)= | 22.5 | Shutdown and Construction Condition [ 내부압력 없는 조건 Pd: 0.0 MPa ], T1s(ShutDown) = Max. Compression (-값) 압축 1) Roof Dead Load Wr = [0.0] Ton 2) Roof Live Load LL = [0.0] Ton = Max( LL, Vacuum, SnowLoad ) 120 kg/m²× At (3992.721)m²= [0.0] Ton Total Load : (1)+(2) Wsum = [0.0] Ton Note 1) : 탱크내부에 진공압력( Vacuum Pressure 0.005 MPa)이 걸렸을 경우에는 나중에 추가 예정 2022.07.15 | |||||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (m) | Hd (m) | Ht (m) | P=Pg+PL (KPa) | T2=P×R (N/mm) |
td (mm) | tt (mm) | Used Thk. tu =Max(td,tt , tMin) (mm) | Weight (Ton) | Remark tu(input) (mm) | SKETCH | Each Wtr[n] (mm) | ∑Wtr[1~n] 누적(mm) | Remark | tc =tu-CA (mm) | Ratio t / R | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A[n] (mm²) | T1=R/2× (P-W/A) (N/mm) | T2=P×R (N/mm) | Sc = T1/tc 수직응력 (-압축,+인장) (MPa) | St = T2/tc 원주막응력 (-압축,+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fact(N) | Scs (MPa) | Sca = M×Scs (MPa) | Stress ratio SRc = Sc/Sca SRt = St/Sts SRtc < 1.0 OK | 1. ASME D.1 Sca = M×0.0625×E×tPr (MPa), E = 204,000 (MPa) 2. EN_1993 Sca = 0.0605 × E × Cx(1.0) × tPr (MPa) 3. JIS_LNG Sca = (0.25/γ1=2.25)×E×tPr (MPa) Long-Term 4. JIS_LNG Sca = (0.25/γ2=1.50)×E×tPr (MPa) Short-Term | ||
| 9 | A537-CL2+S5 | 0.880 | 0.0 | 0.0 | 0 | 0 | 9.525 | 9.525 | 9.52 (＋0.0) | 14.736 | 9.525 (0.0) |
shCanvas_650[CANVAS SHOW]
|
880 | 4,467 | 8.03 | 0.000225 | 14.736 | 1797564 | (-) 0.645 | 0.0 | -0.080 | 0.0 | 165.474 | 0.0000 | 1.0000 | 2.794 | 2.794 | 0.029 < 1.0 OK | ASME= 2.87, EN1993= 2.778, JIS(L)= 5.102, JIS(S)= 7.654 | |||
| 8 | A537-CL2+S5 | 2.990 | 1.570 | 0.370 | 9.299 | 331.53 | 9.525 | 9.525 | 12.00 (＋2.47) | 63.104 | 12.0 (0.0) | 1,527 | 3,587 | 10.5 | 0.000295 | 77.840 | 2351953 | (-) 3.408 | 331.525 | -0.325 | 31.574 | 165.474 | 0.1908 | 0.8909 | 3.655 | 3.257 | 0.100 < 1.0 OK | ASME= 3.346, EN1993= 3.635, JIS(L)= 6.676, JIS(S)= 10.014 | ||||
| 7 | A537-CL2+S5 | 2.990 | 4.560 | 3.360 | 27.01 | 962.9 | 9.525 | 9.525 | 14.00 (＋4.47) | 73.616 | 14.0 (0.0) | 987 | 2,060 | 12.5 | 0.000351 | 151.456 | 2799944 | (-) 6.631 | 962.902 | -0.530 | 77.032 | 165.474 | 0.4655 | 0.6824 | 4.352 | 2.969 | 0.179 < 1.0 OK | ASME= 3.051, EN1993= 4.328, JIS(L)= 7.948, JIS(S)= 11.921 | ||||
| 6 | A537-CL2+S5 | 2.990 | 7.550 | 6.350 | 44.72 | 1594.28 | 11.135 | 9.525 | 18.00 (＋6.86) | 94.656 | 18.0 (0.0) | 493 | 1,073 | 16.5 | 0.000463 | 246.112 | 3695927 | (-) 10.775 | 1594.279 | -0.653 | 96.623 | 165.474 | 0.5839 | 0.5708 | 5.744 | 3.279 | 0.199 < 1.0 OK | ASME= 3.368, EN1993= 5.712, JIS(L)= 10.491, JIS(S)= 15.736 | ||||
| 5 | A537-CL2+S5 | 2.990 | 10.540 | 9.340 | 62.431 | 2225.66 | 14.950 | 10.764 | 24.00 (＋9.05) | 126.224 | 24.0 (0.0) | 227 | 580 | 22.5 | 0.000631 | 372.336 | 5039900 | (-) 16.301 | 2225.655 | -0.724 | 98.918 | 165.474 | 0.5978 | 0.5567 | 7.833 | 4.361 | 0.166 < 1.0 OK | ASME= 4.48, EN1993= 7.79, JIS(L)= 14.306, JIS(S)= 21.459 | ||||
| 4 | A537-CL2+S5 | 2.990 | 13.530 | 12.330 | 80.141 | 2857.03 | 18.766 | 14.209 | 29.00 (＋10.23) | 152.528 | 29.0 (0.0) | 138 | 353 | 27.5 | 0.000771 | 524.864 | 6159878 | (-) 22.979 | 2857.032 | -0.836 | 103.892 | 165.474 | 0.6278 | 0.5254 | 9.573 | 5.030 | 0.166 < 1.0 OK | ASME= 5.167, EN1993= 9.521, JIS(L)= 17.485, JIS(S)= 26.227 | ||||
| 3 | A537-CL2+S5 | 2.990 | 16.520 | 15.320 | 97.852 | 3488.41 | 22.581 | 17.655 | 34.00 (＋11.42) | 178.832 | 34.0 (0.0) | 91 | 215 | 32.5 | 0.000912 | 703.696 | 7279856 | (-) 30.808 | 3488.408 | -0.948 | 107.336 | 165.474 | 0.6487 | 0.5029 | 11.314 | 5.690 | 0.167 < 1.0 OK | ASME= 5.845, EN1993= 11.252, JIS(L)= 20.664, JIS(S)= 30.996 | ||||
| 2 | A537-CL2+S5 | 2.990 | 19.510 | 18.310 | 115.562 | 4119.78 | 26.397 | 21.101 | 38.00 (＋11.6) | 199.888 | 38.0 (0.0) | 68 | 124 | 36.5 | 0.001024 | 903.584 | 8175838 | (-) 39.559 | 4119.785 | -1.084 | 112.871 | 165.474 | 0.6821 | 0.4658 | 12.706 | 5.919 | 0.183 < 1.0 OK | ASME= 6.081, EN1993= 12.636, JIS(L)= 23.207, JIS(S)= 34.811 | ||||
| 1 | A537-CL2+S5 | 2.990 | 22.500 | 21.300 | 133.272 | 4751.16 | 30.212 | 24.546 | 41.00 (＋10.79) | 215.664 | 41.0 (0.0) | 56 | 56 | 39.5 | 0.001108 | 1119.248 | 8847824 | (-) 49.001 | 4751.161 | -1.241 | 120.283 | 165.474 | 0.7269 | 0.4135 | 13.751 | 5.686 | 0.218 < 1.0 OK | ASME= 5.841, EN1993= 13.675, JIS(L)= 25.115, JIS(S)= 37.672 | ||||
| ∑W, Hd, Ht(m)= | 24.800 | 22.500 | 21.300 | Total Net Weight, NetWt = | 1119.248 | Ton | ∑Wtr= | 4.467 | (m) | |||||||||||||||||||||||
| Total Gross Weight, GrsWt = | 1156.916 | Ton | ||||||||||||||||||||||||||||||
| Equivalent Shell Nominal Thickness (평균두께 부식전) | 25.665 | mm | Without CA | |||||||||||||||||||||||||||||
| Equivalent Shell Corroded Thickness (평균두께 부식후) | 24.165 | mm | With CA | |||||||||||||||||||||||||||||
| Shell Gravity Center from Bottom,(PV Hanbook : 434 Page) Xs = (Aa+Ba+Ca...Z) / (A+B+C..Z) =9.482 [m] | 9.482 | m | ||||||||||||||||||||||||||||||
[rvBottom] = tid = 4, tdFoot[1] = 30.212 (mm), tuFoot[1] = 41.0 (mm)
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
|
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
3.5 Intermediate stiffener Calculation ( as per EN 14620-2 SEC. 5.2.1.1.2)
3.5.1) The maximum height of unstiffened side wall (Ls) (equ. 18. 10)
According to “Collapse by instability of thin cylindrical shell under external pressure”
by D. F. Windenburg and C. Trilling. Refer to Guide to STORAGE TANK & EQUIPMENT, Bob Long
The David Taylor model basin Formula is used to decide upon the pitching of the stiffeners on the tank shell.
This is taken from the work of Windenburg and Trilling (Reference 18.4), some of which is based on test work
carried out on behalf of the US Navy as far back as 1929.
3.5.2) The number of stiffeners required to stabilise the shell is given by : (equ. 18. 11)
3.5.3) Start - Summary of Inner Stiffer Rings
|
3.5.1) The maximum height of unstiffened side wall (Ls) (equ. 18. 10)
According to “Collapse by instability of thin cylindrical shell under external pressure”
by D. F. Windenburg and C. Trilling. Refer to Guide to STORAGE TANK & EQUIPMENT, Bob Long
The David Taylor model basin Formula is used to decide upon the pitching of the stiffeners on the tank shell.
This is taken from the work of Windenburg and Trilling (Reference 18.4), some of which is based on test work
carried out on behalf of the US Navy as far back as 1929.
|
Ns = (He / Ls) - 1 = (4467 / 1335) - 1 = 2.346, Ns = 3 EA
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
[RRR-START]
| Stiff, No. | Shell Course No. | t-CA (mm) | ▼ Location Actual (mm) | ▽ Location Transforged (mm) | HTs < Ls (mm) | Stiff Pitch L1(mm) | Stiff Pitch L2 (mm) | Average Pitch La=(L1+L2)/2 (mm) | Stiffener Ring Size | Ireq < Iact OK (cm4) | Areq < Aact OK (cm2) | Stiffener Ring Weight (Ton) | ||
| Top #4 | 9 th | 8.02 | ▼ 24550 | ▽ 4217 | 866 < 1335 | 979 | 0 | 979 | L450x9.525+120x9.525 | 13983 | < 17841 OK | 104.79 | > 58.02 NG | 9.474 |
| #3 | 8 th | 10.50 | ▼ 23571 | ▽ 3351 | 1117 < 1335 | 341 | 979 | 660 | FB 150x12 | 744 | < 1000 OK | 5.58 | < 90.47 OK | 3.158 |
| #2 | 8 th | 10.50 | ▼ 23230 | ▽ 2234 | 1117 < 1335 | 2649 | 341 | 1495 | FB 190x12 | 1686 | < 1928 OK | 12.63 | < 94.07 OK | 3.998 |
| #1 | 7 th | 12.50 | ▼ 20581 | ▽ 1117 | 1117 < 1335 | 20581 | 2649 | 11615 | T350x15+175x15 | 13098 | < 28867 OK | 98.16 | < 161.38 OK | 13.756 |
| Stiffener Ring Net Weight (Ton) | 30.386 | |||||||||||||
La : Actual height of the tank associated with the particular stiffener
(Acutal distance of stiffener & stiffener or stiffener & top shell)
Tav : Average thickness of inner shell plate with corrosion, Tav =24.165 mm
Fa : Allowable Compressive Stress, 15,000 psi, Fa = 103.421 MPa
Nwave : Calculate the number of buckling waves,
| Nwave = |
| = 103.539 < 100, N = Min( √Nwave, 10 ) = 10 |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| No. | b | d | A=b×d | y | A×y | h = y-C1 | Ah² | Ig=b×d³/12 | SKETCH |
| cm | cm | cm² | cm | cm³ | (cm) | cm⁴ | cm⁴ | | |
| 3 | 12.0 | 0.65 | 7.83 | 45.3263 | 354.9 | 27.68 | 5998.47 | 0.28 | |
| 2 | 0.65 | 44.2 | 28.84 | 22.9013 | 660.47 | 5.25 | 795.9 | 4694.53 | |
| Shell | 26.6 | 0.803 | 21.35 | 0.4013 | 8.57 | -17.25 | 6350.53 | 1.15 | |
| SUM | ∑ = | 58.02 | 1023.95 | 13144.9 | 4695.96 |
| C1 | = ∑(AY) / ∑(A) (무게중심 위치) | C1 = | 17.648 | cm | 무게중심에서 FLANGE 하단 까지 떨어진 거리 |
| C2 | = H - C1 | C2 = | 28.005 | cm | 무게중심에서 FLANGE 상단 까지 떨어진 거리 |
| ∑(A) | = Sum of Section Area (단면적) | ∑(A)= | 58.02 | cm² | 단면적 (빗금전체) |
| Ix | = ∑(Ah²) + ∑(Ig) | Ix = | 17840.86 | cm⁴ | X축 단면2차모멘트 (Moment of inertia) |
| Zx | = Ix / Max(C1, C2) | Zx = | 637.06 | cm³ | X축 단면계수 (Section Modulus) |
| Zmax | = Ix / Min(C1, C2) | Zmax = | 1010.93 | cm³ | X축 (최대) 단면계수 |
| Rx | = SQRT( Ix / A ) | Rx = | 17.54 | cm | X축 회전반경 |
| Ry | = SQRT( Iy / A ) | Ry = | 4.83 | cm | Y축 회전반경 |
| Section Area(Shell 포함) | Sarea = | 58.02 | cm² | Section Area(Shell 포함) | |
| Ring 단면적 (Shell 제외) | ARing = | 36.67 | cm² | Ring 단면적 (Shell 제외) | |
| Ring 원주길이 | Leng = | 223.94 | m | Ring 길이(m) = 3.141592×(Di-C1) | |
| Ring 단위중량 (kg/m), | WTm = | 28.79 | kg/m | 단위중량(kg/m) | |
| Ring Weight, Shell(1) 제외 중량 | WT = | 6446.3 | kg | Ring 1 PCS 중량(kg) | |
| No. | b | d | A=b×d | y | A×y | h = y-C1 | Ah² | Ig=b×d³/12 | SKETCH |
| cm | cm | cm² | cm | cm³ | (cm) | cm⁴ | cm⁴ | | |
| 2 | 0.9 | 15.0 | 13.5 | 8.55 | 115.43 | 6.83 | 629.39 | 253.13 | |
| 1 | 73.3 | 1.05 | 76.97 | 0.525 | 40.41 | -1.2 | 110.28 | 7.07 | |
| SUM | ∑ = | 90.47 | 155.83 | 739.67 | 260.2 |
| C1 | = ∑(AY) / ∑(A) (무게중심 위치) | C1 = | 1.722 | cm | 무게중심에서 FLANGE 하단 까지 떨어진 거리 |
| C2 | = H - C1 | C2 = | 14.328 | cm | 무게중심에서 FLANGE 상단 까지 떨어진 거리 |
| ∑(A) | = Sum of Section Area (단면적) | ∑(A)= | 90.47 | cm² | 단면적 (빗금전체) |
| Ix | = ∑(Ah²) + ∑(Ig) | Ix = | 999.87 | cm⁴ | X축 단면2차모멘트 (Moment of inertia) |
| Zx | = Ix / Max(C1, C2) | Zx = | 69.78 | cm³ | X축 단면계수 (Section Modulus) |
| Zmax | = Ix / Min(C1, C2) | Zmax = | 580.65 | cm³ | X축 (최대) 단면계수 |
| Rx | = SQRT( Ix / A ) | Rx = | 3.32 | cm | X축 회전반경 |
| Ry | = SQRT( Iy / A ) | Ry = | 19.52 | cm | Y축 회전반경 |
| Section Area(Shell 포함) | Sarea = | 90.47 | cm² | Section Area(Shell 포함) | |
| Ring 단면적 (Shell 제외) | ARing = | 13.5 | cm² | Ring 단면적 (Shell 제외) | |
| Ring 원주길이 | Leng = | 223.99 | m | Ring 길이(m) = 3.141592×(Di-C1) | |
| Ring 단위중량 (kg/m), | WTm = | 10.6 | kg/m | 단위중량(kg/m) | |
| Ring Weight, Shell(1) 제외 중량 | WT = | 2373.7 | kg | Ring 1 PCS 중량(kg) | |
No. [#2] Stiffener Ring Size : FB 190x12 (CA : 1.5 mm) b1 = 2×13.4×√(D×tc) mm
| No. | b | d | A=b×d | y | A×y | h = y-C1 | Ah² | Ig=b×d³/12 | SKETCH |
| cm | cm | cm² | cm | cm³ | (cm) | cm⁴ | cm⁴ | | |
| 2 | 0.9 | 19.0 | 17.1 | 10.55 | 180.41 | 8.2 | 1150.65 | 514.43 | |
| 1 | 73.3 | 1.05 | 76.97 | 0.525 | 40.41 | -1.82 | 255.52 | 7.07 | |
| SUM | ∑ = | 94.07 | 220.81 | 1406.16 | 521.5 |
| C1 | = ∑(AY) / ∑(A) (무게중심 위치) | C1 = | 2.347 | cm | 무게중심에서 FLANGE 하단 까지 떨어진 거리 |
| C2 | = H - C1 | C2 = | 17.703 | cm | 무게중심에서 FLANGE 상단 까지 떨어진 거리 |
| ∑(A) | = Sum of Section Area (단면적) | ∑(A)= | 94.07 | cm² | 단면적 (빗금전체) |
| Ix | = ∑(Ah²) + ∑(Ig) | Ix = | 1927.66 | cm⁴ | X축 단면2차모멘트 (Moment of inertia) |
| Zx | = Ix / Max(C1, C2) | Zx = | 108.89 | cm³ | X축 단면계수 (Section Modulus) |
| Zmax | = Ix / Min(C1, C2) | Zmax = | 821.33 | cm³ | X축 (최대) 단면계수 |
| Rx | = SQRT( Ix / A ) | Rx = | 4.53 | cm | X축 회전반경 |
| Ry | = SQRT( Iy / A ) | Ry = | 19.14 | cm | Y축 회전반경 |
| Section Area(Shell 포함) | Sarea = | 94.07 | cm² | Section Area(Shell 포함) | |
| Ring 단면적 (Shell 제외) | ARing = | 17.1 | cm² | Ring 단면적 (Shell 제외) | |
| Ring 원주길이 | Leng = | 223.99 | m | Ring 길이(m) = 3.141592×(Di-C1) | |
| Ring 단위중량 (kg/m), | WTm = | 13.42 | kg/m | 단위중량(kg/m) | |
| Ring Weight, Shell(1) 제외 중량 | WT = | 3006.7 | kg | Ring 1 PCS 중량(kg) | |
No. [#1] Stiffener Ring Size : T350x15+175x15 (CA : 1.5 mm) b1 = 2×13.4×√(D×tc) mm
| No. | b | d | A=b×d | y | A×y | h = y-C1 | Ah² | Ig=b×d³/12 | SKETCH |
| cm | cm | cm² | cm | cm³ | (cm) | cm⁴ | cm⁴ |  | |
| 3 | 17.5 | 1.2 | 21.0 | 35.5 | 745.5 | 25.97 | 14164.35 | 2.52 | |
| 2 | 1.2 | 33.65 | 40.38 | 18.075 | 729.87 | 8.55 | 2949.12 | 3810.27 | |
| Shell | 80.0 | 1.25 | 100.0 | 0.625 | 62.5 | -8.9 | 7928.12 | 13.02 | |
| SUM | ∑ = | 161.38 | 1537.87 | 25041.59 | 3825.81 |
| C1 | = ∑(AY) / ∑(A) (무게중심 위치) | C1 = | 9.529 | cm | 무게중심에서 FLANGE 하단 까지 떨어진 거리 |
| C2 | = H - C1 | C2 = | 26.571 | cm | 무게중심에서 FLANGE 상단 까지 떨어진 거리 |
| ∑(A) | = Sum of Section Area (단면적) | ∑(A)= | 161.38 | cm² | 단면적 (빗금전체) |
| Ix | = ∑(Ah²) + ∑(Ig) | Ix = | 28867.39 | cm⁴ | X축 단면2차모멘트 (Moment of inertia) |
| Zx | = Ix / Max(C1, C2) | Zx = | 1086.42 | cm³ | X축 단면계수 (Section Modulus) |
| Zmax | = Ix / Min(C1, C2) | Zmax = | 3029.43 | cm³ | X축 (최대) 단면계수 |
| Rx | = SQRT( Ix / A ) | Rx = | 13.37 | cm | X축 회전반경 |
| Ry | = SQRT( Iy / A ) | Ry = | 18.27 | cm | Y축 회전반경 |
| Section Area(Shell 포함) | Sarea = | 161.38 | cm² | Section Area(Shell 포함) | |
| Ring 단면적 (Shell 제외) | ARing = | 61.38 | cm² | Ring 단면적 (Shell 제외) | |
| Ring 원주길이 | Leng = | 223.97 | m | Ring 길이(m) = 3.141592×(Di-C1) | |
| Ring 단위중량 (kg/m), | WTm = | 48.18 | kg/m | 단위중량(kg/m) | |
| Ring Weight, Shell(1) 제외 중량 | WT = | 10791.4 | kg | Ring 1 PCS 중량(kg) | |
[RRR-END]
[RPT_RESULT[10] = BUCKLING_CALC() [
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
at[at[0].tid].in_OR_out=[0]
| No, | Load Combination for Buckling Stress Check | ||
| 1 | DL + Pg + PL | DL = Dead Load = Shell and Roof Weight | Design Pressure (100%) + Full Liquid(DLL) |
| 2 | DL + Po | DL + Operating Pressure, Po = (0.005 MPa) | Operating + Operating Pressure |
| 3 | DL | Shutdown ( Construction ) | Shutdown ( 0 × Pg + Empty(=zero DLL) |
| 4 | DL + Pg | DL + Design Pressure, Pg = (0.0 MPa) | Shutdown + 100% Design Pressure (1.0×Pg+DL+Empty) |
| 5 | DL + HT | DL + Hydrostatic-Test(F/W + 1.25×Pg) | Hydrostatic(F/W=HTL) + Pneumatic Pressure (1.25×Pg) |
| 6 | DL + PT | DL + Pneumatic Test(=1.5×Pg+Empty) | Pneumatic Test Pressure (1.5×Pg+DL+Empty) |
| 7 | DL + W | DL + Wind Force (Tank Up-lift) | Wind Pressure(Up Lift Force Auto Calc.) |
| 8 | DL+Pg+Lr+0.1×S | DL + Lr(=20 psf) + S(=1000 kg/m²) | Design Pressure (100%) + Lr(20psf) + 10% Snow Load |
| 9 | DL + Pe | DL + Pe( External Pressure = -50 mmWTR) | Vacuum Pressure (-50 mmWTR) |
[Check Condition : CASE 1 / 9], Design Pressure (100%) + Full Liquid(DLL) Pg= 0.0 (kPa), DLL = 22.5 (m), SG = 0.604, Wr = 0.0(Ton)
| Design Condition DLL= 22500 (mm), Tank No. : CAP2 Propane(C3/C4) API 620 INNER TANK | Tank D= 71300, R= 35650 (mm) Wroof = [0.0] Ton] | Total Roof Load : Wsum = [ 0.0 ] Ton Wroof = [0.0] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [0.0] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (＋인장) Stress Ratio SR = St / Sts SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 0.000 | Ton | Wsum = | 0.000 | Ton | ||||||||||||||||||||
| 9 | A537-CL2+S5 | 880 | 0.0 | 0.000 | -0.645 | td > tu NG! 9.52 (－0.00) | 14.736 | 8.03 | 0.000225 | 14.736 | 1797564 | －0.080 (압축) | ＋0.000 (인장) | 165.474 | 0.0000 | 1.0000 | 2.794 | 2.794 | 0.029 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [0.08] MPa < σeq_allow | Sca_620=M·Scs= 1.000×2.794= 2.794 (MPa) | σx,Rcr = 2.724 (MPa) | ||||
| 8 | A537-CL2+S5 | 2990 | 1.570 | 9.299 | 9.299 | 331.525 | 162.355 | 3.503 | < | 12.00 (＋2.47) | 63.104 | 10.5 | 0.000295 | 77.840 | 2351953 | ＋15.462 (인장) | ＋31.574 (인장) | St[8] : 31.574 / 165.474(Sts) = | 0.191 < 1.0 OK | σeq = [27.346] MPa < σeq_allow | Sca_620=M·Scs= 0.891×3.655= 3.256 (MPa) | σx,Rcr = 3.564 (MPa) | |||||
| 7 | A537-CL2+S5 | 2990 | 4.560 | 27.010 | 27.01 | 962.902 | 474.820 | 7.319 | < | 14.00 (＋4.47) | 73.616 | 12.5 | 0.000351 | 151.456 | 2799944 | ＋37.986 (인장) | ＋77.032 (인장) | St[7] : 77.032 / 165.474(Sts) = | 0.466 < 1.0 OK | σeq = [66.714] MPa < σeq_allow | Sca_620=M·Scs= 0.682×4.352= 2.969 (MPa) | σx,Rcr = 4.243 (MPa) | |||||
| 6 | A537-CL2+S5 | 2990 | 7.550 | 44.720 | 44.72 | 1594.278 | 786.364 | 11.135 | < | 18.00 (＋6.86) | 94.656 | 16.5 | 0.000463 | 246.112 | 3695927 | ＋47.658 (인장) | ＋96.623 (인장) | St[6] : 96.623 / 165.474(Sts) = | 0.584 < 1.0 OK | σeq = [83.68] MPa < σeq_allow | Sca_620=M·Scs= 0.571×5.744= 3.278 (MPa) | σx,Rcr = 5.600 (MPa) | |||||
| 5 | A537-CL2+S5 | 2990 | 10.540 | 62.431 | 62.431 | 2225.655 | 1096.526 | 14.950 | < | 24.00 (＋9.05) | 126.224 | 22.5 | 0.000631 | 372.336 | 5039900 | ＋48.734 (인장) | ＋98.918 (인장) | St[5] : 98.918 / 165.474(Sts) = | 0.598 < 1.0 OK | σeq = [85.669] MPa < σeq_allow | Sca_620=M·Scs= 0.557×7.833= 4.360 (MPa) | σx,Rcr = 7.637 (MPa) | |||||
| 4 | A537-CL2+S5 | 2990 | 13.530 | 80.141 | 80.141 | 2857.031 | 1405.537 | 18.766 | < | 29.00 (＋10.23) | 152.528 | 27.5 | 0.000771 | 524.864 | 6159878 | ＋51.110 (인장) | ＋103.892 (인장) | St[4] : 103.892 / 165.474(Sts) = | 0.628 < 1.0 OK | σeq = [89.977] MPa < σeq_allow | Sca_620=M·Scs= 0.525×9.573= 5.029 (MPa) | σx,Rcr = 9.334 (MPa) | |||||
| 3 | A537-CL2+S5 | 2990 | 16.520 | 97.852 | 97.852 | 3488.407 | 1713.395 | 22.581 | < | 34.00 (＋11.42) | 178.832 | 32.5 | 0.000912 | 703.696 | 7279856 | ＋52.720 (인장) | ＋107.336 (인장) | St[3] : 107.336 / 165.474(Sts) = | 0.649 < 1.0 OK | σeq = [92.96] MPa < σeq_allow | Sca_620=M·Scs= 0.503×11.314= 5.691 (MPa) | σx,Rcr = 11.031 (MPa) | |||||
| 2 | A537-CL2+S5 | 2990 | 19.510 | 115.562 | 115.562 | 4119.784 | 2020.332 | 26.397 | < | 38.00 (＋11.60) | 199.888 | 36.5 | 0.001024 | 903.584 | 8175838 | ＋55.352 (인장) | ＋112.871 (인장) | St[2] : 112.871 / 165.474(Sts) = | 0.682 < 1.0 OK | σeq = [97.755] MPa < σeq_allow | Sca_620=M·Scs= 0.466×12.706= 5.919 (MPa) | σx,Rcr = 12.388 (MPa) | |||||
| 1 | A537-CL2+S5 | 2990 | 22.500 | 133.272 | 133.272 | 4751.160 | 2326.579 | 30.212 | < | 41.00 (＋10.79) | 215.664 | 39.5 | 0.001108 | 1119.248 | 8847824 | ＋58.901 (인장) | ＋120.283 (인장) | St[1] : 120.283 / 165.474(Sts) = | 0.727 < 1.0 OK | σeq = [104.175] MPa < σeq_allow | Sca_620=M·Scs= 0.414×13.751= 5.687 (MPa) | σx,Rcr = 13.407 (MPa) | |||||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 2 / 9], Operating + Operating Pressure Pg= 0.0 (kPa), DLL = 22.5 (m), SG = 0.604, Wr = 0.0(Ton)
| Design Condition DLL= 22500 (mm), Tank No. : CAP2 Propane(C3/C4) API 620 INNER TANK | Tank D= 71300, R= 35650 (mm) Wroof = [0.0] Ton] | Total Roof Load : Wsum = [ 0.0 ] Ton Wroof = [0.0] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [0.0] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (＋인장) Stress Ratio SR = St / Sts SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 0.000 | Ton | Wsum = | 0.000 | Ton | ||||||||||||||||||||
| 9 | A537-CL2+S5 | 880 | 0.0 | 0.000 | -0.645 | td > tu NG! 9.52 (－0.00) | 14.736 | 8.03 | 0.000225 | 14.736 | 1797564 | －0.080 (압축) | ＋0.000 (인장) | 165.474 | 0.0000 | 1.0000 | 2.794 | 2.794 | 0.029 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [0.08] MPa < σeq_allow | Sca_620=M·Scs= 1.000×2.794= 2.794 (MPa) | σx,Rcr = 2.724 (MPa) | ||||
| 8 | A537-CL2+S5 | 2990 | 1.570 | 9.299 | 9.299 | 331.525 | 162.355 | 3.503 | < | 12.00 (＋2.47) | 63.104 | 10.5 | 0.000295 | 77.840 | 2351953 | ＋15.462 (인장) | ＋31.574 (인장) | St[8] : 31.574 / 165.474(Sts) = | 0.191 < 1.0 OK | σeq = [27.346] MPa < σeq_allow | Sca_620=M·Scs= 0.891×3.655= 3.256 (MPa) | σx,Rcr = 3.564 (MPa) | |||||
| 7 | A537-CL2+S5 | 2990 | 4.560 | 27.010 | 27.01 | 962.902 | 474.820 | 7.319 | < | 14.00 (＋4.47) | 73.616 | 12.5 | 0.000351 | 151.456 | 2799944 | ＋37.986 (인장) | ＋77.032 (인장) | St[7] : 77.032 / 165.474(Sts) = | 0.466 < 1.0 OK | σeq = [66.714] MPa < σeq_allow | Sca_620=M·Scs= 0.682×4.352= 2.969 (MPa) | σx,Rcr = 4.243 (MPa) | |||||
| 6 | A537-CL2+S5 | 2990 | 7.550 | 44.720 | 44.72 | 1594.278 | 786.364 | 11.135 | < | 18.00 (＋6.86) | 94.656 | 16.5 | 0.000463 | 246.112 | 3695927 | ＋47.658 (인장) | ＋96.623 (인장) | St[6] : 96.623 / 165.474(Sts) = | 0.584 < 1.0 OK | σeq = [83.68] MPa < σeq_allow | Sca_620=M·Scs= 0.571×5.744= 3.278 (MPa) | σx,Rcr = 5.600 (MPa) | |||||
| 5 | A537-CL2+S5 | 2990 | 10.540 | 62.431 | 62.431 | 2225.655 | 1096.526 | 14.950 | < | 24.00 (＋9.05) | 126.224 | 22.5 | 0.000631 | 372.336 | 5039900 | ＋48.734 (인장) | ＋98.918 (인장) | St[5] : 98.918 / 165.474(Sts) = | 0.598 < 1.0 OK | σeq = [85.669] MPa < σeq_allow | Sca_620=M·Scs= 0.557×7.833= 4.360 (MPa) | σx,Rcr = 7.637 (MPa) | |||||
| 4 | A537-CL2+S5 | 2990 | 13.530 | 80.141 | 80.141 | 2857.031 | 1405.537 | 18.766 | < | 29.00 (＋10.23) | 152.528 | 27.5 | 0.000771 | 524.864 | 6159878 | ＋51.110 (인장) | ＋103.892 (인장) | St[4] : 103.892 / 165.474(Sts) = | 0.628 < 1.0 OK | σeq = [89.977] MPa < σeq_allow | Sca_620=M·Scs= 0.525×9.573= 5.029 (MPa) | σx,Rcr = 9.334 (MPa) | |||||
| 3 | A537-CL2+S5 | 2990 | 16.520 | 97.852 | 97.852 | 3488.407 | 1713.395 | 22.581 | < | 34.00 (＋11.42) | 178.832 | 32.5 | 0.000912 | 703.696 | 7279856 | ＋52.720 (인장) | ＋107.336 (인장) | St[3] : 107.336 / 165.474(Sts) = | 0.649 < 1.0 OK | σeq = [92.96] MPa < σeq_allow | Sca_620=M·Scs= 0.503×11.314= 5.691 (MPa) | σx,Rcr = 11.031 (MPa) | |||||
| 2 | A537-CL2+S5 | 2990 | 19.510 | 115.562 | 115.562 | 4119.784 | 2020.332 | 26.397 | < | 38.00 (＋11.60) | 199.888 | 36.5 | 0.001024 | 903.584 | 8175838 | ＋55.352 (인장) | ＋112.871 (인장) | St[2] : 112.871 / 165.474(Sts) = | 0.682 < 1.0 OK | σeq = [97.755] MPa < σeq_allow | Sca_620=M·Scs= 0.466×12.706= 5.919 (MPa) | σx,Rcr = 12.388 (MPa) | |||||
| 1 | A537-CL2+S5 | 2990 | 22.500 | 133.272 | 133.272 | 4751.160 | 2326.579 | 30.212 | < | 41.00 (＋10.79) | 215.664 | 39.5 | 0.001108 | 1119.248 | 8847824 | ＋58.901 (인장) | ＋120.283 (인장) | St[1] : 120.283 / 165.474(Sts) = | 0.727 < 1.0 OK | σeq = [104.175] MPa < σeq_allow | Sca_620=M·Scs= 0.414×13.751= 5.687 (MPa) | σx,Rcr = 13.407 (MPa) | |||||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 8 / 9], Design Pressure (100%) + Lr(20psf) + 10% Snow Load Pg= 0.0 (kPa), DLL = 22.5 (m), SG = 0.604, Lr = 102(kg/m²)×A(m²)= 399.27(Ton), Wr = 399.27(Ton)
| Design Condition DLL= 22500 (mm), Tank No. : CAP2 Propane(C3/C4) API 620 INNER TANK | Tank D= 71300, R= 35650 (mm) Wroof = [399.27] Ton] | Total Roof Load : Wsum = [ 399.27 ] Ton Wroof = [399.27] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [399.27] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (＋인장) Stress Ratio SR = St / Sts SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 399.270 | Ton | Wsum = | 399.270 | Ton | ||||||||||||||||||||
| 9 | A537-CL2+S5 | 880 | 0.0 | 0.000 | -18.125 | td > tu NG! 9.52 (－0.00) | 14.736 | 8.03 | 0.000225 | 414.006 | 1797564 | －2.259 (압축) | ＋0.000 (인장) | 165.474 | 0.0000 | 1.0000 | 2.794 | 2.794 | 0.808 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [2.259] MPa < σeq_allow | Sca_620=M·Scs= 1.000×2.794= 2.794 (MPa) | σx,Rcr = 2.724 (MPa) | ||||
| 8 | A537-CL2+S5 | 2990 | 1.570 | 9.299 | 9.299 | 331.525 | 144.875 | 3.503 | < | 12.00 (＋2.47) | 63.104 | 10.5 | 0.000295 | 477.110 | 2351953 | ＋13.798 (인장) | ＋31.574 (인장) | St[8] : 31.574 / 165.474(Sts) = | 0.191 < 1.0 OK | σeq = [27.416] MPa < σeq_allow | Sca_620=M·Scs= 0.891×3.655= 3.256 (MPa) | σx,Rcr = 3.564 (MPa) | |||||
| 7 | A537-CL2+S5 | 2990 | 4.560 | 27.010 | 27.01 | 962.902 | 457.340 | 7.319 | < | 14.00 (＋4.47) | 73.616 | 12.5 | 0.000351 | 550.726 | 2799944 | ＋36.587 (인장) | ＋77.032 (인장) | St[7] : 77.032 / 165.474(Sts) = | 0.466 < 1.0 OK | σeq = [66.74] MPa < σeq_allow | Sca_620=M·Scs= 0.682×4.352= 2.969 (MPa) | σx,Rcr = 4.243 (MPa) | |||||
| 6 | A537-CL2+S5 | 2990 | 7.550 | 44.720 | 44.72 | 1594.278 | 768.884 | 11.135 | < | 18.00 (＋6.86) | 94.656 | 16.5 | 0.000463 | 645.382 | 3695927 | ＋46.599 (인장) | ＋96.623 (인장) | St[6] : 96.623 / 165.474(Sts) = | 0.584 < 1.0 OK | σeq = [83.695] MPa < σeq_allow | Sca_620=M·Scs= 0.571×5.744= 3.278 (MPa) | σx,Rcr = 5.600 (MPa) | |||||
| 5 | A537-CL2+S5 | 2990 | 10.540 | 62.431 | 62.431 | 2225.655 | 1079.046 | 14.950 | < | 24.00 (＋9.05) | 126.224 | 22.5 | 0.000631 | 771.606 | 5039900 | ＋47.958 (인장) | ＋98.918 (인장) | St[5] : 98.918 / 165.474(Sts) = | 0.598 < 1.0 OK | σeq = [85.679] MPa < σeq_allow | Sca_620=M·Scs= 0.557×7.833= 4.360 (MPa) | σx,Rcr = 7.637 (MPa) | |||||
| 4 | A537-CL2+S5 | 2990 | 13.530 | 80.141 | 80.141 | 2857.031 | 1388.056 | 18.766 | < | 29.00 (＋10.23) | 152.528 | 27.5 | 0.000771 | 924.134 | 6159878 | ＋50.475 (인장) | ＋103.892 (인장) | St[4] : 103.892 / 165.474(Sts) = | 0.628 < 1.0 OK | σeq = [89.985] MPa < σeq_allow | Sca_620=M·Scs= 0.525×9.573= 5.029 (MPa) | σx,Rcr = 9.334 (MPa) | |||||
| 3 | A537-CL2+S5 | 2990 | 16.520 | 97.852 | 97.852 | 3488.407 | 1695.915 | 22.581 | < | 34.00 (＋11.42) | 178.832 | 32.5 | 0.000912 | 1102.966 | 7279856 | ＋52.182 (인장) | ＋107.336 (인장) | St[3] : 107.336 / 165.474(Sts) = | 0.649 < 1.0 OK | σeq = [92.967] MPa < σeq_allow | Sca_620=M·Scs= 0.503×11.314= 5.691 (MPa) | σx,Rcr = 11.031 (MPa) | |||||
| 2 | A537-CL2+S5 | 2990 | 19.510 | 115.562 | 115.562 | 4119.784 | 2002.852 | 26.397 | < | 38.00 (＋11.60) | 199.888 | 36.5 | 0.001024 | 1302.854 | 8175838 | ＋54.873 (인장) | ＋112.871 (인장) | St[2] : 112.871 / 165.474(Sts) = | 0.682 < 1.0 OK | σeq = [97.761] MPa < σeq_allow | Sca_620=M·Scs= 0.466×12.706= 5.919 (MPa) | σx,Rcr = 12.388 (MPa) | |||||
| 1 | A537-CL2+S5 | 2990 | 22.500 | 133.272 | 133.272 | 4751.160 | 2309.098 | 30.212 | < | 41.00 (＋10.79) | 215.664 | 39.5 | 0.001108 | 1518.518 | 8847824 | ＋58.458 (인장) | ＋120.283 (인장) | St[1] : 120.283 / 165.474(Sts) = | 0.727 < 1.0 OK | σeq = [104.181] MPa < σeq_allow | Sca_620=M·Scs= 0.414×13.751= 5.687 (MPa) | σx,Rcr = 13.407 (MPa) | |||||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 9 / 9], Vacuum Pressure (-50 mmWTR) Pe= -0.5 (kPa), DLL = 0 (m), SG = 0.604, Lr = 102(kg/m²)×A(m²)= 399.27(Ton), Wr = 399.27(Ton)
| Design Condition DLL= 22500 (mm), Tank No. : CAP2 Propane(C3/C4) API 620 INNER TANK | Tank D= 71300, R= 35650 (mm) Wroof = [399.27] Ton] | Total Roof Load : Wsum = [ 399.27 ] Ton Wroof = [399.27] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [399.27] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (－압축) Stress Ratio SR = Sc / Sca SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 399.270 | Ton | Wsum = | 399.270 | Ton | ||||||||||||||||||||
| 9 | A537-CL2+S5 | 880 | -0.5 | -17.825 | -27.038 | td > tu NG! 9.52 (－0.00) | 14.736 | 8.03 | 0.000225 | 414.006 | 1797564 | －3.369 (압축) | －2.221 (압축) | 165.474 | 0.0000 | 1.0000 | 2.794 | 1.552 | 2.171 > 1.0 NG | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [2.967] MPa < σeq_allow | Sca_620=M·Scs= 1.000×2.794= 1.552 (MPa) | σx,Rcr = 2.724 (MPa) | ||||
| 8 | A537-CL2+S5 | 2990 | -0.5 | -17.825 | -29.801 | 12.00 (＋2.47) | 63.104 | 10.5 | 0.000295 | 477.110 | 2351953 | －2.838 (압축) | －1.698 (압축) | 0.0000 | 1.0000 | 3.655 | 2.031 | 1.398 > 1.0 NG | σeq = [2.474] MPa < σeq_allow | Sca_620=M·Scs= 1.000×3.655= 2.031 (MPa) | σx,Rcr = 3.564 (MPa) | ||||||
| 7 | A537-CL2+S5 | 2990 | -0.5 | -17.825 | -33.024 | 14.00 (＋4.47) | 73.616 | 12.5 | 0.000351 | 550.726 | 2799944 | －2.642 (압축) | －1.426 (압축) | 0.0000 | 1.0000 | 4.352 | 2.418 | 1.093 > 1.0 NG | σeq = [2.29] MPa < σeq_allow | Sca_620=M·Scs= 1.000×4.352= 2.418 (MPa) | σx,Rcr = 4.243 (MPa) | ||||||
| 6 | A537-CL2+S5 | 2990 | -0.5 | -17.825 | -37.168 | 18.00 (＋6.86) | 94.656 | 16.5 | 0.000463 | 645.382 | 3695927 | －2.253 (압축) | －1.080 (압축) | 0.0000 | 1.0000 | 5.744 | 3.191 | 0.706 < 1.0 OK | σeq = [1.951] MPa < σeq_allow | Sca_620=M·Scs= 1.000×5.744= 3.191 (MPa) | σx,Rcr = 5.600 (MPa) | ||||||
| 5 | A537-CL2+S5 | 2990 | -0.5 | -17.825 | -42.694 | 24.00 (＋9.05) | 126.224 | 22.5 | 0.000631 | 771.606 | 5039900 | －1.898 (압축) | －0.792 (압축) | 0.0000 | 1.0000 | 7.833 | 4.352 | 0.436 < 1.0 OK | σeq = [1.651] MPa < σeq_allow | Sca_620=M·Scs= 1.000×7.833= 4.352 (MPa) | σx,Rcr = 7.637 (MPa) | ||||||
| 4 | A537-CL2+S5 | 2990 | -0.5 | -17.825 | -49.372 | 29.00 (＋10.23) | 152.528 | 27.5 | 0.000771 | 924.134 | 6159878 | －1.795 (압축) | －0.648 (압축) | 0.0000 | 1.0000 | 9.573 | 5.318 | 0.338 < 1.0 OK | σeq = [1.575] MPa < σeq_allow | Sca_620=M·Scs= 1.000×9.573= 5.318 (MPa) | σx,Rcr = 9.334 (MPa) | ||||||
| 3 | A537-CL2+S5 | 2990 | -0.5 | -17.825 | -57.201 | 34.00 (＋11.42) | 178.832 | 32.5 | 0.000912 | 1102.966 | 7279856 | －1.760 (압축) | －0.548 (압축) | 0.0000 | 1.0000 | 11.314 | 6.286 | 0.280 < 1.0 OK | σeq = [1.56] MPa < σeq_allow | Sca_620=M·Scs= 1.000×11.314= 6.286 (MPa) | σx,Rcr = 11.031 (MPa) | ||||||
| 2 | A537-CL2+S5 | 2990 | -0.5 | -17.825 | -65.952 | 38.00 (＋11.60) | 199.888 | 36.5 | 0.001024 | 1302.854 | 8175838 | －1.807 (압축) | －0.488 (압축) | 0.0000 | 1.0000 | 12.706 | 7.059 | 0.256 < 1.0 OK | σeq = [1.619] MPa < σeq_allow | Sca_620=M·Scs= 1.000×12.706= 7.059 (MPa) | σx,Rcr = 12.388 (MPa) | ||||||
| 1 | A537-CL2+S5 | 2990 | -0.5 | -17.825 | -75.394 | 41.00 (＋10.79) | 215.664 | 39.5 | 0.001108 | 1518.518 | 8847824 | －1.909 (압축) | －0.451 (압축) | 0.0000 | 1.0000 | 13.751 | 7.639 | 0.250 < 1.0 OK | σeq = [1.728] MPa < σeq_allow | Sca_620=M·Scs= 1.000×13.751= 7.639 (MPa) | σx,Rcr = 13.407 (MPa) | ||||||
| Max. Allowable Compressive Stress(Sca) : | Sca(5.5.4.3 식 적용), T1 < 0 and T2 < 0 일 경우 Sca = 1,000,000 × tc/R × 0.006894757 (MPa) When, 0.00667 < tc/R Sca = 5,650 + 154,200 × tc/R × 0.006894757 (MPa) When, 0.0175 < tc/R Sca = 8,340 × 0.006894757 (MPa) | HELP ; [MATWEB]][CS-2] | [REMARK] | ||||||||||||||||||||||||
| 평가 : (텡크 Shell 압축에 의한 허용압축강도 초과 Sca] Stell 좌굴발생 위험) Nos : | #7 #8 #9 | [REMARK] | |||||||||||||||||||||||||
[END OF RPT_RESULT[10] = BUCKLING_CALC() [
AAA k = 0 = API 650 = k = 0, dCode = 1, AAA D = 71.3 (mm), Hd[0] = 22400.0 (mm) Hd[1] = 22400.0 (mm) Ht[0] = 21300.0 mm
seisResult[1] =
[
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
<canvas name=canvasSpect id=seisDesignSpect_2> <img name=imgvasSpect id=imgsDesignSpect_2>
 |
 |  |
 |  |
기상청 Magnitude 환산 Formula M = 2.0 × [Log10(Sa×980) + 1]
MMI : 수정머칼리 진도척도(Modified Mercalli Intensity(MMI) Scale) [ I ~ XII 까지 12단계 ]
MMI = 3.0 × [Log10(Sa×980) + 0.5]
[지반가속도 와 규모의 관계그래프.xlsx]
출처 : 나무위키 지진
1.[기상청] 지진표준교재
2.[기상청] 중고등교재
3.[기상청] 초등교재
END - [스펙트럼 그래프 그리기]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
DEBUG START 625 at[tid].seisResu[0] = [at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.837, S1 = 0.346, Fa = 1.0956, Fv = 2.616
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.4076x(190,638,818x8.4 + 10,976,073x9.482 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0385x(317,534,288x12.295)]2)
Mrw = 711,202,411 [N-m] = 711,202 [KN-m] = 72,522 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.4076x(190,638,818x28.318 + 10,976,073x9.482 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0385x(317,534,288x12.295)]2)
Ms = 2,263,693,736 [N-m] = 2,263,694 [KN-m] = 230,833 [Ton-m]
Wp = 529,754,401 [N] = 529,754 [KN] = 54,020 [Ton]
Wi = 190,638,818 [N] = 190,639 [KN] = 19,440 [Ton], Xi = 8.4 [m], Wi/Wp = 35.99[%]
Wc = 317,534,288 [N] = 317,534 [KN] = 32,379 [Ton], Xc = 12.295 [m], Wc/Wp = 59.94[%]
Ws = 10,976,073 [N] = 10,976 [KN] = 1119.248 [Ton], Xs = 9.482 [m]
Wr = 0 [N] = 0 [KN] = 0.000 [Ton], Xr = 0 [m]
Wf = 3,219,425 [N] = 3,219 [KN] = 328.290 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 83,490,467 [N] = 83,490 [KN] = 8,514 [Ton]
Vc = 12,225,070 [N] = 12,225 [KN] = 1,247 [Ton]
V = √(Vi²+ Vc²) = 84,380,747 [N] = 84,381 [KN] = 8,604 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 0
Ai=0.4076[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.6034 × ( 4.0 / 9.7028²) × ( 1.5 / 1.5) = 0.0385 [g]
Av= 0.2874 [g]
] END OF DEBUG 625
6.2.4. Seismic Design Acceleration Calculation ( API 620 Annex L )
|
API 620 L.4.3.3 (OLE) Adjustment Factors, ( Factor I , R )
Unless specifically permitted by the regulations, the OLE design forces shall not be adjusted by
an importance factor, I, or force reduction factor, R,
Nor shall the forces be reduced by the 0,7 multiplier (1/1.4) commonly applied
to convert (CLE) Contingency Level Events to ASD methods.
해석 : API 620 L.4.3.3 (OLE) 조정계수, ( OLE I, R 에 대한 특별규정 )
규정에서 특별히 허용하지 않는 한, OLE 설계력은 중요도 계수 I 또는 힘 감소 계수 R에 의해 조정되지 않아야 합니다.
또한 (CLE) 비상 수준 이벤트를 ASD 방법으로 변환하는 데 일반적으로 적용되는 0.7 승수(1/1.4)로 힘을 줄여서는 안 됩니다.
API 620 L.4.4.2 (CLE) Definition Based on ASCE 7 Method (API 650, Annex E)
To utilize API 650, Section E.4 to define the CLE ground motion,
the following modifications shall be made based on the provisions in this annex:
1) Scaling factor, Q = 1.0 , is not applicable and may be set equal to a value of 1.0;
2) Importance factor, I = 1.0
]
SlidingCheck =
[
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4.7 Sliding Resistance
According to API 650 E. 7.6, Total design base shear (horizontal force) V , should be equal
to or smaller than the value Vs obtained as follows;
Vs = μ × (Ws + Wr + Wf + Wp + Wns + Wnr ) × (1.0 - 0.4 × Av)
Where,
Vs = Allowable base shear [N]
μ = Maximum friction coefficient for tank sliding
= tan(30°) / 1.5 = 0.3849 for OBE (According to API620 L4.2.10)
= tan(30°) / 1.0 = 0.5773 for SSE (According to API620 L4.3.3)
Ws = Weight of tank Shell Plate = 10,976,073 [N], Ws = 1119.248 [Ton]
Wr = Weight of tank roof = 0 [N], Wr = 0.0 [Ton]
Wf = Weight of tank bottom = 3,219,425 [N], Wf = 328.29 [Ton]
Wp = Weight of liquid content = 14,195,498 [N], Wp = 1447.538 [Ton]
Total Weight of Steel and Liquid Content,
Wsum = (Ws+Wr+Wf+Wp+Wns+Wnr)= 543,950 kN, Wsum = 55,708,613 [Ton]
Av(OLE) = Vertical seismic acceleration = 0.2757 [g] for OBE
Av(CLE) = Vertical seismic acceleration = 0.2874 [g] for CLE
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.5 = 0.3849 (For OLE)
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.0 = 0.577 (For CLE)
Sliding Resistance (Vs)
Vs (OLE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.3849 × 546,315 × (1.0 - 0.4 × 0.2757) = 187,087 [kN]
Vs (CLE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.577 × 543,950 × (1.0 - 0.4 × 0.2874) = 277,778 [kN]
The following table shows the results.
Table 6.4.9 Result of sliding resistance
| 1. SI Unit Annex R , H = 22.4 m | ||||||||
| Seismic Event | Overturning moment M [kN-m] | Impulsive Base Shear Vi [kN] | Convective Base Shear Vc [kN] | Total Base Shear V =√(Vi²+ Vc²) [kN] | Check >, < | Allowable Base Shear Vs [kN] | Judgment V/Vs < 1.0 OK | Remark |
| OLE | 1,551,293 | 181,722 | 25,264 | 183,469 | < OK | 187,087 | 0.98 < 1.0 OK | |
| CLE | 711,202 | 83,490 | 12,225 | 84,381 | < OK | 277,778 | 0.3 < 1.0 OK | |
| 2. Metric-Ton Unit Annex R , H = 22.4 m | ||||||||
| Seismic Event | Overturning moment M [Ton-m] | Impulsive Base Shear Vi [Ton] | Convective Base Shear Vc [Ton] | Total Base Shear V =√(Vi²+ Vc²) [Ton] | Check >, < | Allowable Base Shear Vs [Ton] | Judgment V/Vs < 1.0 OK | Remark |
| OLE | 158187.9 | 18530.4 | 2576.2 | 18708.7 | < OK | 19077.6 | 0.98 < 1.0 OK | |
| CLE | 72522.5 | 8513.7 | 1246.6 | 8604.4 | < OK | 28325.5 | 0.3 < 1.0 OK | |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
Min. yield strength of annulae plate (A537-CL2+S5), Fy = 414 MPa
Design Internal Pressure, Pg = 0.0 kPa
Tank Dia. D = 71.300 (m), Tank Height Ht = 24.800(m), H = 22.4 (m), Design Liquid Level for Seismic calc,
SG = 0.604, CA = 1.5 (mm)
SEISMIC DESIGN CODE : [ API 650 Annex E / 620 Annex L / SNI-1726-2012, Fa, Fv Table 4, 5 ) ]
SITE Class : [ SE ]
SEISMIC USE GROUP : SUG = [ II ]
Table 4.8 Seismic Dedign Calculation [Inner Tank]
| No. | Description | Symbol | SI Unit [N, mm] | Metric Unit [Ton, m, mm] | Remark | ||||
| OLE | CLE | Unit | OLE | CLE | Unit | ||||
| 1 | Tank Inside-Diameter | D = | 71.300 | 71.300 | m | 55 | |||
| 2 | Tank Shell Height | TankHt = | 24.800 | 24.800 | m | 57 | |||
| 3 | Liquid Level for seismic design (Annex R = DLL) | H = | 22.500 | 22.400 | m | 56 | |||
| 4 | Radio of Tank Diameter(D) per Liquid Level(H) | D / H = | 3.1689 | 3.183 | 58 | ||||
| 5 | Scaling factor ( Q = 2/3 ) | Q = | 2/3 | 2/3 | 17 | ||||
| 6 | Importance Factor | I = | 1 | 1.5 | 20 | ||||
| 7 | Design level peak ground acceleration | Sp(PGA) = | 0.2347 | 0.2446 | g | 16 | |||
| 8 | Spectral acceleration parameter (0.2 sec. period) | Ss = | 0.55 | 0.837 | g | 23 | |||
| 9 | Spectral acceleration parameter (1.0 sec. period) | S1 = | 0.26 | 0.346 | g | 24 | |||
| 10 | Acceleration-based site coeff. (at 0.2sec period) | Fa = | 1.6 | 1.0956 | 6 | ||||
| 11 | Velocity-based site coeff. (at 1.0sec period) | Fv = | 2.96 | 2.616 | 7 | ||||
| 12 | MCE spectral response acc. (0.2 sec.), SMs = Fa × Ss | SMS = | 0.88 | 0.917 | g | 60 | |||
| 13 | MCE spectral response acc. (1.0 sec.), SM1 = Fv × S1 | SM1 = | 0.7696 | 0.9051 | g | 61 | |||
| 14 | Design spectral response acc. (0.2 sec.), SDS = Q×Fa×Ss | SDS = | 0.5867 | 0.6114 | g | 4 | |||
| 15 | Design spectral response acc. (1.0 sec.), SD1 = Q×Fv×S1 | SD1 = | 0.5131 | 0.6034 | g | 5 | |||
| 16 | Impulsive spectral acceleration para. OLE Ai = Fa × Ss CLE Ai = SDs × ( I / Ri ) | Ai = | 0.88 | 0.4076 | g | 0 | |||
| 17 | Convective spectral acceleration para. | Ac = | 0.0794 | 0.0385 | g | 1 | |||
| 18 | Vertical earthquake acceleration para. Av = 0.47·SDS | Av = | 0.2757 | 0.2874 | g | 2 | |||
| 19 | Acceleration coefficient for sloshing wave height | Af = | 0.0328 | 0.0385 | g | 3 | |||
| 20 | Zero(0) second period, To = 0.2 × SD1/SDS | To = | 0.1749 | 0.1974 | sec | 10 | |||
| 21 | 0.2 second Short period, Ts = SD1 / SDS | Ts = | 0.8746 | 0.9869 | sec | 11 | |||
| 22 | Regional-dependent transition long-period | TL = | 4 | 4 | sec | 12 | |||
| 23 | Impulsive period, Ti = (1/20000.5)×[Ci×H/√(tu/D)]×√(p/E)] | Ti = | 0.3393 | 0.3382 | sec | 8 | |||
| 24 | Convective(sloshing) period, Tc = 1.8·Ks·D0.5 | Tc = | 9.6929 | 9.7028 | sec | 9 | |||
| 25 | Coefficient of sloshing period Ks = 0.578 / [tanh(3.68·H/D)]0.5 | Ks = | 0.6377 | 0.6384 | 13 | ||||
| 26 | Impulsive Adjustment Factor ( 5% Damping, Ki = 1.0 ) | Ki = | 1 | 1 | 14 | ||||
| 27 | Convective adjust Factor. ( 5% Damping, K = 1.5 ) | K = | 1.5 | 1.5 | 15 | ||||
| 28 | Annular Plate thickness with CA | ta = | 25.5 | 25.5 | mm | 48 | |||
| 29 | Shell Average Thickness with CA (Shell 평균두께) | tu = | 24.165 | 24.165 | mm | 18 | |||
| 30 | Elasatic Modulus of shell plate | E = | 203,000 | 203,000 | MPa | 19 | |||
| 31 | Force reduction factor (Impulsive mode) (반드시 재 확인바람) (Self-anchored) | Ri = | 1 | 2.25 | 21 | ||||
| 32 | Force reduction factor (Convective mode) (반드시 재 확인바람) (Self-anchored) | Rc = | 1 | 1.5 | 22 | ||||
| 33 | Sloshing wave above product design height δs = 0.42 · D · Af (API 650 E.7.2) | δs = | 982 | 1153 | mm | 25 | |||
| 34 | FreeBoard by seismic sloshing motion, OLE(or SUG=III) = δs + (hs : 300 mm), CLE = δs | Free Board = | 1282 | 1153 | mm | 26 | |||
| 35 | Anchorage Ratio (J < 1.54 Anchor 필요없음, Self Anchorod) | J = | 1.4064 | 0.6505 | 27 | ||||
| 36 | Effective specific gravity, Ge = G (1.0 - 0.4·Av) | Ge = | 0.5374 | 0.5346 | 47 | ||||
| 37 | Force resisting uplift in annular region. wa=99ta√(Fy·H·Ge)≤ 201.1·H·Ge | wa = | 173373 | 171703 | N/m | 33 | |||
| 38 | Calculated design uplift load due to product pressure per unit circumferential length. wint = Pi · D / 4 | wint = | 0 | 0 | N/m | 34 | |||
| 39 | Total weight of tank shell and appurtenances | Ws = | 10,976×10³ | 10,976×10³ | N | 1119.2 | 1119.2 | Ton | 43 |
| 40 | Total weight of fixed tank roof including framing, knuckles, any permanent attachments and 10% of snow load | Wr = | 0.0 | 0.0 | N | 0.0 | 0.0 | Ton | 44 |
| 41 | Weight of the tank bottom | Wf = | 3,219×10³ | 3,219×10³ | N | 328.3 | 328.3 | Ton | 45 |
| 42 | Empty Steel Weight, We = Ws + Wr + Wf | We = | 14,195×10³ | 14,195×10³ | N | 1447.5 | 1447.5 | Ton | 46 |
| 43 | Total weight of the tank contents | Wp = | 532,119×10³ | 529,754×10³ | N | 54261.1 | 54019.9 | Ton | 37 |
| 44 | Total Weight of Steel and Liquid Content Wtotal = Ws + Wr + Wf + Wp + Wns + Wnr | Wtotal = | 546,315×10³ | 543,950×10³ | N | 55708.6 | 55467.5 | Ton | 41 |
| 45 | Effective impulsive portion of the liquid weight | Wi = | 192,306×10³ | 190,639×10³ | N | 19609.8 | 19439.7 | Ton | 38 |
| 46 | Effective convective (sloshing) portion of the liquid weight | Wc = | 318,190×10³ | 317,534×10³ | N | 32446.3 | 32379.5 | Ton | 39 |
| 47 | Overturning Moment (ring wall) | Mrw = | 1,551,293×10³ | 711,202×10³ | N-m | 158187.9 | 72522.5 | Ton-m | 28 |
| 48 | Overturning Moment (slab) | Ms = | 4,923,661×10³ | 2,263,694×10³ | N-m | 502073.7 | 230832.5 | Ton-m | 29 |
| 49 | Base shear (Impulsive mode ), Vi = Ai × (Wi + We) | Vi = | 181,722×10³ | 83,490×10³ | N | 18530.4 | 8513.7 | Ton | 30 |
| 50 | Base shear (Convective mode), Vc = Ac × Wc | Vc = | 25,264×10³ | 12,225×10³ | N | 2576.2 | 1246.6 | Ton | 31 |
| 51 | Total base shear, V = √(Vi²+ Vc²) | V = | 183,469×10³ | 84,381×10³ | N | 18708.7 | 8604.4 | Ton | 32 |
| 52 | Sliding Resistance Force Vs=μ×(We+Wp+Wns+Wnr )×(1.0-0.4×Av) V < Vs , Satisfied | Vs = | 187,087×10³ | 277,778×10³ | N | 19077.6 | 28325.5 | Ton | 42 |
| 53 | Friction coefficient. μ_OLE = tan(30°), μ_CLE = tan(30°) / 1.5 | μ = | 0.3849 | 0.577 | 40 | ||||
| 54 | Min. yield strength of annulae plate. (A537-CL2+S5) | Fy = | 413.686 | 413.686 | MPa | 49 | |||
| 55 | Xs : Gravity center of tank shell plate from bottom. | Xs = | 9.482 | 9.482 | m | 50 | |||
| 56 | Xr : Gravity center of roof from bottom. | Xr = | 0 | 0 | m | 51 | |||
| 57 | Xf : Gravity center of tank bottom plate | Xf = | 0 | 0 | m | 52 | |||
| 58 | Xi : Gravity center of liquid from bottom(Impulsive) | Xi = | 8.438 | 8.4 | m | 35 | |||
| 59 | Xc : Gravity center of liquid from bottom(Contivective) | Xc = | 12.359 | 12.295 | m | 36 | |||
| 60 | Xis : Gravity center of liquid from slab(Impulsive) | Xis = | 28.312 | 28.318 | m | 53 | |||
| 61 | Xcs : Gravity center of liquid from slab(Contivective) | Xcs = | 25.052 | 25.068 | m | 54 | |||
| 62 | Coefficient for impulsive period, Ci = Get_Ci(D, H) | Ci = | 7.1973 | 7.2065 | 59 | ||||
| 63 | Site coefficient from ASCE 7-10 Table 11.8-1 | FPGA = | 2.5 | 2.5 | 62 | ||||
| 64 | Peak ground acceleration adjusted for Site Class effects. PGAM = MCEG = FPGA × PGA (ASCE 7-10 Eq. 11.8-1) | PGAM = | 0.5868 | 0.6115 | g | 63 | |||
SITE Class : [ SE ]
SEISMIC USE GROUP : SUG = [ II ]
API 620 L4.3.9 Inner Tank Freeboard
1. OLE (Operating Level Earthquake)
δs = 0.42 × D × Af + hs (300 mm), for API 620 OLE or SUG = III
δs = 0.42 × 71,300 × 0.0328 + 300 = 1,282 (mm)
An additional shell height, hs shall be added to the calculated value above
the sloshing height as required by the governing regulations.
The minimum value of hs forthe OLE event shall be 300 mm (1 ft).
2. CLE (Contingency Level Earthquake) FOR SUG = I OR II
δs = 0.42 × D × Af
δs = 0.42 × 71,300 × 0.0385 = 1,153 (mm)
Therefore, This Tank FreeBoard(δs) is Max( OLE, CLE) = Max( 1,282, 1,153 ) = 1,282 (mm)
| Where, | |||
| According to API 650 E.6.1.1 and E6.1.2, Wi, Xi, Wc, Xc are calculated as follows, | |||
| API 650 E.6.1.1 Effective Weight of Product | |||
| The effective weights Wi and Wc shall be determined by multiplying the total product weight, Wp, by the ratios Wi/Wp and Wc/Wp, respectively, Equations E.6.1.1-1 through E.6.1.1-3. | |||
| 1) The effective impulsive weight (Wi) | |||
| When D/H=(3.183) ≥ 1.3333 (=4/3) | When D/H = (3.183) ≥ 1.3333 | ||
| 2) The effective convective weight (Wc) | |||
| |||
API 650 E.6.1.2 Center of Action for Effective Lateral Forces
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
반응수정계수 (response modiflcation coefflcient)는 내진설계를 하면서 붕괴방지수준(CLE) 에 대해 검토시
비탄성거동인 소성영역까지 허용하여 저감된 지진력 으로 구조검토를 하게 됩니다.
탄성은 외부로부터 받은 자극이 제거되면 물체를 원래 형상으로 복원시키려는 성질인 반면,
소성은 외부의 자극이 제거되어도 변형을 그대로 유지하려는 성질입니다.
이런 비선형적 거동을 고려할수 있도록 내진설계시 R 응답수정계수를 적용해 줍니다.
Ve: 만약 구조체가 설계 지진의 지반 운동에 대하여 완전히 탄성 거동을 하게 된다고 가정하였을때 지진력에 대해저항하는힘
V: 선형 탄성영역에서의 밑면전단력
이러한 응답수정계수는 설계시 적용할때 마다 구하기는 한계가 있으므로
기준별로 정리되어있어 필요할경우 편리하게 사용하면 됩니다.
주의하실 점은 부재의 연성으로 비탄성변형으로 인한부재력의 저감은
수평력에 대해서만 적용하며， 수직력은 적용하지 않습니다.
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4. TANK CAPACITY
4.1 Liquid Levels
| Description | Symbol | Value | Unit |
| Tank Height = HLL + Sloshing Height + Margin | Shell Height = | 24800 | mm |
| Design Liquid Level 2) | HHLL = | 22,500 | mm |
| Maximum Operation Level 1) | HLL = | 22,400 | mm |
| Minimum Operating Level | LLLL = | 1,540 | mm |
| Pump Trip Level | LLLL = | 1,500 | mm |
Note 1) This liquid level should be used for seismic design and determination of sloshing height of inner steel tank.
2) It is the liquid level of maximum operation level plus overfill protection margin (= 200 mm).
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4.2 Operating Tank Capacity
| Coefficient of thermal expansion | α = 1.15 x 10-5/°C |
| Operating temperature | -41.5°C (Minimum) |
| Ambient temperature | 38°C (Maximum) |
| Cold diameter (DCOLD) = 54,000 x [1 - (41.5 + 38) x (1.15 x 10-5)] | = 53,951 mm |
| Cold height (HCOLD) = 34,000 x [1 - (41.5 + 38) x (1.15 x 10-5)] | = 33,969 mm |
| Maximum liquid capacity in operating condition (VCOLD) | |
| VCOLD = {π x (DCOLD)2 / 4} x ΔH = (π x 53.9512 / 4) x 30.6 = 69,954 m³ | |
| in which, ΔH = HHLL = 30,600 mm = 30.6 m | |
Table 2-1 Tank Capasity Calculation
Tank type : Full Containment Tank Elevated Bottom slab Metal Inner Tank with Suspended Deck
| Description | Symbol | INNER | OUTER | Remark |
| Service | LNG | |||
| Design density | Density = | 604 | kg/m3 | |
| Net working capacity | Vnet = | 81,851 | ||
| Tank Diameter | Di = | 71,300 | 71,300 | mm |
| Tank shell height from bottom plate | Htank = | 24,800 | 24,800 | mm |
| Material of Shell Plate | MATL = | A537-CL2+S5 | A537-CL2+S5 | |
| Liquid level : | ||||
| Maximum design liquid level | LAHH (HHLL) = | 22,500 | mm | |
| Normal maximum operating level | LAH (HLL) = | 22,500 | mm | |
| Normal minimum operating level | LAL (LLL) = | 2,000 | mm | |
| Pump trip level | LALL (LLLL) = | 1,800 | mm | |
| Hydrostatic test level | HTL = | 21,300 | mm | |
| Inner tank operating temperature | Toper = | -44.0 | ℃ | |
| Maximum ambient temperature | Tamb = | 40 | ℃ | |
| Corrosion Allowance | CA = | 0.0 | 0.0 | mm |
]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
7.2.4. Dynamic hoop stress calculation (CLE) API 620 Annex L
| Scs : Maximum Allowable Longitudinal Compressive Stress, (Scs, MPa) for a cylindrical wall acted upon by an axial load with neither a tensile nor a compressive force acting concurrently in a circumferential direction (determined in accordance with 5.5.4.2 for the thickness-to-radius ratio involved); Scs = [Above Table] MPa Scs = 1,800,000 × tc/R when, 0.00667 < tc/R Scs = 10,150 + 277,400 × tc/R when, 0.00667 ≥ tc/R ≤ 0.0175 Scs = 15,000 When tc/R > 0.0175 Sts 설명 : 최대 허용 세로(수직) 압축응력 (MPa) 내압에 의한 원주 방향으로 막응력(T2, St=T2/t) 이나, 수직 방향으로의 압축력(T1, Sc)이 동시에 작용하지 않는 즉, 내압은 작용하지 않고, 수직 축하중만 압축(T1, Sc)으로 작용할 경우 아래 식에 의하여 최대허용압축응력을 계산(관련된 두께 대 반경 비율에 대해 5.5.4.2에 따라 결정됨 |
| Dynamic Hoop Stress () Hmm=24800.0, Unit : [Nh, Ni, Nv, Nv : N/mm] [σt, σa : MPa] | 압축응력 체크! Judge | Dynamic Hoop Pressure on wall (Max. Pressure at ф=0º) For FEA 후 비교 검토 ( Unt : kPa ) | Dynamic Hoop Pressure on wall (at ф=0º ~ 180º) For FEA 후 비교 검토( Unt : kPa ) | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| No. | Material | Shell width (m) | Used Thk. tu (mm) | t (mm) | Y (m) | Nh (N/mm) |
Ni (N/mm) | Nc (N/mm) | Nv (N/mm) |
σT (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | 압축응력 체크! (API 620 Annex F, Sca = M × Scs) | Y (mm) | Ph= Nh/R (kPa) | Pi= Ni/R (kPa) | Pc= Nc/R (kPa) | Pv= Nv/R (kPa) | Total Pressure Pw=σT×t/R ф=0º (kPa) | σa (MPa) | tReqd = Pw×R/σa (mm) |
Pw = (Max.ф=0º) | Pw = (ф=45º) | Pw=Ph+Pv (ф=90º) | Pw = (ф=135º) | Pw = (ф=180º) |
|||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 9 | A537-CL2+S5 | 0.880 | 9.53 | 8.03 | 0 | 0 | 0 | 0 | 0 | 0 | < OK | 220.08 | 0.000 < 1.0 OK | Scs=2.794 MPa, N=0.000, M=1.000, Sca= 2.794 MPa, | 0 | 0 | 0 | 0 | 0 | 0 | 220.08 | 0 | 0 | 0 | 0 | 0 | 0 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 8 | A537-CL2+S5 | 2.990 | 12.0 | 10.5 | 1.470 | 310.41 | 209.93 | 205.71 | 39.65 | 57.81 | < OK | 220.08 | 0.263 < 1.0 OK | Scs=3.655 MPa, N=0.179, M=0.899, Sca= 3.284 MPa, | 1.470 | 8.71 | 5.89 | 5.77 | 1.11 | 17.03 | 220.08 | 2.76 | 17.03 | 14.20 | 9.82 | 3.22 | 0.39 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 7 | A537-CL2+S5 | 2.990 | 14.0 | 12.5 | 4.460 | 941.79 | 592.99 | 182.88 | 120.30 | 125.91 | < OK | 220.08 | 0.572 < 1.0 OK | Scs=4.351 MPa, N=0.455, M=0.691, Sca= 3.008 MPa, | 4.460 | 26.42 | 16.63 | 5.13 | 3.37 | 44.15 | 220.08 | 7.15 | 44.15 | 39.02 | 29.79 | 13.82 | 8.69 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 6 | A537-CL2+S5 | 2.990 | 18.0 | 16.5 | 7.450 | 1573.16 | 917.11 | 164.42 | 200.95 | 153.11 | < OK | 220.08 | 0.696 < 1.0 OK | Scs=5.744 MPa, N=0.576, M=0.579, Sca= 3.323 MPa, | 7.450 | 44.13 | 25.73 | 4.61 | 5.64 | 70.86 | 220.08 | 11.48 | 70.86 | 63.37 | 49.77 | 24.89 | 17.39 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 5 | A537-CL2+S5 | 2.990 | 24.0 | 22.5 | 10.440 | 2204.54 | 1182.30 | 149.88 | 281.59 | 152.41 | < OK | 220.08 | 0.693 < 1.0 OK | Scs=7.832 MPa, N=0.592, M=0.562, Sca= 4.405 MPa, | 10.440 | 61.84 | 33.16 | 4.20 | 7.90 | 96.19 | 220.08 | 15.58 | 96.19 | 86.71 | 69.74 | 36.97 | 27.49 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 4 | A537-CL2+S5 | 2.990 | 29.0 | 27.5 | 13.430 | 2835.91 | 1388.56 | 138.91 | 362.24 | 155.55 | < OK | 220.08 | 0.707 < 1.0 OK | Scs=9.574 MPa, N=0.623, M=0.530, Sca= 5.077 MPa, | 13.430 | 79.55 | 38.95 | 3.90 | 10.16 | 119.99 | 220.08 | 19.44 | 119.99 | 109.00 | 89.71 | 50.10 | 39.11 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 3 | A537-CL2+S5 | 2.990 | 34.0 | 32.5 | 16.420 | 3467.29 | 1535.89 | 131.26 | 442.89 | 156.04 | < OK | 220.08 | 0.709 < 1.0 OK | Scs=11.314 MPa, N=0.645, M=0.507, Sca= 5.739 MPa, | 16.420 | 97.26 | 43.08 | 3.68 | 12.42 | 142.25 | 220.08 | 23.04 | 142.25 | 130.23 | 109.68 | 64.29 | 52.27 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 2 | A537-CL2+S5 | 2.990 | 38.0 | 36.5 | 19.410 | 4098.67 | 1624.29 | 126.74 | 523.54 | 159.18 | < OK | 220.08 | 0.723 < 1.0 OK | Scs=12.706 MPa, N=0.679, M=0.470, Sca= 5.969 MPa, | 19.410 | 114.97 | 45.56 | 3.56 | 14.69 | 162.98 | 220.08 | 26.40 | 162.98 | 150.44 | 129.66 | 79.50 | 66.97 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 1 | A537-CL2+S5 | 2.990 | 41.0 | 39.5 | 22.400 | 4730.04 | 1653.75 | 125.25 | 604.18 | 164.43 | < OK | 220.08 | 0.747 < 1.0 OK | Scs=13.751 MPa, N=0.724, M=0.417, Sca= 5.740 MPa, | 22.400 | 132.68 | 46.39 | 3.51 | 16.95 | 182.19 | 220.08 | 29.51 | 182.19 | 169.66 | 149.63 | 95.70 | 83.17 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| ∑W= | 24.800 | (m) | 22.400 | (m) | Allowable Dynamic Hoop Stress of A537-CL2+S5 σa = Max( 1.33 × Sts, 0.9 × Fy ) σa = Max( 1.33 × 165.474, 0.9 × 413.686) = 220.08 MPa | 압축응력 체크! Judge | Description | Dynamic Pressure on bottom For FEA 후 비교 검토( Unt : kPa ) | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES2 | Description | Pb = (Max.ф=0º) | Pb = (ф=45º) | Pb = (ф=90º) | Pb = (ф=135º) | Pb = (ф=180º) |
||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES3 | 1) Impulsive Pressure, Pib(kPa) = 2) Convective Pressure, Pcb(kPa) = 3) Total Pressure on bottom, Pb(kPa) = | -22.198 -92.13 -114.328 | -15.455 -76.003 -91.459 | 0 0 0 | 15.455 76.003 91.459 | 22.198 92.13 114.328 | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| Where : CLE Ai = SDs×(I/Rwi)= 0.4076[g], Ac=0.0385[g], Av=0.2874[g], Q=0.6667, I=1.5, Rwi=2.25, Rwc=1.5
|
1. 출처 : IITK-GSDMA/EQ08.pdf 2. https://www.ijaera.org/manuscript/20170304001.pdf Figure C-1. Qualitative description of hydrodynamic pressure distribution on tank wall and base | | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[TABLE 7.2.5.1] Ai = 0.4076[g], Ac = 0.0385[g], Av = 0.2874[g] Wp = 529754.4 [Ton], Wi = 190638.82 [Ton], Wc = 317534.29 [Ton], Ws = 1119.25 [Ton], Xs = 9.482 [m]
DLL = 22400.0 m, Hd[0] = 22400.0 m, Hmm = 24800.0 m, Wr = 0.0 [Ton], Xr = 0.000 [m], XrRoof = 0.000 [m] Knuckle 반경 = [0.0 mm, Knuckle 높이(0m) + Dome 높이(0m) = 0(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.4076 [g] × 0 [kN] × 0.0(m) = 0[kN-m]
Mrw_KN = 711,202 = Mrw + Mrw_Roof = 711,202 [KN-m], Mrw_Roof = 0 [KN-m], Mrw_Roof = 711,202 × (0 / ( 529,754 + 1,119 )) = 0[kN-m]
| Shell Plate Information | [내,외조 공통] 1.운전시 SHELL 좌굴검토 Roof and Shell Vertical Compressive Stress | [API 620 DWT 외조 검토] 2. 지진시 압축+벤딩 좌굴검토 (TKK ARUN 계산서 와 동일한 Allowable Strezs, API 620, Scs) Overturning Moment Check | [내조] 3. 지진시 총 조합응력 검토 (TKK 에틸렌, ARUN) Combind Stress Check Dynamic Hoop + Earthquake Load < σa(1.33×Sts) | ||||||||||||||||||||||||||
| No. [n] | Material (Shell Width, mm) | Used Thk. tu (mm) | t=tu-CA (mm) | Y (m) |
Vertical Load Wr=0 Wr+Ws[1 ~ 9th] = W[i] (Ton) | Section Area A (mm²) | 두께 반경비 Ratio of t/R (mm²) | (운전시에는 Scs 적용) CASE A) 5.5.4.2, Scs Compression Sc = W/A < Scs OK Scs = 1,800,000×t/R (psi) | (운전시에는 Sca 사용하지않음) CASE B) 5.5.4.3, Sca Compression Sc = W/A < Sca[0.5555×Scs] (MPa) | Bending Moment M (kN-m) | Section Modulus Z=π×R²×t (m³) | Bending Sb = M/Z < Scs [100%] | Combind (압축+벤딩) Buckling Check Sc + Sb < 1.33 × Scs OK | Dynamic Hoop σT (MPa) | σc=[σT²+(Sc+Sb)² + (σT×Sb)]0.5 (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | Judge | Combind Buckling Check [API 620 Scs = ASME 식과 동일함] Div.1 ASME_Fa = 0.125×Em×(t/R) = 0.0625×200,000×(t/R) Sc + Sb < ASME Fa = Scs[100%] (MPa) | |||||||||
| (Roof T.W) Wr = 0.0 Ton | A | (t-c)/R | Sc=W/A | < | Scs | Sc/Scs < 1.0 OK | Ai = 0.4076[g], XrRoof= 0.0 [m] Mrw(roof)=Ai × Wr × XrRoof = | 0 | 0 | Sb=M/Z | < | Scs | Sb / Scs < 1.0 OK | Sc+Sb < Scs, OK | |||||||||||||||
| 9 | A537-CL2+S5 (0.880) | 9.53 | 8.03 | 0 | 0.0+14.736 = 14.7 | 1797564 | 0.0002251 | 0.080 | < | 2.794 | 0.029 < 1.0 OK | Sca, 적용하지 않음 | 896 | 32.042 | 0.028 | < | 2.794 | 0.010 < 1.0 OK | 0.108 < 3.716 OK | 0 | 0.11 | < | 220.08 | 0 | OK | 0.108 < 2.794 OK (620 : 2.794, ASME : 2.814, API650 : 9.34 MPa | |||
| 8 | A537-CL2+S5 (2.990) | 12.0 | 10.5 | 1.470 | 14.7+63.104 = 77.8 | 2351953 | 0.0002945 | 0.325 | < | 3.655 | 0.089 < 1.0 OK | Sca, 적용하지 않음 | 17,319 | 41.924 | 0.413 | < | 3.655 | 0.113 < 1.0 OK | 0.738 < 4.862 OK | 57.81 | 58.18 | < | 220.08 | 0.264 | OK | 0.738 < 3.655 OK (620 : 3.655, ASME : 3.682, API650 : 12.22 MPa | |||
| 7 | A537-CL2+S5 (2.990) | 14.0 | 12.5 | 4.460 | 77.8+73.616 = 151.5 | 2799944 | 0.0003506 | 0.530 | < | 4.352 | 0.122 < 1.0 OK | Sca, 적용하지 않음 | 54,417 | 49.909 | 1.090 | < | 4.352 | 0.250 < 1.0 OK | 1.620 < 5.788 OK | 125.91 | 126.73 | < | 220.08 | 0.576 | OK | 1.620 < 4.352 OK (620 : 4.352, ASME : 4.383, API650 : 14.55 MPa | |||
| 6 | A537-CL2+S5 (2.990) | 18.0 | 16.5 | 7.450 | 151.5+94.656 = 246.1 | 3695927 | 0.0004628 | 0.653 | < | 5.744 | 0.114 < 1.0 OK | Sca, 적용하지 않음 | 112,192 | 65.880 | 1.703 | < | 5.744 | 0.296 < 1.0 OK | 2.356 < 7.640 OK | 153.11 | 154.30 | < | 220.08 | 0.701 | OK | 2.356 < 5.744 OK (620 : 5.744, ASME : 5.785, API650 : 19.21 MPa | |||
| 5 | A537-CL2+S5 (2.990) | 24.0 | 22.5 | 10.440 | 246.1+126.224 = 372.3 | 5039900 | 0.0006311 | 0.724 | < | 7.833 | 0.092 < 1.0 OK | Sca, 적용하지 않음 | 190,643 | 89.836 | 2.122 | < | 7.833 | 0.271 < 1.0 OK | 2.846 < 10.418 OK | 152.41 | 153.85 | < | 220.08 | 0.699 | OK | 2.846 < 7.833 OK (620 : 7.833, ASME : 7.889, API650 : 26.19 MPa | |||
| 4 | A537-CL2+S5 (2.990) | 29.0 | 27.5 | 13.430 | 372.3+152.528 = 524.9 | 6159878 | 0.0007714 | 0.836 | < | 9.573 | 0.087 < 1.0 OK | Sca, 적용하지 않음 | 289,769 | 109.800 | 2.639 | < | 9.573 | 0.276 < 1.0 OK | 3.475 < 12.733 OK | 155.55 | 157.32 | < | 220.08 | 0.715 | OK | 3.475 < 9.573 OK (620 : 9.573, ASME : 9.642, API650 : 32.01 MPa | |||
| 3 | A537-CL2+S5 (2.990) | 34.0 | 32.5 | 16.420 | 524.9+178.832 = 703.7 | 7279856 | 0.0009116 | 0.948 | < | 11.314 | 0.084 < 1.0 OK | Sca, 적용하지 않음 | 409,571 | 129.763 | 3.156 | < | 11.314 | 0.279 < 1.0 OK | 4.104 < 15.048 OK | 156.04 | 158.13 | < | 220.08 | 0.719 | OK | 4.104 < 11.314 OK (620 : 11.314, ASME : 11.396, API650 : 37.83 MPa | |||
| 2 | A537-CL2+S5 (2.990) | 38.0 | 36.5 | 19.410 | 703.7+199.888 = 903.6 | 8175838 | 0.0010238 | 1.084 | < | 12.706 | 0.085 < 1.0 OK | Sca, 적용하지 않음 | 550,049 | 145.734 | 3.774 | < | 12.706 | 0.297 < 1.0 OK | 4.858 < 16.900 OK | 159.18 | 161.66 | < | 220.08 | 0.735 | OK | 4.858 < 12.706 OK (620 : 12.706, ASME : 12.798, API650 : 42.49 MPa | |||
| 1 | A537-CL2+S5 (2.990) | 41.0 | 39.5 | 22.400 | 903.6+215.664 = 1119.2 | 8847824 | 0.0011080 | 1.241 | < | 13.751 | 0.090 < 1.0 OK | Sca, 적용하지 않음 | 711,202 | 157.712 | 4.509 | < | 13.751 | 0.328 < 1.0 OK | 5.750 < 18.289 OK | 164.43 | 167.38 | < | 220.08 | 0.761 | OK | 5.750 < 13.751 OK (620 : 13.751, ASME : 13.850, API650 : 45.98 MPa | |||
| Total Weight( Roof + Shell ) = | 0.0+1119.2= 1119.2 Ton | [API 620 5.5.4.3] Scs = (t/R≤0.00667 ? 1,800,000×t/R:(t/R≤0.0175 ? 10,150+277,400×t/R: 15000) × 0.006894757 (MPa) [API 620 5.5.4.3] Sca = Scs × 0.555 = (t/R≤0.00667 ? 1,000,000×t/R:(t/R≤0.0175 ? 5,650+154,200×t/R: 8340) × 0.006894757 (MPa) | SPARE 1 | SPARE 2 | |||||||||||||||||||||||||
| Picture (출처 / 근거식) | | SPARE 3 | SPARE 4 | ||||||||||||||||||||||||||
API 620 CLE [0] Level Accelation : Ai = Fa×Ss×(I/Rwi)= 0.4076[g], Ac=0.0385[g], Av=0.2874[g], Q=0.6667, I=1.5, Rwi=2.25, Rwc=1.5
SDS=Q×Ss×Fa=0.6114[g], SD1=Q×S1×Fv=0.6034[g], Ss=0.837[g], Fa=1.0956, S1=0.346[g], Fv=2.616, Ti=0.3382[s], Tc=9.7028[s]
J=0.6505, Mrw=711,202[KN-m] , Ms=2,263,694[KN-m], V=84381.0[KN]
Wp=529754.401[kN] Wi=190638.818[kN] Wc=317534.288 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.837, S1 = 0.346, Fa = 1.0956, Fv = 2.616
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.4076x(190,638,818x8.4 + 10,976,073x9.482 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0385x(317,534,288x12.295)]2)
Mrw = 711,202,411 [N-m] = 711,202 [KN-m] = 72,522 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.4076x(190,638,818x28.318 + 10,976,073x9.482 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0385x(317,534,288x12.295)]2)
Ms = 2,263,693,736 [N-m] = 2,263,694 [KN-m] = 230,833 [Ton-m]
Wp = 529,754,401 [N] = 529,754 [KN] = 54,020 [Ton]
Wi = 190,638,818 [N] = 190,639 [KN] = 19,440 [Ton], Xi = 8.4 [m], Wi/Wp = 35.99[%]
Wc = 317,534,288 [N] = 317,534 [KN] = 32,379 [Ton], Xc = 12.295 [m], Wc/Wp = 59.94[%]
Ws = 10,976,073 [N] = 10,976 [KN] = 1119.248 [Ton], Xs = 9.482 [m]
Wr = 0 [N] = 0 [KN] = 0.000 [Ton], Xr = 0 [m]
Wf = 3,219,425 [N] = 3,219 [KN] = 328.290 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 83,490,467 [N] = 83,490 [KN] = 8,514 [Ton]
Vc = 12,225,070 [N] = 12,225 [KN] = 1,247 [Ton]
V = √(Vi²+ Vc²) = 84,380,747 [N] = 84,381 [KN] = 8,604 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 0
Ai=0.4076[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.6034 × ( 4.0 / 9.7028²) × ( 1.5 / 1.5) = 0.0385 [g]
Av= 0.2874 [g]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
7.2.5. Dynamic hoop stress calculation (OLE) API 620 Annex L
| Scs : Maximum Allowable Longitudinal Compressive Stress, (Scs, MPa) for a cylindrical wall acted upon by an axial load with neither a tensile nor a compressive force acting concurrently in a circumferential direction (determined in accordance with 5.5.4.2 for the thickness-to-radius ratio involved); Scs = [Above Table] MPa Scs = 1,800,000 × tc/R when, 0.00667 < tc/R Scs = 10,150 + 277,400 × tc/R when, 0.00667 ≥ tc/R ≤ 0.0175 Scs = 15,000 When tc/R > 0.0175 Sts 설명 : 최대 허용 세로(수직) 압축응력 (MPa) 내압에 의한 원주 방향으로 막응력(T2, St=T2/t) 이나, 수직 방향으로의 압축력(T1, Sc)이 동시에 작용하지 않는 즉, 내압은 작용하지 않고, 수직 축하중만 압축(T1, Sc)으로 작용할 경우 아래 식에 의하여 최대허용압축응력을 계산(관련된 두께 대 반경 비율에 대해 5.5.4.2에 따라 결정됨 |
| Dynamic Hoop Stress () Hmm=24800.0, Unit : [Nh, Ni, Nv, Nv : N/mm] [σt, σa : MPa] | 압축응력 체크! Judge | Dynamic Hoop Pressure on wall (Max. Pressure at ф=0º) For FEA 후 비교 검토 ( Unt : kPa ) | Dynamic Hoop Pressure on wall (at ф=0º ~ 180º) For FEA 후 비교 검토( Unt : kPa ) | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| No. | Material | Shell width (m) | Used Thk. tu (mm) | t (mm) | Y (m) | Nh (N/mm) |
Ni (N/mm) | Nc (N/mm) | Nv (N/mm) |
σT (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | 압축응력 체크! (API 620 Annex F, Sca = M × Scs) | Y (mm) | Ph= Nh/R (kPa) | Pi= Ni/R (kPa) | Pc= Nc/R (kPa) | Pv= Nv/R (kPa) | Total Pressure Pw=σT×t/R ф=0º (kPa) | σa (MPa) | tReqd = Pw×R/σa (mm) |
Pw = (Max.ф=0º) | Pw = (ф=45º) | Pw=Ph+Pv (ф=90º) | Pw = (ф=135º) | Pw = (ф=180º) |
|||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 9 | A537-CL2+S5 | 0.880 | 9.53 | 8.03 | 0 | 0 | 0 | 0 | 0 | 0 | < OK | 220.08 | 0.000 < 1.0 OK | Scs=2.794 MPa, N=0.000, M=1.000, Sca= 2.794 MPa, | 0 | 0 | 0 | 0 | 0 | 0 | 220.08 | 0 | 0 | 0 | 0 | 0 | 0 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 8 | A537-CL2+S5 | 2.990 | 12.0 | 10.5 | 1.470 | 310.41 | 453.24 | 424.25 | 85.58 | 89.25 | < OK | 220.08 | 0.406 < 1.0 OK | Scs=3.655 MPa, N=0.179, M=0.899, Sca= 3.284 MPa, | 1.470 | 8.71 | 12.71 | 11.90 | 2.40 | 26.29 | 220.08 | 4.26 | 26.29 | 20.36 | 11.11 | -2.94 | -8.87 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 7 | A537-CL2+S5 | 2.990 | 14.0 | 12.5 | 4.460 | 941.79 | 1280.25 | 377.17 | 259.65 | 184.12 | < OK | 220.08 | 0.837 < 1.0 OK | Scs=4.351 MPa, N=0.455, M=0.691, Sca= 3.008 MPa, | 4.460 | 26.42 | 35.91 | 10.58 | 7.28 | 64.56 | 220.08 | 10.46 | 64.56 | 53.56 | 33.70 | -0.72 | -11.72 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 6 | A537-CL2+S5 | 2.990 | 18.0 | 16.5 | 7.450 | 1573.16 | 1980.02 | 339.09 | 433.72 | 219.90 | < OK | 220.08 | 0.999 < 1.0 OK | Scs=5.744 MPa, N=0.576, M=0.579, Sca= 3.323 MPa, | 7.450 | 44.13 | 55.54 | 9.51 | 12.17 | 101.78 | 220.08 | 16.49 | 101.78 | 85.63 | 56.30 | 2.63 | -13.52 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 5 | A537-CL2+S5 | 2.990 | 24.0 | 22.5 | 10.440 | 2204.54 | 2552.56 | 309.10 | 607.79 | 215.40 | < OK | 220.08 | 0.979 < 1.0 OK | Scs=7.832 MPa, N=0.592, M=0.562, Sca= 4.405 MPa, | 10.440 | 61.84 | 71.60 | 8.67 | 17.05 | 135.95 | 220.08 | 22.02 | 135.95 | 115.51 | 78.89 | 8.17 | -12.27 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 4 | A537-CL2+S5 | 2.990 | 29.0 | 27.5 | 13.430 | 2835.91 | 2997.88 | 286.48 | 781.86 | 216.26 | < OK | 220.08 | 0.983 < 1.0 OK | Scs=9.574 MPa, N=0.623, M=0.530, Sca= 5.077 MPa, | 13.430 | 79.55 | 84.09 | 8.04 | 21.93 | 166.82 | 220.08 | 27.02 | 166.82 | 143.10 | 101.48 | 16.00 | -7.72 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 3 | A537-CL2+S5 | 2.990 | 34.0 | 32.5 | 16.420 | 3467.29 | 3315.96 | 270.70 | 955.93 | 213.20 | < OK | 220.08 | 0.969 < 1.0 OK | Scs=11.314 MPa, N=0.645, M=0.507, Sca= 5.739 MPa, | 16.420 | 97.26 | 93.01 | 7.59 | 26.81 | 194.36 | 220.08 | 31.48 | 194.36 | 168.42 | 124.07 | 26.10 | 0.17 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 2 | A537-CL2+S5 | 2.990 | 38.0 | 36.5 | 19.410 | 4098.67 | 3506.80 | 261.38 | 1130.00 | 213.49 | < OK | 220.08 | 0.970 < 1.0 OK | Scs=12.706 MPa, N=0.679, M=0.470, Sca= 5.969 MPa, | 19.410 | 114.97 | 98.37 | 7.33 | 31.70 | 218.58 | 220.08 | 35.41 | 218.58 | 191.53 | 146.67 | 38.41 | 11.36 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 1 | A537-CL2+S5 | 2.990 | 41.0 | 39.5 | 22.400 | 4730.04 | 3570.42 | 258.30 | 1304.07 | 216.20 | < OK | 220.08 | 0.982 < 1.0 OK | Scs=13.751 MPa, N=0.724, M=0.417, Sca= 5.740 MPa, | 22.400 | 132.68 | 100.15 | 7.25 | 36.58 | 239.55 | 220.08 | 38.80 | 239.55 | 212.50 | 169.26 | 52.86 | 25.81 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| ∑W= | 24.800 | (m) | 22.400 | (m) | Allowable Dynamic Hoop Stress of A537-CL2+S5 σa = Max( 1.33 × Sts, 0.9 × Fy ) σa = Max( 1.33 × 165.474, 0.9 × 413.686) = 220.08 MPa | 압축응력 체크! Judge | Description | Dynamic Pressure on bottom For FEA 후 비교 검토( Unt : kPa ) | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES2 | Description | Pb = (Max.ф=0º) | Pb = (ф=45º) | Pb = (ф=90º) | Pb = (ф=135º) | Pb = (ф=180º) |
||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES3 | 1) Impulsive Pressure, Pib(kPa) = 2) Convective Pressure, Pcb(kPa) = 3) Total Pressure on bottom, Pb(kPa) = | -22.198 -92.13 -114.328 | -15.455 -76.003 -91.459 | 0 0 0 | 15.455 76.003 91.459 | 22.198 92.13 114.328 | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| Where : OLE Ai = SDs = 0.88[g], Ac=0.0794[g], Av=0.2757[g], Q=0.6667, I=1.0, Rwi=1.0, Rwc=1.0
|
1. 출처 : IITK-GSDMA/EQ08.pdf 2. https://www.ijaera.org/manuscript/20170304001.pdf Figure C-1. Qualitative description of hydrodynamic pressure distribution on tank wall and base | | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[TABLE 7.2.5.2] Ai = 0.88[g], Ac = 0.0794[g], Av = 0.2757[g] Wp = 532119.38 [Ton], Wi = 192306.26 [Ton], Wc = 318189.62 [Ton], Ws = 1119.25 [Ton], Xs = 9.482 [m]
DLL = 22400.0 m, Hd[0] = 22400.0 m, Hmm = 24800.0 m, Wr = 0.0 [Ton], Xr = 0.000 [m], XrRoof = 0.000 [m] Knuckle 반경 = [0.0 mm, Knuckle 높이(0m) + Dome 높이(0m) = 0(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.88 [g] × 0 [kN] × 0.0(m) = 0[kN-m]
Mrw_KN = 1,551,293 = Mrw + Mrw_Roof = 1,551,293 [KN-m], Mrw_Roof = 0 [KN-m], Mrw_Roof = 1,551,293 × (0 / ( 532,119 + 1,119 )) = 0[kN-m]
| Shell Plate Information | [내,외조 공통] 1.운전시 SHELL 좌굴검토 Roof and Shell Vertical Compressive Stress | [API 620 DWT 외조 검토] 2. 지진시 압축+벤딩 좌굴검토 (TKK ARUN 계산서 와 동일한 Allowable Strezs, API 620, Scs) Overturning Moment Check | [내조] 3. 지진시 총 조합응력 검토 (TKK 에틸렌, ARUN) Combind Stress Check Dynamic Hoop + Earthquake Load < σa(1.33×Sts) | ||||||||||||||||||||||||||
| No. [n] | Material (Shell Width, mm) | Used Thk. tu (mm) | t=tu-CA (mm) | Y (m) |
Vertical Load Wr=0 Wr+Ws[1 ~ 9th] = W[i] (Ton) | Section Area A (mm²) | 두께 반경비 Ratio of t/R (mm²) | (운전시에는 Scs 적용) CASE A) 5.5.4.2, Scs Compression Sc = W/A < Scs OK Scs = 1,800,000×t/R (psi) | (운전시에는 Sca 사용하지않음) CASE B) 5.5.4.3, Sca Compression Sc = W/A < Sca[0.5555×Scs] (MPa) | Bending Moment M (kN-m) | Section Modulus Z=π×R²×t (m³) | Bending Sb = M/Z < Scs [100%] | Combind (압축+벤딩) Buckling Check Sc + Sb < 1.33 × Scs OK | Dynamic Hoop σT (MPa) | σc=[σT²+(Sc+Sb)² + (σT×Sb)]0.5 (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | Judge | Combind Buckling Check [API 620 Scs = ASME 식과 동일함] Div.1 ASME_Fa = 0.125×Em×(t/R) = 0.0625×200,000×(t/R) Sc + Sb < ASME Fa = Scs[100%] (MPa) | |||||||||
| (Roof T.W) Wr = 0.0 Ton | A | (t-c)/R | Sc=W/A | < | Scs | Sc/Scs < 1.0 OK | Ai = 0.88[g], XrRoof= 0.0 [m] Mrw(roof)=Ai × Wr × XrRoof = | 0 | 0 | Sb=M/Z | < | Scs | Sb / Scs < 1.0 OK | Sc+Sb < Scs, OK | |||||||||||||||
| 9 | A537-CL2+S5 (0.880) | 9.53 | 8.03 | 0 | 0.0+14.736 = 14.7 | 1797564 | 0.0002251 | 0.080 | < | 2.794 | 0.029 < 1.0 OK | Sca, 적용하지 않음 | 1,953 | 32.042 | 0.061 | < | 2.794 | 0.022 < 1.0 OK | 0.141 < 3.716 OK | 0 | 0.14 | < | 220.08 | 0.001 | OK | 0.141 < 2.794 OK (620 : 2.794, ASME : 2.814, API650 : 9.34 MPa | |||
| 8 | A537-CL2+S5 (2.990) | 12.0 | 10.5 | 1.470 | 14.7+63.104 = 77.8 | 2351953 | 0.0002945 | 0.325 | < | 3.655 | 0.089 < 1.0 OK | Sca, 적용하지 않음 | 37,776 | 41.924 | 0.901 | < | 3.655 | 0.246 < 1.0 OK | 1.226 < 4.862 OK | 89.25 | 89.87 | < | 220.08 | 0.408 | OK | 1.226 < 3.655 OK (620 : 3.655, ASME : 3.682, API650 : 12.22 MPa | |||
| 7 | A537-CL2+S5 (2.990) | 14.0 | 12.5 | 4.460 | 77.8+73.616 = 151.5 | 2799944 | 0.0003506 | 0.530 | < | 4.352 | 0.122 < 1.0 OK | Sca, 적용하지 않음 | 118,697 | 49.909 | 2.378 | < | 4.352 | 0.546 < 1.0 OK | 2.908 < 5.788 OK | 184.12 | 185.59 | < | 220.08 | 0.843 | OK | 2.908 < 4.352 OK (620 : 4.352, ASME : 4.383, API650 : 14.55 MPa | |||
| 6 | A537-CL2+S5 (2.990) | 18.0 | 16.5 | 7.450 | 151.5+94.656 = 246.1 | 3695927 | 0.0004628 | 0.653 | < | 5.744 | 0.114 < 1.0 OK | Sca, 적용하지 않음 | 244,716 | 65.880 | 3.715 | < | 5.744 | 0.647 < 1.0 OK | 4.368 < 7.640 OK | 219.90 | 222.12 | > | 220.08 | 1.009 | NG! | 4.368 < 5.744 OK (620 : 5.744, ASME : 5.785, API650 : 19.21 MPa | |||
| 5 | A537-CL2+S5 (2.990) | 24.0 | 22.5 | 10.440 | 246.1+126.224 = 372.3 | 5039900 | 0.0006311 | 0.724 | < | 7.833 | 0.092 < 1.0 OK | Sca, 적용하지 않음 | 415,834 | 89.836 | 4.629 | < | 7.833 | 0.591 < 1.0 OK | 5.353 < 10.418 OK | 215.40 | 218.13 | < | 220.08 | 0.991 | OK | 5.353 < 7.833 OK (620 : 7.833, ASME : 7.889, API650 : 26.19 MPa | |||
| 4 | A537-CL2+S5 (2.990) | 29.0 | 27.5 | 13.430 | 372.3+152.528 = 524.9 | 6159878 | 0.0007714 | 0.836 | < | 9.573 | 0.087 < 1.0 OK | Sca, 적용하지 않음 | 632,051 | 109.800 | 5.756 | < | 9.573 | 0.601 < 1.0 OK | 6.592 < 12.733 OK | 216.26 | 219.63 | < | 220.08 | 0.998 | OK | 6.592 < 9.573 OK (620 : 9.573, ASME : 9.642, API650 : 32.01 MPa | |||
| 3 | A537-CL2+S5 (2.990) | 34.0 | 32.5 | 16.420 | 524.9+178.832 = 703.7 | 7279856 | 0.0009116 | 0.948 | < | 11.314 | 0.084 < 1.0 OK | Sca, 적용하지 않음 | 893,367 | 129.763 | 6.885 | < | 11.314 | 0.609 < 1.0 OK | 7.833 < 15.048 OK | 213.20 | 217.22 | < | 220.08 | 0.987 | OK | 7.833 < 11.314 OK (620 : 11.314, ASME : 11.396, API650 : 37.83 MPa | |||
| 2 | A537-CL2+S5 (2.990) | 38.0 | 36.5 | 19.410 | 703.7+199.888 = 903.6 | 8175838 | 0.0010238 | 1.084 | < | 12.706 | 0.085 < 1.0 OK | Sca, 적용하지 않음 | 1,199,781 | 145.734 | 8.233 | < | 12.706 | 0.648 < 1.0 OK | 9.317 < 16.900 OK | 213.49 | 218.30 | < | 220.08 | 0.992 | OK | 9.317 < 12.706 OK (620 : 12.706, ASME : 12.798, API650 : 42.49 MPa | |||
| 1 | A537-CL2+S5 (2.990) | 41.0 | 39.5 | 22.400 | 903.6+215.664 = 1119.2 | 8847824 | 0.0011080 | 1.241 | < | 13.751 | 0.090 < 1.0 OK | Sca, 적용하지 않음 | 1,551,293 | 157.712 | 9.836 | < | 13.751 | 0.715 < 1.0 OK | 11.077 < 18.289 OK | 216.20 | 221.95 | > | 220.08 | 1.008 | NG! | 11.077 < 13.751 OK (620 : 13.751, ASME : 13.850, API650 : 45.98 MPa | |||
| Total Weight( Roof + Shell ) = | 0.0+1119.2= 1119.2 Ton | [API 620 5.5.4.3] Scs = (t/R≤0.00667 ? 1,800,000×t/R:(t/R≤0.0175 ? 10,150+277,400×t/R: 15000) × 0.006894757 (MPa) [API 620 5.5.4.3] Sca = Scs × 0.555 = (t/R≤0.00667 ? 1,000,000×t/R:(t/R≤0.0175 ? 5,650+154,200×t/R: 8340) × 0.006894757 (MPa) | SPARE 1 | SPARE 2 | |||||||||||||||||||||||||
| Picture (출처 / 근거식) | | SPARE 3 | SPARE 4 | ||||||||||||||||||||||||||
API 620 OLE [1] Level Accelation : Ai = Fa×Ss = 0.88[g], Ac=0.0794[g], Av=0.2757[g], Q=0.6667, I=1.0, Rwi=1.0, Rwc=1.0
SDS=Q×Ss×Fa=0.5867[g], SD1=Q×S1×Fv=0.5131[g], Ss=0.55[g], Fa=1.6, S1=0.26[g], Fv=2.96, Ti=0.3393[s], Tc=9.6929[s]
J=1.4064, Mrw=1,551,293[KN-m] , Ms=4,923,661[KN-m], V=183469.0[KN]
Wp=532119.376[kN] Wi=192306.26[kN] Wc=318189.618 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.55, S1 = 0.26, Fa = 1.6, Fv = 2.96
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.88x(192,306,260x8.438 + 10,976,073x9.482 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0794x(318,189,618x12.359)]2)
Mrw = 1,551,293,177 [N-m] = 1,551,293 [KN-m] = 158,188 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.88x(192,306,260x28.312 + 10,976,073x9.482 + 0x0 + 0.0x0.0 + 0.0x0.0)]2 + [0.0794x(318,189,618x12.359)]2)
Ms = 4,923,661,307 [N-m] = 4,923,661 [KN-m] = 502,074 [Ton-m]
Wp = 532,119,376 [N] = 532,119 [KN] = 54,261 [Ton]
Wi = 192,306,260 [N] = 192,306 [KN] = 19,610 [Ton], Xi = 8.438 [m], Wi/Wp = 36.14[%]
Wc = 318,189,618 [N] = 318,190 [KN] = 32,446 [Ton], Xc = 12.359 [m], Wc/Wp = 59.80[%]
Ws = 10,976,073 [N] = 10,976 [KN] = 1119.248 [Ton], Xs = 9.482 [m]
Wr = 0 [N] = 0 [KN] = 0.000 [Ton], Xr = 0 [m]
Wf = 3,219,425 [N] = 3,219 [KN] = 328.290 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 181,721,547 [N] = 181,722 [KN] = 18,530 [Ton]
Vc = 25,264,256 [N] = 25,264 [KN] = 2,576 [Ton]
V = √(Vi²+ Vc²) = 183,469,353 [N] = 183,469 [KN] = 18,709 [Ton] CLEOLE = 1, dCode = 1, at[tid].in_OR_out = 0
Ai=0.88[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.5131 × ( 4.0 / 9.6929²) × ( 1.0 / 1.0) = 0.0794 [g]
Av= 0.2757 [g]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| Symbol | Description of acceleration parameter | CLE | OLE | ALE |
| Ai : | Impulsive spectral acceleration parameter. [g] | 0.4076 | 0.8800 | 0.2038 |
| Ac : | Convective spectral acceleration parameter. [g] | 0.0385 | 0.0794 | 0.0192 |
| Av : | Vertical earthquake acceleration parameter. [g] | 0.2874 | 0.2757 | 0.1437 |
| G | : | Design Specific gravity | 0.604 | ||||||
| D | : | Tank diameter | 71.300 | m | |||||
| R | : | Tank radius | 35.650 | m | |||||
| H | : | Max. Design product level (at Operation) | 24.800 | m | |||||
| D/H | : | Ratio of tank diameter to design liquid level, D/H=2.875 > 1.333 | 2.875 | ||||||
| t | : | Thickness of the shell under consideration. t = tu - CA | mm | ||||||
| Y | : | Distance from liquid surface to analysis point. (positive down) | m | ||||||
| Nh | : | Product hydrostatic membrane force in shell. (API 620) Nh = 9.80665·G·Y·D / 2 | N/mm | ||||||
| Nv | : | Vertical force in shell.(API 620) Nv = Av·Nh / 2.5 | N/mm | ||||||
| Ni | : | Impulsive hoop membrane force in shell. | N/mm | ||||||
| Nc | : | Convective hoop membrane force in shell. | N/mm | ||||||
| Nv | : | Vertical force in shell.(API 620) Nv = Av×Nh / 2.5 | N/mm | ||||||
| σT | : | Total combined hoop stress in each shell (API 650 Annex E.6.1.4-6) | MPa | ||||||
| |||||||||
| Pt | : | Dynamic pressure in each shell (Reverse calculation by σT) | kPa | ||||||
| |||||||||
| Fty | : | Min. yield strength of shell course, | 413.69 | MPa | |||||
| Sd | : | Product design stress of shell course, | 165.47 | MPa | |||||
| σa | : | Allowable stress of shell course, σa=Min(0.9·Fty, 1.33·Sd) | 220.08 | MPa |
No.3. CAP2 Propane(C3/C4) Inner D= 71.3, H= 24.8 (m) / Outer D= 73.3 (m), H= 25.9 (m), Storage Capacity = 89,836 (m³), Pg= 19.62 (KPa)
[tid=[4] b[0] = RPT_RESULT[5] = API 620 OR API 650 ONE-Foot Weight Summary
PLATE MATERIAL LIST ( 자재구매비 추정금액 )
Tank No. : CAP2 Propane(C3/C4) / INNER TANK
ATTACHMENT A. WELD METAL PURCHASE COST / 용접봉 구매 비용
div id='atDiv_4_4', at[4].divRPT[4] Contents 내용 = CAP2 Propane(C3/C4)] 4.Weld Metal] 0 [KB][tid=[4] b[0] = RPT_RESULT[5] = API 620 OR API 650 ONE-Foot Weight Summary
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
Tank No. : CAP2 Propane(C3/C4) / INNER TANK
| 0. Project Description (Tank No.) | 1. Design Code | 2. Containment System | 3. 내외조구분 | 4. Content | 16. SG | 18. Design Pressure (MPa) | 19. Design temperature (℃) | 10. Diameter (mm) | 11. Height (mm) | 13. CA (mm) | 12. Joint Efficiency | 14. DLL (mm) | 15. HTL (mm) |
| CAP2 Propane(C3/C4) | API 620 | FULL | INNER | LNG | 0.604 | 0 | -44 | 71300 | 24800 | 1.5 | 1 | 22500 | 21300 |
| 1. [INNER TANK] Shell Plate | |||||||||||||||||||
| Net Weight (설계중량) | Gross Weight (자재구매 중량) | 자재구매가격 Shell Plate Purchsing Price | Remark | ||||||||||||||||
| Shell Course No. | Material | Thk. (mm) | Width (mm) | Length (mm) | Qty (SHT) | Net WT (Ton) | Shell Course No. | Material | Thk. (mm) | Width (mm) | Length (mm) | Qty (SHT) | Gross WT (Ton) | Loss Grs/net Ratio(%) | 수입 자재단가 (USD/Ton) | 수입 자재금액 (USD) | 내수 자재단가 (천원/Ton) | 내수 자재금액 (천원) | Remark |
| 9 th Shell Plate | A537-CL2+S5 | 9.525 | 880 | 14001 | 16 | 14.736 | 9 | A537-CL2+S5 | 9.525 | 930 | 14050 | 17 | 16.609 | 12.71 | 1,541.67 | 25,606 | 1,850.00 | 30,727 | Stiff and jig 부착 PAD PLATE 1 Sheet 포함 |
| 8 th Shell Plate | A537-CL2+S5 | 12.0 | 2990 | 14002 | 16 | 63.104 | 8 | A537-CL2+S5 | 12.0 | 3040 | 14050 | 16 | 64.368 | 2.0 | 1,541.67 | 99,234 | 1,850.00 | 119,081 | |
| 7 th Shell Plate | A537-CL2+S5 | 14.0 | 2990 | 14002 | 16 | 73.616 | 7 | A537-CL2+S5 | 14.0 | 3040 | 14050 | 16 | 75.104 | 2.02 | 1,541.67 | 115,786 | 1,850.00 | 138,942 | |
| 6 th Shell Plate | A537-CL2+S5 | 18.0 | 2990 | 14003 | 16 | 94.656 | 6 | A537-CL2+S5 | 18.0 | 3040 | 14050 | 16 | 96.560 | 2.01 | 1,541.67 | 148,864 | 1,850.00 | 178,636 | |
| 5 th Shell Plate | A537-CL2+S5 | 24.0 | 2990 | 14004 | 16 | 126.224 | 5 | A537-CL2+S5 | 24.0 | 3040 | 14050 | 16 | 128.752 | 2.0 | 1,541.67 | 198,493 | 1,850.00 | 238,191 | |
| 4 th Shell Plate | A537-CL2+S5 | 29.0 | 2990 | 14005 | 16 | 152.528 | 4 | A537-CL2+S5 | 29.0 | 3040 | 14050 | 16 | 155.568 | 1.99 | 1,541.67 | 239,835 | 1,850.00 | 287,801 | |
| 3 rd Shell Plate | A537-CL2+S5 | 34.0 | 2990 | 14006 | 16 | 178.832 | 3 | A537-CL2+S5 | 34.0 | 3040 | 14050 | 16 | 182.400 | 2.0 | 1,541.67 | 281,201 | 1,850.00 | 337,440 | |
| 2 nd Shell Plate | A537-CL2+S5 | 38.0 | 2990 | 14007 | 16 | 199.888 | 2 | A537-CL2+S5 | 38.0 | 3040 | 14050 | 16 | 203.856 | 1.99 | 1,541.67 | 314,279 | 1,850.00 | 377,134 | |
| 1 st Shell Plate | A537-CL2+S5 | 41.0 | 2990 | 14007 | 16 | 215.664 | 1 | A537-CL2+S5 | 41.0 | 3040 | 14050 | 17 | 233.699 | 8.36 | 1,541.67 | 360,287 | 1,850.00 | 432,343 | 1st Shell Nozzzle and Openning PAD PLATE 1 Sheet 포함 |
| [INNER TANK] Shell Plate Total = | 144 | 1119.248 | Total Qty and Weight = | 146 | 1156.916 | 3.37 | 1,541.67 | 1,783,583 | 1,850.00 | 2,140,295 | (천원) | ||||||||
| 2. [INNER TANK] Bottom / Annular Plate / Stiffener Ring | |||||||||||||||||||
| Net Weight (설계중량) | Gross Weight (자재구매 중량) | 자재구매가격 Shell Plate Purchsing Price | Remark | ||||||||||||||||
| Part Name | Material | Shell Course No. | Qty (SHT) | Net WT (Ton) | Thickness Range (mm) | Width (mm) | Length (mm) | Qty (SHT) | Gross WT (Ton) | Loss Grs/net Ratio(%) | 수입 자재단가 (USD/Ton) | 수입 자재금액 (USD) | 내수 자재단가 (천원/Ton) | 내수 자재금액 (천원) | Remark | ||||
| 1. Bottom Plate | A537-CL2+S5 | 8.0 | 2438 | 6096 | 237.60 | 221.720 | 1 | A537-CL2+S5 | 8.0 | 2438 | 6096 | 252 | 235.116 | 6.04 | 1,541.67 | 362,471 | 1,850.00 | 434,965 | |
| 2. Annular Plate | A537-CL2+S5 | 27.0 | 2438 | 6096 | 33.80 | 106.570 | 2 | A537-CL2+S5 | 27.0 | 2438 | 6096 | 39 | 122.850 | 15.28 | 1,541.67 | 189,394 | 1,850.00 | 227,272 | |
| 6. Stiffener Ring | A537-CL2+S5 | L450x9.525+120x9.525 FB 150x12 | 224.0 (m) | 4 Rings | 30.386 | 6 | A537-CL2+S5 | ref. | 역계산 | 역계산 | 4 | 34.944 | 15.00 | 5,090.00 | 177,865 | 6,108.00 | 213,438 | ||
| [INNER TANK] Bottom / Annular / Total = | 358.676 | Total Qty and Weight = | 392.910 | 729,730 | USD | 875,675 | (천원) | ||||||||||||
| [INNER TANK] Grand Total = | 1477.924 | Grand Total Qty and Weight = | 1549.826 | 2,513,313 | USD | 3,015,970 | (천원) | ||||||||||||
ATTACHMENT A. WELD METAL PURCHASE COST / 용접봉 구매 비용
| CAP2 Propane(C3/C4) / INNER TANK, D= 71.3 (m), H= 24.8 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 9th) | A537-CL2+S5 | t 41 ~ 9.525 | 24800 | 14007 | 16 | 144 | 1119.2 | SAW-2G (수평용접) | 2240.0 | 402.85 | 98.0 | 1190.35 | 6600 | 1.00 | 7,261 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 1428.42 | 3500 | 1.00 | 4,999 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 396.8 | -9.00 | 90.0 | -3.48 | 6100 | 1.00 | -21 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A537-CL2+S5 | t 8×ø67046 | 2438 | 6096 | N/A | N/A | 221.72 | FCAW FILLET (2F) | 1218.2 | 38.40 | 90.0 | 408.00 | 6100 | 1.00 | 2,489 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL2+S5 | t 27×(ø71568 - ø66946) | 2311 | N/A | 32 | 106.57 | SMAW V-GROOVE (1G+4G) | 74.0 | 451.40 | 60.0 | 436.75 | 59000 | 1.00 | 25,768 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 4. STIFFENER / TOP GIRDER | A537-CL2+S5 | L450x9.525+120x9.525 FB 150x12 | 14007 | 16 | 5 개소 (양쪽필렛연속) | 30.39 | FCAW FILLET (2F+4F) 양면필렛연속용접 | 1120.0 | 270.00 | 90.0 | 2637.60 | 3200 | 1.00 | 8,440 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |
| CAP2 Propane(C3/C4) / INNER TANK Weld Metal Total = | 5720.89 | kg | 48,936 | (천원) | ||||||||||||
No.3. CAP2 Propane(C3/C4) Inner D= 71.3, H= 24.8 (m) / Outer D= 73.3 (m), H= 25.9 (m), Storage Capacity = 89,836 (m³), Pg= 19.62 (KPa)
[RPT_RESULT[7] = API 650 ONE-FOOT WELD METAL Summary
div id='atDiv_8_4', at[4].divRPT[8] Contents 내용 = CAP2 Propane(C3/C4)] 8.Roof Structure] 0 [KB][RPT_RESULT[7] = API 650 ONE-FOOT WELD METAL Summary
No.3. CAP2 Propane(C3/C4) Inner D= 71.3, H= 24.8 (m) / Outer D= 73.3 (m), H= 25.9 (m), Storage Capacity = 89,836 (m³), Pg= 19.62 (KPa)
div id='atDiv_2_6', at[6].divRPT[2] Contents 내용 = CAP2 Propane(C3/C4)] 2.강도계산서] 340 [KB]No.4. CAP2 Propane(C3/C4) Tank Size, D= 73.3, H= 25.9 (m), Storage Capacity = 89,837 (m³)
여기부터 Bottom Plate 시작함 BOTTOM_ANNULAR_ROPORT()
[rvBottom] = tid = 6, tdFoot[1] = 33.775 (mm), tuFoot[1] = 34.0 (mm)
4. Bottom plate and Annular plate of calculation
8.4 Roof Plate
The roof plate is designed to withstand the internal pressures in design and pneumatic test
conditions in accordance with Section 5.10 of API 620.
8.4.1 Design Internal Pressure Condition
The minimum thickness of roof plate for design pressure is calculated as the follows.
(as per API 620 para. 5.10.2.5, Spherical segment dome roof plate)
8.4.2 Pneumatic Test Pressure Condition
The minimum thickness of roof plate for pneumatic test pressure is calculated as the follows.
아래는 ROOF STRUCTURE 없이 [Self Support Dome Roof] 로 할 경우
최소 필요한 Roof Plate 두께를 계산 합니다. ( 계산서에 포함 시키지 마세요 )
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA) [원본 일본어 ] [한글 번역본]
8.4.3 External Pressure (Vacuum) Condition ( When, Self Support Dome Roof )
The minimum roof plate thickness(without roof rafter) for vacuum pressure is calculated as the follows.
(as per API 620 Annex F.3.3.2)
Roof Plate 두께 (API 620 Annex F 3.3)
Allowable External Pressure( Pmax = Pe + W/A) 역 계산
at[6].myKnuckleScript = [ [ 'A516-70', 4398, 65970, 52, 227.966, 1.01948, 0.55132, 0.80033, 0, 0, 64504, 69111.4, 3746.4, 9774.4, 13520.8, 0, 0, 0, 0, 0 ], ]
8.4.4.1 Knuckle Calculation
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA)
A) Knuckle Strength Check by External Pressure
Where,
1. W = 785.224 (Ton), 7700.417 (kN), A = 7700.417 (m²), Pg = 19.62 (kPa), Pe = 0.5 (kPa)
2. R1 = 4398 (mm), Knuckle Radius
3. R2 = 65970 (mm), Roof Radius
4. R3 = 49343 (mm), equivalent Radius
B) Allowable Buckling(Compressive) Stress by ASME SEC. II Part D
8.4.4.2 Knuckle Calculation
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA)
출처 : https://www.jstage.jst.go.jp/article/hpi/47/5/47_5_305/_pdf
Ellipsodial Head Stress 엑셀계산 [Stress-in-ellipsoidal-head-of-pressure-vessel-DANotes.xlsm]
[RRR-START]
where,
La : Actual height of the tank associated with the particular stiffener
(Acutal distance of stiffener & stiffener or stiffener & top shell)
Tav : Average thickness of inner shell plate with corrosion, Tav =19.902 mm
Fa : Allowable Compressive Stress, 15,000 psi, Fa = 103.421 MPa
Nwave : Calculate the number of buckling waves,
[RRR-END]
[RPT_RESULT[10] = BUCKLING_CALC() [
1. TANK SHELL BUCKLING CALCULATION ( EACH CASE)
at[at[0].tid].in_OR_out=[1]
[Check Condition : CASE 1 / 9], Design Pressure (100%) + Full Liquid(DLL) Pg= 19.62 (kPa), DLL = 21.289 (m), SG = 0.0, Wr = 785.224(Ton)
[Check Condition : CASE 2 / 9], Operating + Operating Pressure Pg= 0.098 (kPa), DLL = 21.289 (m), SG = 0.0, Wr = 785.224(Ton)
[Check Condition : CASE 8 / 9], Design Pressure (100%) + Lr(20psf) + 10% Snow Load Pg= 19.62 (kPa), DLL = 21.289 (m), SG = 0.0, Lr = 102(kg/m²)×A(m²)= 421.99(Ton), Wr = 1207.214(Ton)
[Check Condition : CASE 9 / 9], Vacuum Pressure (-50 mmWTR) Pe= -0.5 (kPa), DLL = 0 (m), SG = 0.0, Lr = 102(kg/m²)×A(m²)= 421.99(Ton), Wr = 1207.214(Ton)
[END OF RPT_RESULT[10] = BUCKLING_CALC() [
AAA k = 0 = API 650 = k = 0, dCode = 1, AAA D = 73.3 (mm), Hd[0] = 21189.0 (mm) Hd[1] = 21189.0 (mm) Ht[0] = 20189.0 mm
seisResult[1] =
[
START - [SEISMIC DESIGN 스펙트럼 그래프 그리기] [CANVAS SHOW]
<canvas name=canvasSpect id=seisDesignSpect_3> <img name=imgvasSpect id=imgsDesignSpect_3>
기상청 Magnitude 환산 Formula M = 2.0 × [Log10(Sa×980) + 1]
MMI : 수정머칼리 진도척도(Modified Mercalli Intensity(MMI) Scale) [ I ~ XII 까지 12단계 ]
MMI = 3.0 × [Log10(Sa×980) + 0.5]
[지반가속도 와 규모의 관계그래프.xlsx]
출처 : 나무위키 지진
1.[기상청] 지진표준교재
2.[기상청] 중고등교재
3.[기상청] 초등교재
END - [스펙트럼 그래프 그리기]
DEBUG START 624 dCode = [1] CLEOLE = [0] at[tid].sData[4] = [0.0] END OF DEBUG 624
DEBUG START 625 at[tid].seisResu[0] = [at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.837, S1 = 0.346, Fa = 1.0956, Fv = 2.616
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.4586x(175,907,062x7.946 + 9,826,499x10.564 + 7,700,417x29.606 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(331,217,506x11.488)]2)
Mrw = 793,168,509 [N-m] = 793,169 [KN-m] = 80,881 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.4586x(175,907,062x29.244 + 9,826,499x10.564 + 7,700,417x29.606 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(331,217,506x11.488)]2)
Ms = 2,511,299,010 [N-m] = 2,511,299 [KN-m] = 256,081 [Ton-m]
Wp = 529,621,864 [N] = 529,622 [KN] = 54,006 [Ton]
Wi = 175,907,062 [N] = 175,907 [KN] = 17,938 [Ton], Xi = 7.946 [m], Wi/Wp = 33.21[%]
Wc = 331,217,506 [N] = 331,218 [KN] = 33,775 [Ton], Xc = 11.488 [m], Wc/Wp = 62.54[%]
Ws = 9,826,499 [N] = 9,826 [KN] = 1002.024 [Ton], Xs = 10.564 [m]
Wr = 7,700,417 [N] = 7,700 [KN] = 785.224 [Ton], Xr = 29.606 [m]
Wf = 3,474,300 [N] = 3,474 [KN] = 354.280 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 90,302,136 [N] = 90,302 [KN] = 9,208 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 90,302,136 [N] = 90,302 [KN] = 9,208 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 1
Ai=0.4586[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.6034 × ( 4.0 / 10.04²) × ( 1.5 / 1.0) = 0.0 [g]
Av= 0.2874 [g]
] END OF DEBUG 625
6.2.4. Seismic Design Acceleration Calculation ( API 620 Annex L )
API 620 L.4.3.3 (OLE) Adjustment Factors, ( Factor I , R )
Unless specifically permitted by the regulations, the OLE design forces shall not be adjusted by
an importance factor, I, or force reduction factor, R,
Nor shall the forces be reduced by the 0,7 multiplier (1/1.4) commonly applied
to convert (CLE) Contingency Level Events to ASD methods.
해석 : API 620 L.4.3.3 (OLE) 조정계수, ( OLE I, R 에 대한 특별규정 )
규정에서 특별히 허용하지 않는 한, OLE 설계력은 중요도 계수 I 또는 힘 감소 계수 R에 의해 조정되지 않아야 합니다.
또한 (CLE) 비상 수준 이벤트를 ASD 방법으로 변환하는 데 일반적으로 적용되는 0.7 승수(1/1.4)로 힘을 줄여서는 안 됩니다.
API 620 L.4.4.2 (CLE) Definition Based on ASCE 7 Method (API 650, Annex E)
To utilize API 650, Section E.4 to define the CLE ground motion,
the following modifications shall be made based on the provisions in this annex:
1) Scaling factor, Q = 1.0 , is not applicable and may be set equal to a value of 1.0;
2) Importance factor, I = 1.0
]
SlidingCheck =
[
6.4.8 Sliding Resistance Check / PTT-LNG Examples
4.7 Sliding Resistance
According to API 650 E. 7.6, Total design base shear (horizontal force) V , should be equal
to or smaller than the value Vs obtained as follows;
Vs = μ × (Ws + Wr + Wf + Wp + Wns + Wnr ) × (1.0 - 0.4 × Av)
Where,
Vs = Allowable base shear [N]
μ = Maximum friction coefficient for tank sliding
= tan(30°) / 1.5 = 0.3849 for OBE (According to API620 L4.2.10)
= tan(30°) / 1.0 = 0.5773 for SSE (According to API620 L4.3.3)
Ws = Weight of tank Shell Plate = 9,826,499 [N], Ws = 1002.024 [Ton]
Wr = Weight of tank roof = 7,700,417 [N], Wr = 785.224 [Ton]
Wf = Weight of tank bottom = 3,474,300 [N], Wf = 354.28 [Ton]
Wp = Weight of liquid content = 21,001,216 [N], Wp = 2141.528 [Ton]
Total Weight of Steel and Liquid Content,
Wsum = (Ws+Wr+Wf+Wp+Wns+Wnr)= 550,623 kN, Wsum = 56,402,808 [Ton]
Av(ALE) = Vertical seismic acceleration = 0.2757 [g] for OBE
Av(CLE) = Vertical seismic acceleration = 0.2874 [g] for CLE
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.5 = 0.3849 (For ALE)
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.0 = 0.577 (For CLE)
Sliding Resistance (Vs)
Vs (ALE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.3849 × 553,123 × (1.0 - 0.4 × 0.2757) = 189,419 [kN]
Vs (CLE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.577 × 550,623 × (1.0 - 0.4 × 0.2874) = 281,186 [kN]
The following table shows the results.
Table 6.4.9 Result of sliding resistance
계산결과 CLE=rvAry[0], OLE=rvAry[1], ALE=rvAry[2]
Min. yield strength of annulae plate (A537-CL2+S5), Fy = 414 MPa
Design Internal Pressure, Pg = 19.62 kPa
Tank Dia. D = 73.300 (m), Tank Height Ht = 25.900(m), H = 21.189 (m), Design Liquid Level for Seismic calc,
SG = 0.604, CA = 1.5 (mm)
SEISMIC DESIGN CODE : [ API 650 Annex E / 620 Annex L / SNI-1726-2012, Fa, Fv Table 4, 5 ) ]
SITE Class : [ SE ]
SEISMIC USE GROUP : SUG = [ III ]
Table 4.8 Seismic Dedign Calculation [Outer Tank]
Where,
SITE Class : [ SE ]
SEISMIC USE GROUP : SUG = [ III ]
API 620 L4.3.9 Inner Tank Freeboard
1. OLE (Operating Level Earthquake)
δs = 0.42 × D × Af + hs (300 mm), for API 620 OLE or SUG = III
δs = 0.42 × 73,300 × 0.0 + 300 = 300 (mm)
An additional shell height, hs shall be added to the calculated value above
the sloshing height as required by the governing regulations.
The minimum value of hs forthe OLE event shall be 300 mm (1 ft).
2. CLE (Contingency Level Earthquake) FOR SUG = I OR II
δs = 0.42 × D × Af
δs = 0.42 × 73,300 × 0.0 = 0 (mm)
Therefore, This Tank FreeBoard(δs) is Max( OLE, CLE) = Max( 300, 0 ) = 300 (mm)
API 650 E.6.1.2 Center of Action for Effective Lateral Forces
반응수정계수 행복채움 블로그
반응수정계수 (response modiflcation coefflcient)는 내진설계를 하면서 붕괴방지수준(CLE) 에 대해 검토시
비탄성거동인 소성영역까지 허용하여 저감된 지진력 으로 구조검토를 하게 됩니다.
탄성은 외부로부터 받은 자극이 제거되면 물체를 원래 형상으로 복원시키려는 성질인 반면,
소성은 외부의 자극이 제거되어도 변형을 그대로 유지하려는 성질입니다.
이런 비선형적 거동을 고려할수 있도록 내진설계시 R 응답수정계수를 적용해 줍니다.
Ve: 만약 구조체가 설계 지진의 지반 운동에 대하여 완전히 탄성 거동을 하게 된다고 가정하였을때 지진력에 대해저항하는힘
V: 선형 탄성영역에서의 밑면전단력
이러한 응답수정계수는 설계시 적용할때 마다 구하기는 한계가 있으므로
기준별로 정리되어있어 필요할경우 편리하게 사용하면 됩니다.
주의하실 점은 부재의 연성으로 비탄성변형으로 인한부재력의 저감은
수평력에 대해서만 적용하며， 수직력은 적용하지 않습니다.
4. TANK CAPACITY
4.1 Liquid Levels
Note 1) This liquid level should be used for seismic design and determination of sloshing height of inner steel tank.
2) It is the liquid level of maximum operation level plus overfill protection margin (= 200 mm).
4.2 Operating Tank Capacity
Table 2-1 Tank Capasity Calculation
Tank type : Full Containment Tank Elevated Bottom slab Metal Inner Tank with Suspended Deck
]
7.2.4. Dynamic hoop stress calculation (CLE) API 620 Annex L
[TABLE 6.1]
When, D/H= 2.83 > 1.333
6.2.5. Shell Buckling (Compressive) Strength Check (CLE) API 620 Annex L
[TABLE 7.2.5.1] Ai = 0.4586[g], Ac = 0.0[g], Av = 0.2874[g] Wp = 529621.86 [Ton], Wi = 175907.06 [Ton], Wc = 331217.51 [Ton], Ws = 1002.02 [Ton], Xs = 10.564 [m]
DLL = 21189.0 m, Hd[0] = 21189.0 m, Hmm = 25900.0 m, Wr = 785.22 [Ton], Xr = 32.660 [m], XrRoof = 6.760 [m] Knuckle 반경 = [4398.0 mm, Knuckle 높이(3,746m) + Dome 높이(9,774m) = 13,521(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.4586 [g] × 7700.42 [kN] × 6.76(m) = 23872.34[kN-m]
Mrw_KN = 793,169 = Mrw + Mrw_Roof = 793,169 [KN-m], Mrw_Roof = 23,872 [KN-m], Mrw_Roof = 793,169 × (785 / ( 529,622 + 1,002 )) = 23872.34[kN-m]
Allowable Compressive Stress : Scs = 1.33 × ( tPr≤0.00667? 1,800,000 : ( tPr≤0.0175? 10,150.0+277,400: 15,000) × tPr × 0.006894757
API 620 CLE [0] Level Accelation : Ai = Fa×Ss×(I/Rwi)= 0.4586[g], Ac=0.0[g], Av=0.2874[g], Q=0.6667, I=1.5, Rwi=2.0, Rwc=1.0
SDS=Q×Ss×Fa=0.6114[g], SD1=Q×S1×Fv=0.6034[g], Ss=0.837[g], Fa=1.0956, S1=0.346[g], Fv=2.616, Ti=0.3668[s], Tc=10.04[s]
J=0.704, Mrw=793,169[KN-m] , Ms=2,511,299[KN-m], V=90302.0[KN]
Wp=529621.864[kN] Wi=175907.062[kN] Wc=331217.506 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.837, S1 = 0.346, Fa = 1.0956, Fv = 2.616
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.4586x(175,907,062x7.946 + 9,826,499x10.564 + 7,700,417x29.606 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(331,217,506x11.488)]2)
Mrw = 793,168,509 [N-m] = 793,169 [KN-m] = 80,881 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.4586x(175,907,062x29.244 + 9,826,499x10.564 + 7,700,417x29.606 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(331,217,506x11.488)]2)
Ms = 2,511,299,010 [N-m] = 2,511,299 [KN-m] = 256,081 [Ton-m]
Wp = 529,621,864 [N] = 529,622 [KN] = 54,006 [Ton]
Wi = 175,907,062 [N] = 175,907 [KN] = 17,938 [Ton], Xi = 7.946 [m], Wi/Wp = 33.21[%]
Wc = 331,217,506 [N] = 331,218 [KN] = 33,775 [Ton], Xc = 11.488 [m], Wc/Wp = 62.54[%]
Ws = 9,826,499 [N] = 9,826 [KN] = 1002.024 [Ton], Xs = 10.564 [m]
Wr = 7,700,417 [N] = 7,700 [KN] = 785.224 [Ton], Xr = 29.606 [m]
Wf = 3,474,300 [N] = 3,474 [KN] = 354.280 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 90,302,136 [N] = 90,302 [KN] = 9,208 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 90,302,136 [N] = 90,302 [KN] = 9,208 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 1
Ai=0.4586[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.6034 × ( 4.0 / 10.04²) × ( 1.5 / 1.0) = 0.0 [g]
Av= 0.2874 [g]
7.2.6. Dynamic hoop stress calculation (ALE) API 620 Annex L
[TABLE 6.1]
When, D/H= 2.83 > 1.333
6.2.5. Shell Buckling (Compressive) Strength Check (ALE) API 620 Annex L
[TABLE 7.2.5.3] Ai = 0.5867[g], Ac = 0.0[g], Av = 0.2757[g] Wp = 532121.38 [Ton], Wi = 177546.0 [Ton], Wc = 332020.71 [Ton], Ws = 1002.02 [Ton], Xs = 10.564 [m]
DLL = 21189.0 m, Hd[0] = 21189.0 m, Hmm = 25900.0 m, Wr = 785.22 [Ton], Xr = 32.660 [m], XrRoof = 6.760 [m] Knuckle 반경 = [4398.0 mm, Knuckle 높이(3,746m) + Dome 높이(9,774m) = 13,521(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.5867 [g] × 7700.42 [kN] × 6.76(m) = 30540.56[kN-m]
Mrw_KN = 1,026,218 = Mrw + Mrw_Roof = 1,026,218 [KN-m], Mrw_Roof = 30,541 [KN-m], Mrw_Roof = 1,026,218 × (785 / ( 532,121 + 1,002 )) = 30540.56[kN-m]
Allowable Compressive Stress : Scs = 1.33 × ( tPr≤0.00667? 1,800,000 : ( tPr≤0.0175? 10,150.0+277,400: 15,000) × tPr × 0.006894757
API 620 OLE [1] Level Accelation : Ai = Fa×Ss = 0.5867[g], Ac=0.0[g], Av=0.2757[g], Q=0.6667, I=1.0, Rwi=1.0, Rwc=1.0
SDS=Q×Ss×Fa=0.5867[g], SD1=Q×S1×Fv=0.5131[g], Ss=0.55[g], Fa=1.6, S1=0.26[g], Fv=2.96, Ti=0.368[s], Tc=10.0279[s]
J=0.9063, Mrw=1,026,218[KN-m] , Ms=3,240,063[KN-m], V=116488.0[KN]
Wp=532121.378[kN] Wi=177546.004[kN] Wc=332020.707 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.55, S1 = 0.26, Fa = 1.6, Fv = 2.96
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.5867x(177,546,004x7.983 + 9,826,499x10.564 + 7,700,417x29.606 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(332,020,707x11.55)]2)
Mrw = 1,026,217,757 [N-m] = 1,026,218 [KN-m] = 104,645 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.5867x(177,546,004x29.236 + 9,826,499x10.564 + 7,700,417x29.606 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(332,020,707x11.55)]2)
Ms = 3,240,062,867 [N-m] = 3,240,063 [KN-m] = 330,394 [Ton-m]
Wp = 532,121,378 [N] = 532,121 [KN] = 54,261 [Ton]
Wi = 177,546,004 [N] = 177,546 [KN] = 18,105 [Ton], Xi = 7.983 [m], Wi/Wp = 33.37[%]
Wc = 332,020,707 [N] = 332,021 [KN] = 33,857 [Ton], Xc = 11.55 [m], Wc/Wp = 62.40[%]
Ws = 9,826,499 [N] = 9,826 [KN] = 1002.024 [Ton], Xs = 10.564 [m]
Wr = 7,700,417 [N] = 7,700 [KN] = 785.224 [Ton], Xr = 29.606 [m]
Wf = 3,474,300 [N] = 3,474 [KN] = 354.280 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 116,487,654 [N] = 116,488 [KN] = 11,878 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 116,487,654 [N] = 116,488 [KN] = 11,878 [Ton] CLEOLE = 1, dCode = 1, at[tid].in_OR_out = 1
Ai=0.5867[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.5131 × ( 4.0 / 10.0279²) × ( 1.0 / 1.0) = 0.0 [g]
Av= 0.2757 [g]
Where,
div id='atDiv_3_6', at[6].divRPT[3] Contents 내용 = CAP2 Propane(C3/C4)] 3.Weight summary] 37 [KB]| Descriptipon | SI Unit | USC Unit | ||||
| Diameter of tank inside | D = | 73300 | mm | D = | 240.486 | ft |
| Height of tank | Htank = | 25900 | mm | Htank = | 84.974 | ft |
| Radius of tank in-diameter, Rc = D / 2 | Rc = | 36650 | mm | Rc = | 120.243 | ft |
| Design liquid level | DLL = | 21289 | mm | DLL = | 69.846 | ft |
| Hydrostatic-test liquid level, HTL = DLL × SG | HTL = | 20189 | mm | HTL = | 66.237 | ft |
| Corrosion allowance | C.A = | 1.5 | mm | C.A = | 0.059 | in |
| Min. Shell Thickness as per API 620 CODE | tMin = | 9.525 | mm | tMin = | 0.375 | inch |
| Design Temperature | DT = | -44.0 | ℃ | DT = | -47.2 | ºF |
| Design Specific Gravity(SG = 0.604), Design Density(ρ) | ρ = | 604.0 | kg/m3 | ρ = | 37.706 | lb/ft3 |
| Cross-sectional area of the tank, At = π×D²/4 | At = | 4219.858 | m2 | At = | 6,540,793 | in2 |
| Total weight of tank and its contents. W = Wr + Lr Roof Dead Load(Wr)= 785.224 + Live Load(Lr)= 506.383 Ton | W = | 1291.607 | Ton | W = | 12666.3 | kN |
| Shell Plate Welding Joint Efficiency | E = | 1.000 | E = | 1.000 | ||
| Material of shell plate | MATL = | A537-CL2+S5 | ||||
| Minimum Tensile strength (For WELD METAL) | Fu = | 551.581 | MPa | Fu = | 80,000 | psi |
| Minimum Yield strength (For WELD METAL) | Fy = | 413.686 | MPa | Fy = | 60,000 | psi |
| Allowable Stress for Design Condition [View] (Design) Sts = Min( 0.3×Ft, 0.6×Fy) | Sts = | 165.474 | MPa | Sts = | 24,000 | psi |
| Allowable Stress for Test Condition (Test) Sts = Min( 0.55 × Ft, 0.75 × Fy) | Sts = | 303.37 | MPa | Sts = | 44,000 | psi |
| Design internal pressure, Pg = 2001 mmWTR | Pg = | 0.01962 196.2 | MPa mbar.g | Pg = | 2.84564 | psi |
| Height from the bottom of the course under consideration to the Max. design liquid level(DLL), PL = ρ · g · Hd · 10-3 (kPa) Gravity acceleration, g = 9.80665 m/sec² | PL = | See Below 3.1.1 Table(a) | ||||
| Total pressure, P = Pg + PL | P = | See Below 3.1.1 Table(a) | ||||
| For cylindrical sidewalls of a vertical tank : as per API 620 5.10.2.5 c) Eqn. (10)(11), | ||||||
| T2 = P x Rc | T1 = Meridional (Longitudinal) unit force. (lb/in) | |||||
| T2 : Latitudinal (Circumferential) unit force. (lb/in) | ||||||
| Required shell thickness calculation : as per API 620 5.10.3.2 Eqn. (16), | ||||||
| td : Design thickness of shell. (mm) tu : Used (Selected) thickness of shell. (mm) | |||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| Design Condition : D=73.300 (m), H=25.900 (m), SG=0.604, Pg=19.62 (kPa) , Pg=19.62 (kPa) = 2,001 (mmWTR) DLL=21.289 (m), Hd[i] = DLL + Pg/SG (m) Ht[i] = Hd[i] × SG API 620, FULL, Outer, Pg= 19.62 (kPa) = 2000.7 (mmWTR) | Tank D(m)= | 73.3 | H(m)= | 25.9 | DLL(m)= | 21.289 | Shutdown and Construction Condition [ 내부압력 없는 조건 Pd: 0.0 MPa ], T1s(ShutDown) = Max. Compression (-값) 압축 1) Roof Dead Load Wr = [785.224] Ton 2) Roof Live Load LL = [506.383] Ton = Max( LL, Vacuum, SnowLoad ) 120 kg/m²× At (4219.858)m²= [506.383] Ton Total Load : (1)+(2) Wsum = [1291.607] Ton Note 1) : 탱크내부에 진공압력( Vacuum Pressure 0.005 MPa)이 걸렸을 경우에는 나중에 추가 예정 2022.07.15 | |||||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (m) | Hd (m) | Ht (m) | P=Pg+PL (KPa) | T2=P×R (N/mm) |
td (mm) | tt (mm) | Used Thk. tu =Max(td,tt , tMin) (mm) | Weight (Ton) | Remark tu(input) (mm) | SKETCH | Each Wtr[n] (mm) | ∑Wtr[1~n] 누적(mm) | Remark | tc =tu-CA (mm) | Ratio t / R | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A[n] (mm²) | T1=R/2× (P-W/A) (N/mm) | T2=P×R (N/mm) | Sc = T1/tc 수직응력 (-압축,+인장) (MPa) | St = T2/tc 원주막응력 (-압축,+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fact(N) | Scs (MPa) | Sca = M×Scs (MPa) | Stress ratio SRc = Sc/Sca SRt = St/Sts SRtc < 1.0 OK | 1. ASME D.1 Sca = M×0.0625×E×tPr (MPa), E = 204,000 (MPa) 2. EN_1993 Sca = 0.0605 × E × Cx(1.0) × tPr (MPa) 3. JIS_LNG Sca = (0.25/γ1=2.25)×E×tPr (MPa) Long-Term 4. JIS_LNG Sca = (0.25/γ2=1.50)×E×tPr (MPa) Short-Term | ||
| 10 | A537-CL2+S5 | 0.700 | 0.0 | 0.0 | 19.62 | 719.07 | 9.525 | 9.525 | 9.52 (＋0.0) | 12.060 | 9.525 (0.0) |
shCanvas_650[CANVAS SHOW]
|
700 | 5,898 | 8.03 | 0.000219 | 1303.667 | 1847987 | (-) 55.518 | 719.073 | -6.918 | 89.604 | 165.474 | 0.5415 | 0.6125 | 2.718 | 1.664 | 4.156 > 1.0 NG | ASME= 1.71, EN1993= 2.702, JIS(L)= 4.963, JIS(S)= 7.445 | |||
| 9 | A537-CL2+S5 | 2.800 | 0.0 | 0.0 | 19.62 | 719.07 | 9.525 | 9.525 | 9.52 (＋0.0) | 48.222 | 9.525 (0.0) | 2,800 | 5,198 | 8.03 | 0.000219 | 1351.889 | 1847987 | (-) 57.572 | 719.073 | -7.174 | 89.604 | 165.474 | 0.5415 | 0.6125 | 2.718 | 1.664 | 4.310 > 1.0 NG | ASME= 1.71, EN1993= 2.702, JIS(L)= 4.963, JIS(S)= 7.445 | ||||
| 8 | A537-CL2+S5 | 2.800 | 1.689 | 0.589 | 29.624 | 1085.73 | 9.525 | 9.525 | 18.00 (＋8.47) | 91.134 | 18.0 (0.0) | 462 | 2,398 | 16.5 | 0.000450 | 1443.023 | 3799599 | (-) 61.453 | 1085.731 | -3.724 | 65.802 | 165.474 | 0.3977 | 0.7400 | 5.587 | 4.135 | 0.901 < 1.0 OK | ASME= 4.248, EN1993= 5.556, JIS(L)= 10.205, JIS(S)= 15.307 | ||||
| 7 | A537-CL2+S5 | 2.800 | 4.489 | 3.389 | 46.209 | 1693.57 | 11.735 | 9.525 | 18.00 (＋6.26) | 91.134 | 18.0 (0.0) | 462 | 1,936 | 16.5 | 0.000450 | 1534.157 | 3799599 | (-) 65.334 | 1693.572 | -3.960 | 102.641 | 165.474 | 0.6203 | 0.5333 | 5.587 | 2.980 | 1.329 > 1.0 NG | ASME= 3.061, EN1993= 5.556, JIS(L)= 10.205, JIS(S)= 15.307 | ||||
| 6 | A537-CL2+S5 | 2.800 | 7.289 | 6.189 | 62.794 | 2301.41 | 15.408 | 10.295 | 18.00 (＋2.59) | 91.134 | 18.0 (0.0) | 462 | 1,474 | 16.5 | 0.000450 | 1625.291 | 3799599 | (-) 69.215 | 2301.412 | -4.195 | 139.480 | 165.474 | 0.8429 | 0.2620 | 5.587 | 1.464 | 2.866 > 1.0 NG | ASME= 1.504, EN1993= 5.556, JIS(L)= 10.205, JIS(S)= 15.307 | ||||
| 5 | A537-CL2+S5 | 2.800 | 10.089 | 8.989 | 79.379 | 2909.25 | 19.081 | 13.612 | td > tu NG! 19.00 (－0.08) | 96.192 | 19.0 (0.0) | 399 | 1,012 | 17.5 | 0.000477 | 1721.483 | 4029878 | (-) 73.311 | 2909.253 | -4.189 | 166.243 | 165.474 | 1.0046 | -0.0093 | 5.926 | -0.055 | -76.014 > 1.0 NG | ASME= -0.057, EN1993= 5.893, JIS(L)= 10.823, JIS(S)= 16.235 | ||||
| 4 | A537-CL2+S5 | 2.800 | 12.889 | 11.789 | 95.964 | 3517.09 | 22.755 | 16.930 | 23.00 (＋0.24) | 116.442 | 23.0 (0.0) | 238 | 613 | 21.5 | 0.000587 | 1837.925 | 4950993 | (-) 78.270 | 3517.094 | -3.640 | 163.586 | 165.474 | 0.9886 | 0.0224 | 7.280 | 0.163 | 22.323 > 1.0 NG | ASME= 0.168, EN1993= 7.24, JIS(L)= 13.297, JIS(S)= 19.945 | ||||
| 3 | A537-CL2+S5 | 2.800 | 15.689 | 14.589 | 112.549 | 4124.93 | 26.428 | 20.247 | td > tu NG! 26.00 (－0.43) | 131.634 | 26.0 (0.0) | 172 | 375 | 24.5 | 0.000668 | 1969.559 | 5641829 | (-) 83.876 | 4124.934 | -3.423 | 168.365 | 165.474 | 1.0175 | -0.0360 | 8.296 | -0.299 | -11.463 > 1.0 NG | ASME= -0.307, EN1993= 8.251, JIS(L)= 15.152, JIS(S)= 22.729 | ||||
| 2 | A537-CL2+S5 | 2.800 | 18.489 | 17.389 | 129.134 | 4732.77 | 30.101 | 23.564 | td > tu NG! 30.00 (－0.10) | 151.902 | 30.0 (0.0) | 118 | 203 | 28.5 | 0.000778 | 2121.461 | 6562944 | (-) 90.345 | 4732.775 | -3.170 | 166.062 | 165.474 | 1.0036 | -0.0072 | 9.651 | -0.069 | -45.621 > 1.0 NG | ASME= -0.071, EN1993= 9.598, JIS(L)= 17.626, JIS(S)= 26.439 | ||||
| 1 | A537-CL2+S5 | 2.800 | 21.289 | 20.189 | 145.719 | 5340.62 | 33.775 | 26.882 | 34.00 (＋0.22) | 172.170 | 34.0 (0.0) | 85 | 85 | 32.5 | 0.000887 | 2293.631 | 7484059 | (-) 97.677 | 5340.615 | -3.005 | 164.327 | 165.474 | 0.9931 | 0.0137 | 11.005 | 0.151 | 19.934 > 1.0 NG | ASME= 0.155, EN1993= 10.945, JIS(L)= 20.1, JIS(S)= 30.15 | ||||
| ∑W, Hd, Ht(m)= | 25.900 | 21.289 | 20.189 | Total Net Weight, NetWt = | 1002.024 | Ton | ∑Wtr= | 5.898 | (m) | |||||||||||||||||||||||
| Total Gross Weight, GrsWt = | 1034.471 | Ton | ||||||||||||||||||||||||||||||
| Equivalent Shell Nominal Thickness (평균두께 부식전) | 21.402 | mm | Without CA | |||||||||||||||||||||||||||||
| Equivalent Shell Corroded Thickness (평균두께 부식후) | 19.902 | mm | With CA | |||||||||||||||||||||||||||||
| Shell Gravity Center from Bottom,(PV Hanbook : 434 Page) Xs = (Aa+Ba+Ca...Z) / (A+B+C..Z) =10.564 [m] | 10.564 | m | ||||||||||||||||||||||||||||||
[rvBottom] = tid = 6, tdFoot[1] = 33.775 (mm), tuFoot[1] = 34.0 (mm)
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
|
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
8.4 Roof Plate
The roof plate is designed to withstand the internal pressures in design and pneumatic test
conditions in accordance with Section 5.10 of API 620.
8.4.1 Design Internal Pressure Condition
The minimum thickness of roof plate for design pressure is calculated as the follows.
(as per API 620 para. 5.10.2.5, Spherical segment dome roof plate)
| tDesign = | 8.02 | mm | |||||
| Used Roof plate thickness ( tDesign < tUsed OK ) | tUsed = | 8.5 | mm | |||||
| where, | ||||||||
| T1 | : Meridional unit forces T1 = Rs / 2 × ( Pg - W/At ) [API 620 5.10.2.5 a) Eqn(4)] | T1 = | 633.301 | N/mm | ||||
| T2 | : Latitudinal unit forces T2 = Rs × Pg - T1 [API 620 5.10.2.5 a) Eqn(6)] | T2 = | 661.03 | N/mm | ||||
| T | : Larger of meridional (T1) and latitudinal (T2) unit forces | T = | 661.03 | N/mm | ||||
| T = Max(T1, T2) = Max(633.301, 661.03) | ||||||||
| Pg | : Design internal pressure provided to roof plate, Pg= 19.62 (kPa) | Pg = | 0.01962 | MPa | ||||
| D | : Tank Diameter | D = | 73300 | mm | ||||
| Rs | : Spherical Dome Roof plate Radius (Rs = 0.9 × D) | Rs = | 65970 | mm | ||||
| W | : Weight of Roof Plate, W = 1808.695 (Ton) | W = | 1,773,724 | N | ||||
| At | : Section Area of tank, At = π×D²/ 4 = 4219.858 m² | At = | 4.22E9 | mm² | ||||
| Sts | : Allowable tensile stress at design condition (for A516-70) | Sts = | 144.79 | MPa | ||||
| E | : Joint efficiency (single weld butt joint with backing strip) | E = | 0.7 | |||||
| CA | : Corrosion allowance | CA = | 1.5 | mm | ||||
8.4.2 Pneumatic Test Pressure Condition
The minimum thickness of roof plate for pneumatic test pressure is calculated as the follows.
| tTest = | 5.28 | mm | |||||
| Used Roof plate thickness ( tTest < tUsed OK ) | tUsed = | 8.5 | mm | |||||
| where, | ||||||||
| T1 | : Meridional unit forces T1 = Rs / 2 × ( Pt - W/At ) [API 620 5.10.2.5 a) Eqn(4)] | T1 = | 795.258 | N/mm | ||||
| T2 | : Latitudinal unit forces T2 = Rs × Pt - T1 [API 620 5.10.2.5 a) Eqn(6)] | T2 = | 822.986 | N/mm | ||||
| T | : Larger of meridional (T1) and latitudinal (T2) unit forces | T = | 822.986 | N/mm | ||||
| T = Max(T1, T2) = Max(795.258, 822.986) | ||||||||
| Ptest | : Pneumatic Test Pressure provided to roof plate, Pt = 1.25×Pg | Pt = | 0.02453 | MPa | ||||
| D | : Tank Diameter | D = | 73300 | mm | ||||
| Rs | : Spherical Dome Roof plate Radius (Rs = 0.9 × D) | Rs = | 65970 | mm | ||||
| Sts | : Allowable tensile stress at test condition (for A516-70) Sts = Min( 0.55 × Ft, 0.85 × Fy) | Sts = | 222.701 | MPa | ||||
| E | is the joint efficiency (single weld butt joint with backing strip) | E = | 0.7 | |||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
최소 필요한 Roof Plate 두께를 계산 합니다. ( 계산서에 포함 시키지 마세요 )
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA) [원본 일본어 ] [한글 번역본]
8.4.3 External Pressure (Vacuum) Condition ( When, Self Support Dome Roof )
The minimum roof plate thickness(without roof rafter) for vacuum pressure is calculated as the follows.
(as per API 620 Annex F.3.3.2)
| tVacuum = | 28.56 | mm | |||||
| where, | ||||||||
| Pe : | Design External Pressure, Pe = 0.5 (kPa) | Pe = | 0.00050 | MPa | ||||
| T1 : | T1 = Rs / 2 × ( -Pe - W/At ) [Annex F.3.3.2] | T1 = | -76.5252 | N/mm | ||||
| T2 : | T2 = Rs × ( -Pe - W/At ) - T1 [Annex F.3.3.2] | T2 = | -76.5252 | N/mm | ||||
| D : | Tank Diameter | D = | 73300 | mm | ||||
| Rs : | Spherical Dome roof radius, Rs = 0.9 × D | Rs = | 65970 | mm | ||||
| W : | Roof Total Weight Wt = Roof Plate + Structure + SNOW + Deck(and Insu.) + Etc) | W = | 785.224 | Ton | ||||
| At : | Projection Area of Tank, A = π × D | A = | 4219.858 | m² | ||||
| W/At : | Roof Design Load, W / At = 785.224 (Ton) / 4219.858 (m²) | W/A = | 0.00182 | MPa | ||||
| Proof : | Vacuum plus Roof Load, ProofMax = Pe + W/At, (Pv_MPa = 0.018 Mpa) | Pe+W/A = | 0.00232 | MPa | ||||
| Sca : | Max. Allowable Compressive Stress [Annex F.3.3.2], Sca=1,000,000 psi | Sca = | 6894.76 | MPa | ||||
| CA : | is the corrosion allowance | CA = | 1.5 | mm | ||||
Roof Plate 두께 (API 620 Annex F 3.3)
Allowable External Pressure( Pmax = Pe + W/A) 역 계산
| 두께(t) | Allowable Pressure Formula (Pmax) CA = 1.5 (mm), Rs = 65970 (mm) Sca = 6894.757(Mpa) = 1,000,000(psi) Pmax = (t-CA)2 × Sca × 2 / Rs2 = OOO kPa | Pmax (kPa) | Pmax (mmAq) | Remark |
| 1 | Pmax(t) = (1 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.001 | 0.1 | |
| 2 | Pmax(t) = (2 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.001 | 0.1 | |
| 3 | Pmax(t) = (3 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.007 | 0.7 | |
| 4 | Pmax(t) = (4 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.020 | 2.0 | |
| 5 | Pmax(t) = (5 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.039 | 4.0 | |
| 6 | Pmax(t) = (6 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.064 | 6.5 | |
| 7 | Pmax(t) = (7 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.096 | 9.8 | |
| 8 | Pmax(t) = (8 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.134 | 13.7 | |
| 9 | Pmax(t) = (9 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.178 | 18.2 | |
| 10 | Pmax(t) = (10 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.229 | 23.3 | |
| 11 | Pmax(t) = (11 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.286 | 29.2 | |
| 12 | Pmax(t) = (12 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.349 | 35.6 | |
| 13 | Pmax(t) = (13 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.419 | 42.7 | |
| 14 | Pmax(t) = (14 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.495 | 50.5 | |
| 15 | Pmax(t) = (15 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.577 | 58.9 | |
| 16 | Pmax(t) = (16 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.666 | 67.9 | |
| 17 | Pmax(t) = (17 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.761 | 77.6 | |
| 18 | Pmax(t) = (18 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.863 | 88.0 | |
| 19 | Pmax(t) = (19 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.970 | 98.9 | |
| 20 | Pmax(t) = (20 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.084 | 110.6 | |
| 21 | Pmax(t) = (21 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.205 | 122.9 | |
| 22 | Pmax(t) = (22 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.332 | 135.8 | |
| 23 | Pmax(t) = (23 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.465 | 149.4 | |
| 24 | Pmax(t) = (24 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.604 | 163.6 | |
| 25 | Pmax(t) = (25 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.750 | 178.4 | |
| 26 | Pmax(t) = (26 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.902 | 193.9 | |
| 27 | Pmax(t) = (27 - CA)2 × Sca × 2 / Rs2 × 1000 | 2.060 | 210.1 | |
| 28 | Pmax(t) = (28 - CA)2 × Sca × 2 / Rs2 × 1000 | 2.225 | 226.9 | |
| 29 | Pmax(t) = (29 - CA)2 × Sca × 2 / Rs2 × 1000 | 2.396 | 244.3 |
at[6].myKnuckleScript = [ [ 'A516-70', 4398, 65970, 52, 227.966, 1.01948, 0.55132, 0.80033, 0, 0, 64504, 69111.4, 3746.4, 9774.4, 13520.8, 0, 0, 0, 0, 0 ], ]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA)
A) Knuckle Strength Check by External Pressure
| Load Condition | Design Pressure P (kPa) | Knuckle Thick. t (mm) | tc = t-CA (mm) | Ratio tPr = tc / R3 | T1 (N/mm) | T2 (N/mm) | St = Max(T1,T2) / tc (MPa) | Sts (MPa) | Factor N = St/Sts | Factor M | Scs (MPa) | Sc = Min(T1,T2) / tc (MPa) | Sca= M×Scs(MPa) | Stress Ratio Sc / Sca | < 1.0 OK | |
| 1. Operating Condition(excl. Roof Load) | P = Pg | 19.620 | 52.00 | 50.50 | 0.01148 | 484.055 | -4462.704 | 9.585 | < 144.79 OK | 0.066 | 0.965 | 91.943 | -88.370 | < 88.749 OK | 0.996 | < 1.0 OK |
| 2. Operating Condition(incl. Roof Load) | P = Pg - W/A | 17.800 | 52.00 | 50.50 | 0.01148 | 439.153 | -4048.732 | 8.696 | < 144.79 OK | 0.060 | 0.969 | 91.943 | -80.173 | < 89.058 OK | 0.900 | < 1.0 OK |
| 3. Extrenal Pressure Condition | P = 0.0 - (Pe + W/A) | -2.320 | 52.00 | 50.50 | 0.01148 | -57.238 | 527.700 | 10.450 | < 144.79 OK | 0.072 | 0.962 | 91.943 | -1.133 | < 88.446 OK | 0.013 | < 1.0 OK |
| 4. Pneumatic Test Condition | P = 1.25 × Pg | 24.525 | 52.00 | 50.50 | 0.01148 | 605.069 | -5578.380 | 11.982 | < 222.7 OK | 0.054 | 0.972 | 91.943 | -110.463 | < 111.712 OK | 0.989 | < 1.0 OK |
1. W = 785.224 (Ton), 7700.417 (kN), A = 7700.417 (m²), Pg = 19.62 (kPa), Pe = 0.5 (kPa)
2. R1 = 4398 (mm), Knuckle Radius
3. R2 = 65970 (mm), Roof Radius
4. R3 = 49343 (mm), equivalent Radius
B) Allowable Buckling(Compressive) Stress by ASME SEC. II Part D
| Material | Factor A = 0.125 × tc/R1 | Factor B (MPa) Like API 620 Scs | CS Chart Curve |
| A516-60 | A = 0.125 × ( 51 / 4398 ) = 0.0014353 | 92.723 | [ASME SEC. II Part D Fig. CS-2] |
| A516-70 | A = 0.125 × ( 51 / 4398 ) = 0.0014353 | 92.723 | [ASME SEC. II Part D Fig. CS-2] |
| A5537-CL1 | A = 0.125 × ( 51 / 4398 ) = 0.0014353 | 122.982 | [ASME SEC. II Part D Fig. CS-4] |
| A5537-CL2 | A = 0.125 × ( 51 / 4398 ) = 0.0014353 | 141.33 | [ASME SEC. II Part D Fig. CS-4] |
| A553-TYPE1 | A = 0.125 × ( 51 / 4398 ) = 0.0014353 | 142.872 | [ASME SEC. II Part D Fig. CS-3] |
| SA240-304 | A = 0.125 × ( 51 / 4398 ) = 0.0014353 | 71.335 | [ASME SEC. II Part D Fig. CS-3] |
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA)
출처 : https://www.jstage.jst.go.jp/article/hpi/47/5/47_5_305/_pdf
Ellipsodial Head Stress 엑셀계산 [Stress-in-ellipsoidal-head-of-pressure-vessel-DANotes.xlsm]
| Ratio of thk to radius | CASE A) ARC = 0.6 ×√(R2×tc), R2 = 65970 (mm) [ 일본 가스협회 지상식 LNG 저조지침] | CASE B) Factor M, N 추가 검토 | CASE C) ARC = 0.6 ×√(R1×tc), R1 = 4398 (mm) [ ARUN TKK 계산서 ] | ||||||||||||||||||||||
| t (mm) | tc=t-CA (mm) | tPr = (t-CA)/R (mm) | ARC = 0.6 × √(R2×tc) (mm) | Knuckle Angle, θ = [Bellow] deg Knuckle Angle, α = 58.4119 [deg.] Knuckle Angle, β = 31.5881 [deg.] | R3 (mm) | T1 (N/mm) | σ1 = St=T1/tc (MPa) | T2 (N/mm) | σ2 = Sc=T2/tc (MPa) | Scs (MPa) | Stress Ratio Sc / Scs | Sc / Scs < 1.0 OK | factor N =St/Sts | Factor M (MPa) | Sca=M×Scs (MPa) | Stress Ratio Sc / Sca | Sc / Sca < 1.0 OK | ARC = 0.6 × √(R1×tc) (mm) | Theta(θ) (deg) | R3 (mm) | T1 (N/mm) | Sc=T2/tc (MPa) | Scs (MPa) | Stress Ratio Sc / Scs | Sc / Scs < 1.0 OK |
| 25 | 23.5 | 0.0053433 | 747.1 | 41.3207 | 53244 | 473.87 | 20.165 | -4789.14 | 203.793 | 66.31 | 3.073 | > 1.0 NG | 0.0906 | 0.9516 | 63.1076 | 3.2293 | > 1.0 NG | 192.9 | 61924 | 55.899 | 6657.6 | -283.30 | 66.31 | 4.272 | > 1.0 NG |
| 26 | 24.5 | 0.0055707 | 762.8 | 41.5256 | 53047 | 472.12 | 19.270 | -4750.27 | 193.889 | 69.14 | 2.804 | > 1.0 NG | 0.0865 | 0.9539 | 65.9499 | 2.9399 | > 1.0 NG | 197.0 | 61845 | 55.846 | 6639.2 | -270.99 | 69.14 | 3.920 | > 1.0 NG |
| 27 | 25.5 | 0.0057981 | 778.2 | 41.7264 | 52855 | 470.41 | 18.447 | -4712.54 | 184.806 | 71.96 | 2.568 | > 1.0 NG | 0.0828 | 0.9560 | 68.7922 | 2.6864 | > 1.0 NG | 200.9 | 61769 | 55.794 | 6621.6 | -259.67 | 71.96 | 3.609 | > 1.0 NG |
| 28 | 26.5 | 0.0060255 | 793.3 | 41.9232 | 52670 | 468.76 | 17.689 | -4676.33 | 176.465 | 74.78 | 2.360 | > 1.0 NG | 0.0794 | 0.9579 | 71.6327 | 2.4635 | > 1.0 NG | 204.8 | 61694 | 55.743 | 6604.2 | -249.21 | 74.78 | 3.333 | > 1.0 NG |
| 29 | 27.5 | 0.0062528 | 808.1 | 42.1164 | 52489 | 467.15 | 16.987 | -4641.04 | 168.765 | 77.60 | 2.175 | > 1.0 NG | 0.0763 | 0.9597 | 74.4724 | 2.2661 | > 1.0 NG | 208.7 | 61621 | 55.693 | 6587.2 | -239.54 | 77.60 | 3.087 | > 1.0 NG |
| 30 | 28.5 | 0.0064802 | 822.7 | 42.3061 | 52314 | 465.60 | 16.337 | -4607.04 | 161.650 | 80.42 | 2.010 | > 1.0 NG | 0.0734 | 0.9613 | 77.3108 | 2.0909 | > 1.0 NG | 212.4 | 61549 | 55.644 | 6570.6 | -230.55 | 80.42 | 2.867 | > 1.0 NG |
| 31 | 29.5 | 0.0067076 | 837.0 | 42.4926 | 52144 | 464.08 | 15.732 | -4574.13 | 155.055 | 82.81 | 1.872 | > 1.0 NG | 0.0706 | 0.9628 | 79.7310 | 1.9447 | > 1.0 NG | 216.1 | 61479 | 55.596 | 6554.4 | -222.18 | 82.81 | 2.683 | > 1.0 NG |
| 32 | 30.5 | 0.0069350 | 851.1 | 42.6758 | 51978 | 462.60 | 15.167 | -4542.10 | 148.921 | 83.25 | 1.789 | > 1.0 NG | 0.0681 | 0.9642 | 80.2663 | 1.8553 | > 1.0 NG | 219.7 | 61410 | 55.549 | 6538.5 | -214.38 | 83.25 | 2.575 | > 1.0 NG |
| 33 | 31.5 | 0.0071623 | 864.9 | 42.8561 | 51816 | 461.16 | 14.640 | -4510.96 | 143.205 | 83.68 | 1.711 | > 1.0 NG | 0.0657 | 0.9655 | 80.7944 | 1.7725 | > 1.0 NG | 223.3 | 61343 | 55.502 | 6523.0 | -207.08 | 83.68 | 2.475 | > 1.0 NG |
| 34 | 32.5 | 0.0073897 | 878.5 | 43.0336 | 51659 | 459.76 | 14.147 | -4480.88 | 137.873 | 84.12 | 1.639 | > 1.0 NG | 0.0635 | 0.9667 | 81.3169 | 1.6955 | > 1.0 NG | 226.8 | 61277 | 55.457 | 6507.8 | -200.24 | 84.12 | 2.381 | > 1.0 NG |
| 35 | 33.5 | 0.0076171 | 892.0 | 43.2084 | 51505 | 458.40 | 13.683 | -4451.47 | 132.880 | 84.55 | 1.572 | > 1.0 NG | 0.0614 | 0.9679 | 81.8328 | 1.6238 | > 1.0 NG | 230.3 | 61212 | 55.412 | 6492.8 | -193.82 | 84.55 | 2.292 | > 1.0 NG |
| 36 | 34.5 | 0.0078445 | 905.2 | 43.3805 | 51355 | 457.06 | 13.248 | -4422.92 | 128.201 | 84.99 | 1.509 | > 1.0 NG | 0.0595 | 0.9689 | 82.3447 | 1.5569 | > 1.0 NG | 233.7 | 61148 | 55.367 | 6478.1 | -187.77 | 84.99 | 2.209 | > 1.0 NG |
| 37 | 35.5 | 0.0080719 | 918.2 | 43.5502 | 51209 | 455.76 | 12.838 | -4395.21 | 123.809 | 85.42 | 1.449 | > 1.0 NG | 0.0576 | 0.9699 | 82.8515 | 1.4943 | > 1.0 NG | 237.1 | 61085 | 55.323 | 6463.7 | -182.08 | 85.42 | 2.132 | > 1.0 NG |
| 38 | 36.5 | 0.0082992 | 931.0 | 43.7175 | 51065 | 454.48 | 12.451 | -4367.97 | 119.671 | 85.85 | 1.394 | > 1.0 NG | 0.0559 | 0.9709 | 83.3540 | 1.4357 | > 1.0 NG | 240.4 | 61024 | 55.280 | 6449.7 | -176.70 | 85.85 | 2.058 | > 1.0 NG |
| 39 | 37.5 | 0.0085266 | 943.7 | 43.8825 | 50925 | 453.23 | 12.086 | -4341.57 | 115.775 | 86.29 | 1.342 | > 1.0 NG | 0.0543 | 0.9718 | 83.8530 | 1.3807 | > 1.0 NG | 243.7 | 60963 | 55.237 | 6435.7 | -171.62 | 86.29 | 1.989 | > 1.0 NG |
| 40 | 38.5 | 0.0087540 | 956.2 | 44.0454 | 50789 | 452.02 | 11.741 | -4316.00 | 112.104 | 86.72 | 1.293 | > 1.0 NG | 0.0527 | 0.9726 | 84.3484 | 1.3291 | > 1.0 NG | 246.9 | 60903 | 55.195 | 6422.0 | -166.80 | 86.72 | 1.923 | > 1.0 NG |
| 41 | 39.5 | 0.0089814 | 968.6 | 44.2061 | 50655 | 450.83 | 11.413 | -4290.88 | 108.630 | 87.16 | 1.246 | > 1.0 NG | 0.0512 | 0.9734 | 84.8403 | 1.2804 | > 1.0 NG | 250.1 | 60844 | 55.154 | 6408.5 | -162.24 | 87.16 | 1.861 | > 1.0 NG |
| 42 | 40.5 | 0.0092087 | 980.7 | 44.3649 | 50523 | 449.66 | 11.103 | -4266.20 | 105.338 | 87.59 | 1.203 | > 1.0 NG | 0.0499 | 0.9741 | 85.3293 | 1.2345 | > 1.0 NG | 253.2 | 60786 | 55.113 | 6395.3 | -157.91 | 87.59 | 1.803 | > 1.0 NG |
| 43 | 41.5 | 0.0094361 | 992.8 | 44.5216 | 50395 | 448.52 | 10.808 | -4242.34 | 102.225 | 88.03 | 1.161 | > 1.0 NG | 0.0485 | 0.9748 | 85.8154 | 1.1912 | > 1.0 NG | 256.3 | 60729 | 55.072 | 6382.3 | -153.79 | 88.03 | 1.747 | > 1.0 NG |
| 44 | 42.5 | 0.0096635 | 1004.7 | 44.6765 | 50269 | 447.39 | 10.527 | -4218.91 | 99.269 | 88.46 | 1.122 | > 1.0 NG | 0.0473 | 0.9755 | 86.2995 | 1.1503 | > 1.0 NG | 259.4 | 60673 | 55.032 | 6369.5 | -149.87 | 88.46 | 1.694 | > 1.0 NG |
| 45 | 43.5 | 0.0098909 | 1016.4 | 44.8296 | 50145 | 446.29 | 10.260 | -4195.92 | 96.458 | 88.90 | 1.085 | > 1.0 NG | 0.0461 | 0.9762 | 86.7806 | 1.1115 | > 1.0 NG | 262.4 | 60618 | 54.993 | 6357.0 | -146.14 | 88.90 | 1.644 | > 1.0 NG |
| 46 | 44.5 | 0.0101182 | 1028.0 | 44.9810 | 50024 | 445.21 | 10.005 | -4173.55 | 93.788 | 89.33 | 1.050 | > 1.0 NG | 0.0449 | 0.9768 | 87.2596 | 1.0748 | > 1.0 NG | 265.4 | 60563 | 54.954 | 6344.5 | -142.57 | 89.33 | 1.596 | > 1.0 NG |
| 47 | 45.5 | 0.0103456 | 1039.5 | 45.1306 | 49906 | 444.16 | 9.762 | -4151.79 | 91.248 | 89.77 | 1.016 | > 1.0 NG | 0.0438 | 0.9774 | 87.7365 | 1.0400 | > 1.0 NG | 268.4 | 60509 | 54.915 | 6332.2 | -139.17 | 89.77 | 1.550 | > 1.0 NG |
| 48 | 46.5 | 0.0105730 | 1050.9 | 45.2786 | 49789 | 443.12 | 9.530 | -4130.26 | 88.823 | 90.20 | 0.985 | < 1.0 OK | 0.0428 | 0.9779 | 88.2120 | 1.0069 | > 1.0 NG | 271.3 | 60456 | 54.877 | 6320.2 | -135.92 | 90.20 | 1.507 | > 1.0 NG |
| 49 | 47.5 | 0.0108004 | 1062.1 | 45.4250 | 49675 | 442.11 | 9.308 | -4109.35 | 86.513 | 90.64 | 0.954 | < 1.0 OK | 0.0418 | 0.9784 | 88.6844 | 0.9755 | < 1.0 OK | 274.2 | 60403 | 54.839 | 6308.1 | -132.80 | 90.64 | 1.465 | > 1.0 NG |
| 50 | 48.5 | 0.0110277 | 1073.2 | 45.5699 | 49562 | 441.10 | 9.095 | -4088.67 | 84.302 | 91.07 | 0.926 | < 1.0 OK | 0.0408 | 0.9790 | 89.1564 | 0.9456 | < 1.0 OK | 277.1 | 60352 | 54.802 | 6296.6 | -129.83 | 91.07 | 1.426 | > 1.0 NG |
| 51 | 49.5 | 0.0112551 | 1084.2 | 45.7133 | 49452 | 440.12 | 8.891 | -4068.58 | 82.194 | 91.51 | 0.898 | < 1.0 OK | 0.0399 | 0.9794 | 89.6270 | 0.9171 | < 1.0 OK | 280.0 | 60300 | 54.765 | 6284.8 | -126.97 | 91.51 | 1.387 | > 1.0 NG |
| 52 | 50.5 | 0.0114825 | 1095.1 | 45.8553 | 49343 | 439.15 | 8.696 | -4048.73 | 80.173 | 91.94 | 0.872 | < 1.0 OK | 0.0390 | 0.9799 | 90.0952 | 0.8899 | < 1.0 OK | 282.8 | 60250 | 54.728 | 6273.5 | -124.23 | 91.94 | 1.351 | > 1.0 NG |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
12. Compression-Ring Calculation (Based on API 620 11th Edi. 5.12.4)
1) Sketch drawing
1) Sketch drawing
| 2) Compression Ring Design condition : | Material= | A516-70 | ||
| Radial Joint efficiency of compression-ring | E = | 1.0 | ||
| Max. allowable tensile strength, Sts = 144.79[MPa] ×145.0377 = 21000 psi | Sts = | 21000 | psi | |
| Total weight of roof plate and structure & accessory, W=0 [Ton] | W= | 0 | kN | |
| Summation weight of roof | F = | 0 | kN | |
| Total weight (Wt = W + F) | Wt = | 0 | kN | |
| 3) Equivalent pressure of roof total weight | ||||
| Cross sectional area of tank, At = π × Rc² | At = | 42198579 | cm2 | |
| Design Vapour pressure | Pg = | 19.62 | kPa | |
| Vertical unit pressure of roof weight, Pc = (W+F) / At | Pc = | 0 | kPa | |
| Sum of total pressure, P = Pg - Pc | P = | 19.62 | kPa | |
| 4) Compression ring calculation | ||||
| Corrosion allowance (Shell side) | CA_sh = | 1.50 | mm | |
| Corrosion allowance (Roof side) | CA_rf = | 1.50 | mm | |
| Dome roof radius | R2 = | 65970 | mm | |
| Inside radius of tank shell | Rc = | 36650 | mm | |
| Compression ring thk. of top shell (Excl. CA) [두께 확인] | tc = | 72.00 | mm | |
| Compression ring thk. of roof end (Excl. CA) [두께 확인] | th = | 72.00 | mm | |
| Max. width of top shell, Wc = 0.6 × √(Rc × tc) | Wc = | 974.66 | mm | |
| Max. width of roof end, Wh = Min[32×th, 0.6×√(R2 × th)] | Wh = | 1307.65 | mm | |
| Projection length of roof compression-ring edge part | L = | 100 | mm | |
| Where, Wh ≥ L ≤ 16th and Wh ≤ 32×th | 32×th = | 2304 | mm | |
| 5) Effective sectional area of compression ring | ||||
| Aact = (Wh + L + tc) × th + Wc × tc | Aact = | 1767.1 | cｍ² | |
| 6) Total circumferential force force in compression ring (API 620 Para. 5.12.4.3) | ||||
| Angle of Roof to shell(Refer to figure 5-6) α=56.251 deg. Sin(α)=0.8315 | Cos(α) = | 0.5556 | ||
| T1 = 0.5 × Rc / Cos(α) × (Pg － Pc) | T1 = | 647.11 | N/mm | |
| T2 = Rc / Cos(α) × Pg － T1 | T2 = | 647.11 | N/mm | |
| T2s = Pg × Rc | T2s = | 719.07 | N/mm | |
| Q[kN] = T2 × Wh ＋ T2s × Wc － T1 × Rc × Sin(α) | Q[kN] = | -18173.41 | kN | |
| Q = Q[kN] × 224.8089(kN to lb) = -4085544 (lb) | Q = | -4085544 | lb | |
| 7) Required cross sectional area of Compression ring | ||||
| Areq_in = Q / 15000 psi, When, Q is Negative Value (-) | Areq_in = | 272.37 | in² | |
| Areq = Areq_in × 2.54² | Areq = | 1757.22 | cｍ² | |
| 8) Evaluation of Compression-ring sectional area | ||||
| Areq ( 1757.22 cｍ²) < Aact ( 1767.1 cｍ² ) Areq / Aact = 0.994 < 1.0 | Acceptable. OK | |||
| 9) Used thickness and used width dimension of Compression Ring | ||||
| Used thickness of top shell course[두께 확인] | tc = | 73.50 | mm | |
| Used thickness of roof end part [두께 확인] | th = | 73.50 | mm | |
| Actual width of top shell course | Wc_used = | 980 | mm | |
| Actual width of roof end part [길이 확인] | Wh_used = | 1320 | mm | |
| Atot_used : Total sectional area of used dimension | Atot_used = | 1690.5 | cｍ² | |
| 10) Assumed Net Weight of Compression Ring | ||||
| Shell Compression Ring [t: 74 × W: 980 × L: 230.731 (m)] | Wt_shell = | 130,463 | kg | |
| Roof Compression Ring [t: 74 × W: 1320 × L: 227.145 (m)] | Wt_roof = | 172,995 | kg | |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
3.5 Intermediate stiffener Calculation ( as per EN 14620-2 SEC. 5.2.1.1.2)
3.5.1) The maximum height of unstiffened side wall (Ls) (equ. 18. 10)
According to “Collapse by instability of thin cylindrical shell under external pressure”
by D. F. Windenburg and C. Trilling. Refer to Guide to STORAGE TANK & EQUIPMENT, Bob Long
The David Taylor model basin Formula is used to decide upon the pitching of the stiffeners on the tank shell.
This is taken from the work of Windenburg and Trilling (Reference 18.4), some of which is based on test work
carried out on behalf of the US Navy as far back as 1929.
3.5.2) The number of stiffeners required to stabilise the shell is given by : (equ. 18. 11)
3.5.3) Start - Summary of Inner Stiffer Rings
|
3.5.1) The maximum height of unstiffened side wall (Ls) (equ. 18. 10)
According to “Collapse by instability of thin cylindrical shell under external pressure”
by D. F. Windenburg and C. Trilling. Refer to Guide to STORAGE TANK & EQUIPMENT, Bob Long
The David Taylor model basin Formula is used to decide upon the pitching of the stiffeners on the tank shell.
This is taken from the work of Windenburg and Trilling (Reference 18.4), some of which is based on test work
carried out on behalf of the US Navy as far back as 1929.
|
Ns = (He / Ls) - 1 = (5898 / 1300) - 1 = 3.537, Ns = 4 EA
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
[RRR-START]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
11-2) Maximum unstiffened shell height for Wind Stiddener (H1, Hsafe)
H1 = 9.47 × t × √(t / D)3 × ( 1.72 / Pwd ) = 6.595 (mm)
Lmin = Min(H1, Hsafe) = Min( 6.595, 6.198) = 6.198 (mm)
11-3) The number of stiffeners required to stabilise the shell is given by : (equ. 18. 11)Nstiff = ( HTR / Lmin ) - 1 = ( 5898 / 6198 ) - 1 = 0.952, Nstiff = 0 EA
| 1. | V (3 sec. gust) = | 30.0 | m/sec | 108.0 | km/hr |
| 1. | Pwv(1) = 0.613·Kz·Kzt·Kd·V²·I·Gf / 1000 | 0.574 | kPa | 0.574 | kPa |
| 1. | Pwv(2) = 1.48 × ( V / 190)² | 0.478 | kPa | 0.478 | kPa |
| 1. | Pwd = Pwv + 0.24 | 0.718 | kPa | 0.718 | kPa |
| 2. | Pe = | 0.490 | kPa | 0.49 | kPa |
| 3. | Ps = | 0.490 | kPa | 0.49 | |
| 4. | ψ = | 1.253 | m/sec | 1.253 | |
| 6. | Em = | 199,000 | MPa | 199,000 | MPa |
| 7. | Fy = | 250 | MPa | 250 | MPa |
| 8. | checkVal = | 0.015 | 0.015 | ||
| 10. | HTS = | 5898 | mm | 5898 | mm |
| 11. | Dm = | 73.3 | m | 73300 | mm |
| 12. | tsmin = | 8.025 | mm | 8.025 | mm |
| 13. | Hsafe1 = | 6.198 | m | 6.198 | m |
| 14. | Hsafe2 = | 2.589 | m | 2.589 | m |
| 15. | Hsafe = Max( Hsafe1, Hsafe2) | 6.198 | m | 6.198 | m |
| 16. | Lmin = Min(H1, Hsafe) = | 6.198 | m | 6.198 | m |
| 16. | Ns = | 0 | EA | ||
| 17. | Stiffener Pitch, sPitch = HTS / Ns | 5898 | mm |
| Stiff, No. | Shell Course No. | t-CA (mm) | ▼ Location Actual (mm) | ▽ Location Transforged (mm) | HTs < Ls (mm) | Stiff Pitch L1(mm) | Stiff Pitch L2 (mm) | Average Pitch La=(L1+L2)/2 (mm) | Stiffener Ring Size | Ireq < Iact OK (cm4) | Areq < Aact OK (cm2) | Stiffener Ring Weight (Ton) | ||
| Stiffener Ring Net Weight (Ton) | 0.000 | |||||||||||||
La : Actual height of the tank associated with the particular stiffener
(Acutal distance of stiffener & stiffener or stiffener & top shell)
Tav : Average thickness of inner shell plate with corrosion, Tav =19.902 mm
Fa : Allowable Compressive Stress, 15,000 psi, Fa = 103.421 MPa
Nwave : Calculate the number of buckling waves,
| Nwave = |
| = 113.873 < 100, N = Min( √Nwave, 10 ) = 10 |
[RRR-END]
[RPT_RESULT[10] = BUCKLING_CALC() [
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
at[at[0].tid].in_OR_out=[1]
| No, | Load Combination for Buckling Stress Check | ||
| 1 | DL + Pg + PL | DL = Dead Load = Shell and Roof Weight | Design Pressure (100%) + Full Liquid(DLL) |
| 2 | DL + Po | DL + Operating Pressure, Po = (0.005 MPa) | Operating + Operating Pressure |
| 3 | DL | Shutdown ( Construction ) | Shutdown ( 0 × Pg + Empty(=zero DLL) |
| 4 | DL + Pg | DL + Design Pressure, Pg = (0.01962 MPa) | Shutdown + 100% Design Pressure (1.0×Pg+DL+Empty) |
| 5 | DL + HT | DL + Hydrostatic-Test(F/W + 1.25×Pg) | Hydrostatic(F/W=HTL) + Pneumatic Pressure (1.25×Pg) |
| 6 | DL + PT | DL + Pneumatic Test(=1.5×Pg+Empty) | Pneumatic Test Pressure (1.5×Pg+DL+Empty) |
| 7 | DL + W | DL + Wind Force (Tank Up-lift) | Wind Pressure(Up Lift Force Auto Calc.) |
| 8 | DL+Pg+Lr+0.1×S | DL + Lr(=20 psf) + S(=1000 kg/m²) | Design Pressure (100%) + Lr(20psf) + 10% Snow Load |
| 9 | DL + Pe | DL + Pe( External Pressure = -50 mmWTR) | Vacuum Pressure (-50 mmWTR) |
[Check Condition : CASE 1 / 9], Design Pressure (100%) + Full Liquid(DLL) Pg= 19.62 (kPa), DLL = 21.289 (m), SG = 0.0, Wr = 785.224(Ton)
| Design Condition DLL= 21289 (mm), Tank No. : CAP2 Propane(C3/C4) API 620 Outer TANK | Tank D= 73300, R= 36650 (mm) Wroof = [785.224] Ton] | Total Roof Load : Wsum = [ 785.224 ] Ton Wroof = [785.224] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [785.224] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (＋인장) Stress Ratio SR = St / Sts SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 785.224 | Ton | Wsum = | 785.224 | Ton | ||||||||||||||||||||
| 10 | A537-CL2+S5 | 700 | 19.62 | 719.073 | 325.583 | 5.846 | < | td > tu NG! 9.52 (－0.00) | 12.060 | 8.03 | 0.000219 | 797.284 | 1847987 | ＋40.571 (인장) | ＋89.604 (인장) | 165.474 | St[10] : 89.604 / 165.474(Sts) = | 0.541 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [77.715] MPa < σeq_allow | Sca_620=M·Scs= 0.612×2.718= 1.664 (MPa) | σx,Rcr = 2.650 (MPa) | |||||
| 9 | A537-CL2+S5 | 2800 | 19.62 | 719.073 | 323.530 | 5.846 | < | td > tu NG! 9.52 (－0.00) | 48.222 | 8.03 | 0.000219 | 845.506 | 1847987 | ＋40.315 (인장) | ＋89.604 (인장) | St[9] : 89.604 / 165.474(Sts) = | 0.541 < 1.0 OK | σeq = [77.729] MPa < σeq_allow | Sca_620=M·Scs= 0.612×2.718= 1.664 (MPa) | σx,Rcr = 2.650 (MPa) | |||||||
| 8 | A537-CL2+S5 | 2800 | 1.689 | 0.000 | 19.62 | 719.073 | 319.649 | 5.846 | < | 18.00 (＋8.47) | 91.134 | 16.5 | 0.000450 | 936.640 | 3799599 | ＋19.373 (인장) | ＋43.580 (인장) | St[8] : 43.580 / 165.474(Sts) = | 0.263 < 1.0 OK | σeq = [37.819] MPa < σeq_allow | Sca_620=M·Scs= 0.842×5.587= 4.704 (MPa) | σx,Rcr = 5.448 (MPa) | |||||
| 7 | A537-CL2+S5 | 2800 | 4.489 | 0.000 | 19.62 | 719.073 | 315.768 | 5.846 | < | 18.00 (＋6.26) | 91.134 | 16.5 | 0.000450 | 1027.774 | 3799599 | ＋19.137 (인장) | ＋43.580 (인장) | St[7] : 43.580 / 165.474(Sts) = | 0.263 < 1.0 OK | σeq = [37.835] MPa < σeq_allow | Sca_620=M·Scs= 0.842×5.587= 4.704 (MPa) | σx,Rcr = 5.448 (MPa) | |||||
| 6 | A537-CL2+S5 | 2800 | 7.289 | 0.000 | 19.62 | 719.073 | 311.887 | 5.846 | < | 18.00 (＋2.59) | 91.134 | 16.5 | 0.000450 | 1118.908 | 3799599 | ＋18.902 (인장) | ＋43.580 (인장) | St[6] : 43.580 / 165.474(Sts) = | 0.263 < 1.0 OK | σeq = [37.852] MPa < σeq_allow | Sca_620=M·Scs= 0.842×5.587= 4.704 (MPa) | σx,Rcr = 5.448 (MPa) | |||||
| 5 | A537-CL2+S5 | 2800 | 10.089 | 0.000 | 19.62 | 719.073 | 307.790 | 5.846 | < | td > tu NG! 19.00 (－0.08) | 96.192 | 17.5 | 0.000477 | 1215.100 | 4029878 | ＋17.588 (인장) | ＋41.090 (인장) | St[5] : 41.090 / 165.474(Sts) = | 0.248 < 1.0 OK | σeq = [35.708] MPa < σeq_allow | Sca_620=M·Scs= 0.852×5.926= 5.052 (MPa) | σx,Rcr = 5.778 (MPa) | |||||
| 4 | A537-CL2+S5 | 2800 | 12.889 | 0.000 | 19.62 | 719.073 | 302.831 | 5.846 | < | 23.00 (＋0.24) | 116.442 | 21.5 | 0.000587 | 1331.542 | 4950993 | ＋14.085 (인장) | ＋33.445 (인장) | St[4] : 33.445 / 165.474(Sts) = | 0.202 < 1.0 OK | σeq = [29.084] MPa < σeq_allow | Sca_620=M·Scs= 0.884×7.280= 6.432 (MPa) | σx,Rcr = 7.098 (MPa) | |||||
| 3 | A537-CL2+S5 | 2800 | 15.689 | 0.000 | 19.62 | 719.073 | 297.226 | 5.846 | < | td > tu NG! 26.00 (－0.43) | 131.634 | 24.5 | 0.000668 | 1463.176 | 5641829 | ＋12.132 (인장) | ＋29.350 (인장) | St[3] : 29.350 / 165.474(Sts) = | 0.177 < 1.0 OK | σeq = [25.545] MPa < σeq_allow | Sca_620=M·Scs= 0.899×8.296= 7.462 (MPa) | σx,Rcr = 8.089 (MPa) | |||||
| 2 | A537-CL2+S5 | 2800 | 18.489 | 0.000 | 19.62 | 719.073 | 290.757 | 5.846 | < | td > tu NG! 30.00 (－0.10) | 151.902 | 28.5 | 0.000778 | 1615.078 | 6562944 | ＋10.202 (인장) | ＋25.231 (인장) | St[2] : 25.231 / 165.474(Sts) = | 0.152 < 1.0 OK | σeq = [21.983] MPa < σeq_allow | Sca_620=M·Scs= 0.915×9.651= 8.831 (MPa) | σx,Rcr = 9.409 (MPa) | |||||
| 1 | A537-CL2+S5 | 2800 | 21.289 | 0.000 | 19.62 | 719.073 | 283.425 | 5.846 | < | 34.00 (＋0.22) | 172.170 | 32.5 | 0.000887 | 1787.248 | 7484059 | ＋8.721 (인장) | ＋22.125 (인장) | St[1] : 22.125 / 165.474(Sts) = | 0.134 < 1.0 OK | σeq = [19.304] MPa < σeq_allow | Sca_620=M·Scs= 0.926×11.005= 10.196 (MPa) | σx,Rcr = 10.730 (MPa) | |||||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 2 / 9], Operating + Operating Pressure Pg= 0.098 (kPa), DLL = 21.289 (m), SG = 0.0, Wr = 785.224(Ton)
| Design Condition DLL= 21289 (mm), Tank No. : CAP2 Propane(C3/C4) API 620 Outer TANK | Tank D= 73300, R= 36650 (mm) Wroof = [785.224] Ton] | Total Roof Load : Wsum = [ 785.224 ] Ton Wroof = [785.224] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [785.224] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (－압축) Stress Ratio SR = Sc / Sca SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 785.224 | Ton | Wsum = | 785.224 | Ton | ||||||||||||||||||||
| 10 | A537-CL2+S5 | 700 | 0.098 | 3.595 | -32.155 | 1.522 | < | td > tu NG! 9.52 (－0.00) | 12.060 | 8.03 | 0.000219 | 797.284 | 1847987 | －4.007 (압축) | ＋0.448 (인장) | 165.474 | 0.0027 | 0.9986 | 2.718 | 2.714 | 1.476 > 1.0 NG | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [4.249] MPa < σeq_allow | Sca_620=M·Scs= 0.999×2.718= 2.714 (MPa) | σx,Rcr = 2.650 (MPa) | ||
| 9 | A537-CL2+S5 | 2800 | 0.098 | 3.595 | -34.209 | 1.522 | < | td > tu NG! 9.52 (－0.00) | 48.222 | 8.03 | 0.000219 | 845.506 | 1847987 | －4.263 (압축) | ＋0.448 (인장) | 0.0027 | 0.9986 | 2.718 | 2.714 | 1.571 > 1.0 NG | σeq = [4.504] MPa < σeq_allow | Sca_620=M·Scs= 0.999×2.718= 2.714 (MPa) | σx,Rcr = 2.650 (MPa) | ||||
| 8 | A537-CL2+S5 | 2800 | 1.689 | 0.000 | 0.098 | 3.595 | -38.090 | 1.522 | < | 18.00 (＋8.47) | 91.134 | 16.5 | 0.000450 | 936.640 | 3799599 | －2.308 (압축) | ＋0.218 (인장) | 0.0013 | 0.9993 | 5.587 | 5.584 | 0.413 < 1.0 OK | σeq = [2.425] MPa < σeq_allow | Sca_620=M·Scs= 0.999×5.587= 5.584 (MPa) | σx,Rcr = 5.448 (MPa) | ||
| 7 | A537-CL2+S5 | 2800 | 4.489 | 0.000 | 0.098 | 3.595 | -41.971 | 1.522 | < | 18.00 (＋6.26) | 91.134 | 16.5 | 0.000450 | 1027.774 | 3799599 | －2.544 (압축) | ＋0.218 (인장) | 0.0013 | 0.9993 | 5.587 | 5.584 | 0.456 < 1.0 OK | σeq = [2.659] MPa < σeq_allow | Sca_620=M·Scs= 0.999×5.587= 5.584 (MPa) | σx,Rcr = 5.448 (MPa) | ||
| 6 | A537-CL2+S5 | 2800 | 7.289 | 0.000 | 0.098 | 3.595 | -45.852 | 1.522 | < | 18.00 (＋2.59) | 91.134 | 16.5 | 0.000450 | 1118.908 | 3799599 | －2.779 (압축) | ＋0.218 (인장) | 0.0013 | 0.9993 | 5.587 | 5.584 | 0.498 < 1.0 OK | σeq = [2.894] MPa < σeq_allow | Sca_620=M·Scs= 0.999×5.587= 5.584 (MPa) | σx,Rcr = 5.448 (MPa) | ||
| 5 | A537-CL2+S5 | 2800 | 10.089 | 0.000 | 0.098 | 3.595 | -49.949 | 1.522 | < | td > tu NG! 19.00 (－0.08) | 96.192 | 17.5 | 0.000477 | 1215.100 | 4029878 | －2.854 (압축) | ＋0.205 (인장) | 0.0012 | 0.9994 | 5.926 | 5.922 | 0.482 < 1.0 OK | σeq = [2.962] MPa < σeq_allow | Sca_620=M·Scs= 0.999×5.926= 5.922 (MPa) | σx,Rcr = 5.778 (MPa) | ||
| 4 | A537-CL2+S5 | 2800 | 12.889 | 0.000 | 0.098 | 3.595 | -54.907 | 1.522 | < | 23.00 (＋0.24) | 116.442 | 21.5 | 0.000587 | 1331.542 | 4950993 | －2.554 (압축) | ＋0.167 (인장) | 0.0010 | 0.9995 | 7.280 | 7.277 | 0.351 < 1.0 OK | σeq = [2.641] MPa < σeq_allow | Sca_620=M·Scs= 0.999×7.280= 7.277 (MPa) | σx,Rcr = 7.098 (MPa) | ||
| 3 | A537-CL2+S5 | 2800 | 15.689 | 0.000 | 0.098 | 3.595 | -60.513 | 1.522 | < | td > tu NG! 26.00 (－0.43) | 131.634 | 24.5 | 0.000668 | 1463.176 | 5641829 | －2.470 (압축) | ＋0.147 (인장) | 0.0009 | 0.9996 | 8.296 | 8.293 | 0.298 < 1.0 OK | σeq = [2.546] MPa < σeq_allow | Sca_620=M·Scs= 1.000×8.296= 8.293 (MPa) | σx,Rcr = 8.089 (MPa) | ||
| 2 | A537-CL2+S5 | 2800 | 18.489 | 0.000 | 0.098 | 3.595 | -66.982 | 1.522 | < | td > tu NG! 30.00 (－0.10) | 151.902 | 28.5 | 0.000778 | 1615.078 | 6562944 | －2.350 (압축) | ＋0.126 (인장) | 0.0008 | 0.9996 | 9.651 | 9.647 | 0.244 < 1.0 OK | σeq = [2.416] MPa < σeq_allow | Sca_620=M·Scs= 1.000×9.651= 9.647 (MPa) | σx,Rcr = 9.409 (MPa) | ||
| 1 | A537-CL2+S5 | 2800 | 21.289 | 0.000 | 0.098 | 3.595 | -74.314 | 1.522 | < | 34.00 (＋0.22) | 172.170 | 32.5 | 0.000887 | 1787.248 | 7484059 | －2.287 (압축) | ＋0.111 (인장) | 0.0007 | 0.9997 | 11.005 | 11.002 | 0.208 < 1.0 OK | σeq = [2.344] MPa < σeq_allow | Sca_620=M·Scs= 1.000×11.005= 11.002 (MPa) | σx,Rcr = 10.730 (MPa) | ||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : (텡크 Shell 압축에 의한 허용압축강도 초과 Sca] Stell 좌굴발생 위험) Nos : | #9 #10 | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 8 / 9], Design Pressure (100%) + Lr(20psf) + 10% Snow Load Pg= 19.62 (kPa), DLL = 21.289 (m), SG = 0.0, Lr = 102(kg/m²)×A(m²)= 421.99(Ton), Wr = 1207.214(Ton)
| Design Condition DLL= 21289 (mm), Tank No. : CAP2 Propane(C3/C4) API 620 Outer TANK | Tank D= 73300, R= 36650 (mm) Wroof = [1207.214] Ton] | Total Roof Load : Wsum = [ 1207.214 ] Ton Wroof = [1207.214] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [1207.214] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (＋인장) Stress Ratio SR = St / Sts SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 1207.214 | Ton | Wsum = | 1207.214 | Ton | ||||||||||||||||||||
| 10 | A537-CL2+S5 | 700 | 19.62 | 719.073 | 307.613 | 5.846 | < | td > tu NG! 9.52 (－0.00) | 12.060 | 8.03 | 0.000219 | 1219.274 | 1847987 | ＋38.332 (인장) | ＋89.604 (인장) | 165.474 | St[10] : 89.604 / 165.474(Sts) = | 0.541 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [77.869] MPa < σeq_allow | Sca_620=M·Scs= 0.612×2.718= 1.664 (MPa) | σx,Rcr = 2.650 (MPa) | |||||
| 9 | A537-CL2+S5 | 2800 | 19.62 | 719.073 | 305.559 | 5.846 | < | td > tu NG! 9.52 (－0.00) | 48.222 | 8.03 | 0.000219 | 1267.496 | 1847987 | ＋38.076 (인장) | ＋89.604 (인장) | St[9] : 89.604 / 165.474(Sts) = | 0.541 < 1.0 OK | σeq = [77.89] MPa < σeq_allow | Sca_620=M·Scs= 0.612×2.718= 1.664 (MPa) | σx,Rcr = 2.650 (MPa) | |||||||
| 8 | A537-CL2+S5 | 2800 | 1.689 | 0.000 | 19.62 | 719.073 | 301.678 | 5.846 | < | 18.00 (＋8.47) | 91.134 | 16.5 | 0.000450 | 1358.630 | 3799599 | ＋18.284 (인장) | ＋43.580 (인장) | St[8] : 43.580 / 165.474(Sts) = | 0.263 < 1.0 OK | σeq = [37.904] MPa < σeq_allow | Sca_620=M·Scs= 0.842×5.587= 4.704 (MPa) | σx,Rcr = 5.448 (MPa) | |||||
| 7 | A537-CL2+S5 | 2800 | 4.489 | 0.000 | 19.62 | 719.073 | 297.797 | 5.846 | < | 18.00 (＋6.26) | 91.134 | 16.5 | 0.000450 | 1449.764 | 3799599 | ＋18.048 (인장) | ＋43.580 (인장) | St[7] : 43.580 / 165.474(Sts) = | 0.263 < 1.0 OK | σeq = [37.927] MPa < σeq_allow | Sca_620=M·Scs= 0.842×5.587= 4.704 (MPa) | σx,Rcr = 5.448 (MPa) | |||||
| 6 | A537-CL2+S5 | 2800 | 7.289 | 0.000 | 19.62 | 719.073 | 293.916 | 5.846 | < | 18.00 (＋2.59) | 91.134 | 16.5 | 0.000450 | 1540.898 | 3799599 | ＋17.813 (인장) | ＋43.580 (인장) | St[6] : 43.580 / 165.474(Sts) = | 0.263 < 1.0 OK | σeq = [37.951] MPa < σeq_allow | Sca_620=M·Scs= 0.842×5.587= 4.704 (MPa) | σx,Rcr = 5.448 (MPa) | |||||
| 5 | A537-CL2+S5 | 2800 | 10.089 | 0.000 | 19.62 | 719.073 | 289.819 | 5.846 | < | td > tu NG! 19.00 (－0.08) | 96.192 | 17.5 | 0.000477 | 1637.090 | 4029878 | ＋16.561 (인장) | ＋41.090 (인장) | St[5] : 41.090 / 165.474(Sts) = | 0.248 < 1.0 OK | σeq = [35.807] MPa < σeq_allow | Sca_620=M·Scs= 0.852×5.926= 5.052 (MPa) | σx,Rcr = 5.778 (MPa) | |||||
| 4 | A537-CL2+S5 | 2800 | 12.889 | 0.000 | 19.62 | 719.073 | 284.861 | 5.846 | < | 23.00 (＋0.24) | 116.442 | 21.5 | 0.000587 | 1753.532 | 4950993 | ＋13.249 (인장) | ＋33.445 (인장) | St[4] : 33.445 / 165.474(Sts) = | 0.202 < 1.0 OK | σeq = [29.172] MPa < σeq_allow | Sca_620=M·Scs= 0.884×7.280= 6.432 (MPa) | σx,Rcr = 7.098 (MPa) | |||||
| 3 | A537-CL2+S5 | 2800 | 15.689 | 0.000 | 19.62 | 719.073 | 279.255 | 5.846 | < | td > tu NG! 26.00 (－0.43) | 131.634 | 24.5 | 0.000668 | 1885.166 | 5641829 | ＋11.398 (인장) | ＋29.350 (인장) | St[3] : 29.350 / 165.474(Sts) = | 0.177 < 1.0 OK | σeq = [25.628] MPa < σeq_allow | Sca_620=M·Scs= 0.899×8.296= 7.462 (MPa) | σx,Rcr = 8.089 (MPa) | |||||
| 2 | A537-CL2+S5 | 2800 | 18.489 | 0.000 | 19.62 | 719.073 | 272.786 | 5.846 | < | td > tu NG! 30.00 (－0.10) | 151.902 | 28.5 | 0.000778 | 2037.068 | 6562944 | ＋9.571 (인장) | ＋25.231 (인장) | St[2] : 25.231 / 165.474(Sts) = | 0.152 < 1.0 OK | σeq = [22.061] MPa < σeq_allow | Sca_620=M·Scs= 0.915×9.651= 8.831 (MPa) | σx,Rcr = 9.409 (MPa) | |||||
| 1 | A537-CL2+S5 | 2800 | 21.289 | 0.000 | 19.62 | 719.073 | 265.454 | 5.846 | < | 34.00 (＋0.22) | 172.170 | 32.5 | 0.000887 | 2209.238 | 7484059 | ＋8.168 (인장) | ＋22.125 (인장) | St[1] : 22.125 / 165.474(Sts) = | 0.134 < 1.0 OK | σeq = [19.379] MPa < σeq_allow | Sca_620=M·Scs= 0.926×11.005= 10.196 (MPa) | σx,Rcr = 10.730 (MPa) | |||||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 9 / 9], Vacuum Pressure (-50 mmWTR) Pe= -0.5 (kPa), DLL = 0 (m), SG = 0.0, Lr = 102(kg/m²)×A(m²)= 421.99(Ton), Wr = 1207.214(Ton)
| Design Condition DLL= 21289 (mm), Tank No. : CAP2 Propane(C3/C4) API 620 Outer TANK | Tank D= 73300, R= 36650 (mm) Wroof = [1207.214] Ton] | Total Roof Load : Wsum = [ 1207.214 ] Ton Wroof = [1207.214] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [1207.214] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (－압축) Stress Ratio SR = Sc / Sca SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 1207.214 | Ton | Wsum = | 1207.214 | Ton | ||||||||||||||||||||
| 10 | A537-CL2+S5 | 700 | -0.5 | -18.325 | -61.086 | td > tu NG! 9.52 (－0.00) | 12.060 | 8.03 | 0.000219 | 1219.274 | 1847987 | －7.612 (압축) | －2.283 (압축) | 165.474 | 0.0000 | 1.0000 | 2.718 | 1.510 | 5.042 > 1.0 NG | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [6.766] MPa < σeq_allow | Sca_620=M·Scs= 1.000×2.718= 1.510 (MPa) | σx,Rcr = 2.650 (MPa) | ||||
| 9 | A537-CL2+S5 | 2800 | -0.5 | -18.325 | -63.140 | td > tu NG! 9.52 (－0.00) | 48.222 | 8.03 | 0.000219 | 1267.496 | 1847987 | －7.868 (압축) | －2.283 (압축) | 0.0000 | 1.0000 | 2.718 | 1.510 | 5.212 > 1.0 NG | σeq = [7.011] MPa < σeq_allow | Sca_620=M·Scs= 1.000×2.718= 1.510 (MPa) | σx,Rcr = 2.650 (MPa) | ||||||
| 8 | A537-CL2+S5 | 2800 | -0.5 | -18.325 | -67.021 | 18.00 (＋8.47) | 91.134 | 16.5 | 0.000450 | 1358.630 | 3799599 | －4.062 (압축) | －1.111 (압축) | 0.0000 | 1.0000 | 5.587 | 3.104 | 1.309 > 1.0 NG | σeq = [3.636] MPa < σeq_allow | Sca_620=M·Scs= 1.000×5.587= 3.104 (MPa) | σx,Rcr = 5.448 (MPa) | ||||||
| 7 | A537-CL2+S5 | 2800 | -0.5 | -18.325 | -70.902 | 18.00 (＋6.26) | 91.134 | 16.5 | 0.000450 | 1449.764 | 3799599 | －4.297 (압축) | －1.111 (압축) | 0.0000 | 1.0000 | 5.587 | 3.104 | 1.384 > 1.0 NG | σeq = [3.863] MPa < σeq_allow | Sca_620=M·Scs= 1.000×5.587= 3.104 (MPa) | σx,Rcr = 5.448 (MPa) | ||||||
| 6 | A537-CL2+S5 | 2800 | -0.5 | -18.325 | -74.783 | 18.00 (＋2.59) | 91.134 | 16.5 | 0.000450 | 1540.898 | 3799599 | －4.532 (압축) | －1.111 (압축) | 0.0000 | 1.0000 | 5.587 | 3.104 | 1.460 > 1.0 NG | σeq = [4.092] MPa < σeq_allow | Sca_620=M·Scs= 1.000×5.587= 3.104 (MPa) | σx,Rcr = 5.448 (MPa) | ||||||
| 5 | A537-CL2+S5 | 2800 | -0.5 | -18.325 | -78.880 | td > tu NG! 19.00 (－0.08) | 96.192 | 17.5 | 0.000477 | 1637.090 | 4029878 | －4.507 (압축) | －1.047 (압축) | 0.0000 | 1.0000 | 5.926 | 3.292 | 1.369 > 1.0 NG | σeq = [4.086] MPa < σeq_allow | Sca_620=M·Scs= 1.000×5.926= 3.292 (MPa) | σx,Rcr = 5.778 (MPa) | ||||||
| 4 | A537-CL2+S5 | 2800 | -0.5 | -18.325 | -83.838 | 23.00 (＋0.24) | 116.442 | 21.5 | 0.000587 | 1753.532 | 4950993 | －3.899 (압축) | －0.852 (압축) | 0.0000 | 1.0000 | 7.280 | 4.045 | 0.964 < 1.0 OK | σeq = [3.551] MPa < σeq_allow | Sca_620=M·Scs= 1.000×7.280= 4.045 (MPa) | σx,Rcr = 7.098 (MPa) | ||||||
| 3 | A537-CL2+S5 | 2800 | -0.5 | -18.325 | -89.444 | td > tu NG! 26.00 (－0.43) | 131.634 | 24.5 | 0.000668 | 1885.166 | 5641829 | －3.651 (압축) | －0.748 (압축) | 0.0000 | 1.0000 | 8.296 | 4.609 | 0.792 < 1.0 OK | σeq = [3.34] MPa < σeq_allow | Sca_620=M·Scs= 1.000×8.296= 4.609 (MPa) | σx,Rcr = 8.089 (MPa) | ||||||
| 2 | A537-CL2+S5 | 2800 | -0.5 | -18.325 | -95.913 | td > tu NG! 30.00 (－0.10) | 151.902 | 28.5 | 0.000778 | 2037.068 | 6562944 | －3.365 (압축) | －0.643 (압축) | 0.0000 | 1.0000 | 9.651 | 5.362 | 0.628 < 1.0 OK | σeq = [3.094] MPa < σeq_allow | Sca_620=M·Scs= 1.000×9.651= 5.362 (MPa) | σx,Rcr = 9.409 (MPa) | ||||||
| 1 | A537-CL2+S5 | 2800 | -0.5 | -18.325 | -103.245 | 34.00 (＋0.22) | 172.170 | 32.5 | 0.000887 | 2209.238 | 7484059 | －3.177 (압축) | －0.564 (압축) | 0.0000 | 1.0000 | 11.005 | 6.114 | 0.520 < 1.0 OK | σeq = [2.936] MPa < σeq_allow | Sca_620=M·Scs= 1.000×11.005= 6.114 (MPa) | σx,Rcr = 10.730 (MPa) | ||||||
| Max. Allowable Compressive Stress(Sca) : | Sca(5.5.4.3 식 적용), T1 < 0 and T2 < 0 일 경우 Sca = 1,000,000 × tc/R × 0.006894757 (MPa) When, 0.00667 < tc/R Sca = 5,650 + 154,200 × tc/R × 0.006894757 (MPa) When, 0.0175 < tc/R Sca = 8,340 × 0.006894757 (MPa) | HELP ; [MATWEB]][CS-2] | [REMARK] | ||||||||||||||||||||||||
| 평가 : (텡크 Shell 압축에 의한 허용압축강도 초과 Sca] Stell 좌굴발생 위험) Nos : | #5 #6 #7 #8 #9 #10 | [REMARK] | |||||||||||||||||||||||||
[END OF RPT_RESULT[10] = BUCKLING_CALC() [
AAA k = 0 = API 650 = k = 0, dCode = 1, AAA D = 73.3 (mm), Hd[0] = 21189.0 (mm) Hd[1] = 21189.0 (mm) Ht[0] = 20189.0 mm
seisResult[1] =
[
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
<canvas name=canvasSpect id=seisDesignSpect_3> <img name=imgvasSpect id=imgsDesignSpect_3>
 |
 |  |
 |  |
기상청 Magnitude 환산 Formula M = 2.0 × [Log10(Sa×980) + 1]
MMI : 수정머칼리 진도척도(Modified Mercalli Intensity(MMI) Scale) [ I ~ XII 까지 12단계 ]
MMI = 3.0 × [Log10(Sa×980) + 0.5]
[지반가속도 와 규모의 관계그래프.xlsx]
출처 : 나무위키 지진
1.[기상청] 지진표준교재
2.[기상청] 중고등교재
3.[기상청] 초등교재
END - [스펙트럼 그래프 그리기]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
DEBUG START 625 at[tid].seisResu[0] = [at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.837, S1 = 0.346, Fa = 1.0956, Fv = 2.616
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.4586x(175,907,062x7.946 + 9,826,499x10.564 + 7,700,417x29.606 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(331,217,506x11.488)]2)
Mrw = 793,168,509 [N-m] = 793,169 [KN-m] = 80,881 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.4586x(175,907,062x29.244 + 9,826,499x10.564 + 7,700,417x29.606 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(331,217,506x11.488)]2)
Ms = 2,511,299,010 [N-m] = 2,511,299 [KN-m] = 256,081 [Ton-m]
Wp = 529,621,864 [N] = 529,622 [KN] = 54,006 [Ton]
Wi = 175,907,062 [N] = 175,907 [KN] = 17,938 [Ton], Xi = 7.946 [m], Wi/Wp = 33.21[%]
Wc = 331,217,506 [N] = 331,218 [KN] = 33,775 [Ton], Xc = 11.488 [m], Wc/Wp = 62.54[%]
Ws = 9,826,499 [N] = 9,826 [KN] = 1002.024 [Ton], Xs = 10.564 [m]
Wr = 7,700,417 [N] = 7,700 [KN] = 785.224 [Ton], Xr = 29.606 [m]
Wf = 3,474,300 [N] = 3,474 [KN] = 354.280 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 90,302,136 [N] = 90,302 [KN] = 9,208 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 90,302,136 [N] = 90,302 [KN] = 9,208 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 1
Ai=0.4586[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.6034 × ( 4.0 / 10.04²) × ( 1.5 / 1.0) = 0.0 [g]
Av= 0.2874 [g]
] END OF DEBUG 625
6.2.4. Seismic Design Acceleration Calculation ( API 620 Annex L )
|
API 620 L.4.3.3 (OLE) Adjustment Factors, ( Factor I , R )
Unless specifically permitted by the regulations, the OLE design forces shall not be adjusted by
an importance factor, I, or force reduction factor, R,
Nor shall the forces be reduced by the 0,7 multiplier (1/1.4) commonly applied
to convert (CLE) Contingency Level Events to ASD methods.
해석 : API 620 L.4.3.3 (OLE) 조정계수, ( OLE I, R 에 대한 특별규정 )
규정에서 특별히 허용하지 않는 한, OLE 설계력은 중요도 계수 I 또는 힘 감소 계수 R에 의해 조정되지 않아야 합니다.
또한 (CLE) 비상 수준 이벤트를 ASD 방법으로 변환하는 데 일반적으로 적용되는 0.7 승수(1/1.4)로 힘을 줄여서는 안 됩니다.
API 620 L.4.4.2 (CLE) Definition Based on ASCE 7 Method (API 650, Annex E)
To utilize API 650, Section E.4 to define the CLE ground motion,
the following modifications shall be made based on the provisions in this annex:
1) Scaling factor, Q = 1.0 , is not applicable and may be set equal to a value of 1.0;
2) Importance factor, I = 1.0
]
SlidingCheck =
[
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4.7 Sliding Resistance
According to API 650 E. 7.6, Total design base shear (horizontal force) V , should be equal
to or smaller than the value Vs obtained as follows;
Vs = μ × (Ws + Wr + Wf + Wp + Wns + Wnr ) × (1.0 - 0.4 × Av)
Where,
Vs = Allowable base shear [N]
μ = Maximum friction coefficient for tank sliding
= tan(30°) / 1.5 = 0.3849 for OBE (According to API620 L4.2.10)
= tan(30°) / 1.0 = 0.5773 for SSE (According to API620 L4.3.3)
Ws = Weight of tank Shell Plate = 9,826,499 [N], Ws = 1002.024 [Ton]
Wr = Weight of tank roof = 7,700,417 [N], Wr = 785.224 [Ton]
Wf = Weight of tank bottom = 3,474,300 [N], Wf = 354.28 [Ton]
Wp = Weight of liquid content = 21,001,216 [N], Wp = 2141.528 [Ton]
Total Weight of Steel and Liquid Content,
Wsum = (Ws+Wr+Wf+Wp+Wns+Wnr)= 550,623 kN, Wsum = 56,402,808 [Ton]
Av(ALE) = Vertical seismic acceleration = 0.2757 [g] for OBE
Av(CLE) = Vertical seismic acceleration = 0.2874 [g] for CLE
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.5 = 0.3849 (For ALE)
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.0 = 0.577 (For CLE)
Sliding Resistance (Vs)
Vs (ALE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.3849 × 553,123 × (1.0 - 0.4 × 0.2757) = 189,419 [kN]
Vs (CLE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.577 × 550,623 × (1.0 - 0.4 × 0.2874) = 281,186 [kN]
The following table shows the results.
Table 6.4.9 Result of sliding resistance
| 1. SI Unit Annex R , H = 21.189 m | ||||||||
| Seismic Event | Overturning moment M [kN-m] | Impulsive Base Shear Vi [kN] | Convective Base Shear Vc [kN] | Total Base Shear V =√(Vi²+ Vc²) [kN] | Check >, < | Allowable Base Shear Vs [kN] | Judgment V/Vs < 1.0 OK | Remark |
| ALE | 1,026,218 | 116,488 | 0 | 116,488 | < OK | 189,419 | 0.61 < 1.0 OK | |
| CLE | 793,169 | 90,302 | 0 | 90,302 | < OK | 281,186 | 0.32 < 1.0 OK | |
| 2. Metric-Ton Unit Annex R , H = 21.189 m | ||||||||
| Seismic Event | Overturning moment M [Ton-m] | Impulsive Base Shear Vi [Ton] | Convective Base Shear Vc [Ton] | Total Base Shear V =√(Vi²+ Vc²) [Ton] | Check >, < | Allowable Base Shear Vs [Ton] | Judgment V/Vs < 1.0 OK | Remark |
| ALE | 104645.1 | 11878.4 | 0 | 11878.4 | < OK | 19315.3 | 0.61 < 1.0 OK | |
| CLE | 80880.7 | 9208.3 | 0 | 9208.3 | < OK | 28673 | 0.32 < 1.0 OK | |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
Min. yield strength of annulae plate (A537-CL2+S5), Fy = 414 MPa
Design Internal Pressure, Pg = 19.62 kPa
Tank Dia. D = 73.300 (m), Tank Height Ht = 25.900(m), H = 21.189 (m), Design Liquid Level for Seismic calc,
SG = 0.604, CA = 1.5 (mm)
SEISMIC DESIGN CODE : [ API 650 Annex E / 620 Annex L / SNI-1726-2012, Fa, Fv Table 4, 5 ) ]
SITE Class : [ SE ]
SEISMIC USE GROUP : SUG = [ III ]
Table 4.8 Seismic Dedign Calculation [Outer Tank]
| No. | Description | Symbol | SI Unit [N, mm] | Metric Unit [Ton, m, mm] | Remark | ||||
| ALE | CLE | Unit | ALE | CLE | Unit | ||||
| 1 | Tank Inside-Diameter | D = | 73.300 | 73.300 | m | 55 | |||
| 2 | Tank Shell Height | TankHt = | 25.900 | 25.900 | m | 57 | |||
| 3 | Liquid Level for seismic design (Annex R = DLL) | H = | 21.289 | 21.189 | m | 56 | |||
| 4 | Radio of Tank Diameter(D) per Liquid Level(H) | D / H = | 3.4431 | 3.4593 | 58 | ||||
| 5 | Scaling factor ( Q = 2/3 ) | Q = | 2/3 | 2/3 | 17 | ||||
| 6 | Importance Factor | I = | 1 | 1.5 | 20 | ||||
| 7 | Design level peak ground acceleration | Sp(PGA) = | 0.2347 | 0.2446 | g | 16 | |||
| 8 | Spectral acceleration parameter (0.2 sec. period) | Ss = | 0.55 | 0.837 | g | 23 | |||
| 9 | Spectral acceleration parameter (1.0 sec. period) | S1 = | 0.26 | 0.346 | g | 24 | |||
| 10 | Acceleration-based site coeff. (at 0.2sec period) | Fa = | 1.6 | 1.0956 | 6 | ||||
| 11 | Velocity-based site coeff. (at 1.0sec period) | Fv = | 2.96 | 2.616 | 7 | ||||
| 12 | MCE spectral response acc. (0.2 sec.), SMs = Fa × Ss | SMS = | 0.88 | 0.917 | g | 60 | |||
| 13 | MCE spectral response acc. (1.0 sec.), SM1 = Fv × S1 | SM1 = | 0.7696 | 0.9051 | g | 61 | |||
| 14 | Design spectral response acc. (0.2 sec.), SDS = Q×Fa×Ss | SDS = | 0.5867 | 0.6114 | g | 4 | |||
| 15 | Design spectral response acc. (1.0 sec.), SD1 = Q×Fv×S1 | SD1 = | 0.5131 | 0.6034 | g | 5 | |||
| 16 | Impulsive spectral acceleration para. OLE Ai = Fa × Ss CLE Ai = SDs × ( I / Ri ) | Ai = | 0.5867 | 0.4586 | g | 0 | |||
| 17 | Convective spectral acceleration para. | Ac = | 0 | 0 | g | 1 | |||
| 18 | Vertical earthquake acceleration para. Av = 0.47·SDS | Av = | 0.2757 | 0.2874 | g | 2 | |||
| 19 | Acceleration coefficient for sloshing wave height | Af = | 0 | 0 | g | 3 | |||
| 20 | Zero(0) second period, To = 0.2 × SD1/SDS | To = | 0.1749 | 0.1974 | sec | 10 | |||
| 21 | 0.2 second Short period, Ts = SD1 / SDS | Ts = | 0.8746 | 0.9869 | sec | 11 | |||
| 22 | Regional-dependent transition long-period | TL = | 4 | 4 | sec | 12 | |||
| 23 | Impulsive period, Ti = (1/20000.5)×[Ci×H/√(tu/D)]×√(p/E)] | Ti = | 0.368 | 0.3668 | sec | 8 | |||
| 24 | Convective(sloshing) period, Tc = 1.8·Ks·D0.5 | Tc = | 10.0279 | 10.04 | sec | 9 | |||
| 25 | Coefficient of sloshing period Ks = 0.578 / [tanh(3.68·H/D)]0.5 | Ks = | 0.6507 | 0.6515 | 13 | ||||
| 26 | Impulsive Adjustment Factor ( 5% Damping, Ki = 1.0 ) | Ki = | 1 | 1 | 14 | ||||
| 27 | Convective adjust Factor. ( 5% Damping, K = 1.5 ) | K = | 1.5 | 1.5 | 15 | ||||
| 28 | Annular Plate thickness with CA | ta = | 21 | 21 | mm | 48 | |||
| 29 | Shell Average Thickness with CA (Shell 평균두께) | tu = | 19.902 | 19.902 | mm | 18 | |||
| 30 | Elasatic Modulus of shell plate | E = | 203,000 | 203,000 | MPa | 19 | |||
| 31 | Force reduction factor (Impulsive mode) (반드시 재 확인바람) (Self-anchored) | Ri = | 1 | 2 | 21 | ||||
| 32 | Force reduction factor (Convective mode) (반드시 재 확인바람) (Self-anchored) | Rc = | 1 | 1 | 22 | ||||
| 33 | Sloshing wave above product design height δs = 0.42 · D · Af (API 650 E.7.2) | δs = | 0 | 0 | mm | 25 | |||
| 34 | FreeBoard by seismic sloshing motion, OLE(or SUG=III) = δs + (hs : 300 mm), CLE = δs | Free Board = | 300 | 0 | mm | 26 | |||
| 35 | Anchorage Ratio (J < 1.54 Anchor 필요없음, Self Anchorod) | J = | 0.9063 | 0.704 | 27 | ||||
| 36 | Effective specific gravity, Ge = G (1.0 - 0.4·Av) | Ge = | 0.5374 | 0.5346 | 47 | ||||
| 37 | Force resisting uplift in annular region. wa=99ta√(Fy·H·Ge)≤ 201.1·H·Ge | wa = | 143026 | 142318 | N/m | 33 | |||
| 38 | Calculated design uplift load due to product pressure per unit circumferential length. wint = Pi · D / 4 | wint = | 0.3595 | 0.3595 | N/m | 34 | |||
| 39 | Total weight of tank shell and appurtenances | Ws = | 9,826×10³ | 9,826×10³ | N | 1002.0 | 1002.0 | Ton | 43 |
| 40 | Total weight of fixed tank roof including framing, knuckles, any permanent attachments and 10% of snow load | Wr = | 7,700×10³ | 7,700×10³ | N | 785.2 | 785.2 | Ton | 44 |
| 41 | Weight of the tank bottom | Wf = | 3,474×10³ | 3,474×10³ | N | 354.3 | 354.3 | Ton | 45 |
| 42 | Empty Steel Weight, We = Ws + Wr + Wf | We = | 21,001×10³ | 21,001×10³ | N | 2141.5 | 2141.5 | Ton | 46 |
| 43 | Total weight of the tank contents | Wp = | 532,121×10³ | 529,622×10³ | N | 54261.3 | 54006.4 | Ton | 37 |
| 44 | Total Weight of Steel and Liquid Content Wtotal = Ws + Wr + Wf + Wp + Wns + Wnr | Wtotal = | 553,123×10³ | 550,623×10³ | N | 56402.8 | 56147.9 | Ton | 41 |
| 45 | Effective impulsive portion of the liquid weight | Wi = | 177,546×10³ | 175,907×10³ | N | 18104.7 | 17937.5 | Ton | 38 |
| 46 | Effective convective (sloshing) portion of the liquid weight | Wc = | 332,021×10³ | 331,218×10³ | N | 33856.7 | 33774.8 | Ton | 39 |
| 47 | Overturning Moment (ring wall) | Mrw = | 1,026,218×10³ | 793,169×10³ | N-m | 104645.1 | 80880.7 | Ton-m | 28 |
| 48 | Overturning Moment (slab) | Ms = | 3,240,063×10³ | 2,511,299×10³ | N-m | 330394.5 | 256081.2 | Ton-m | 29 |
| 49 | Base shear (Impulsive mode ), Vi = Ai × (Wi + We) | Vi = | 116,488×10³ | 90,302×10³ | N | 11878.4 | 9208.3 | Ton | 30 |
| 50 | Base shear (Convective mode), Vc = Ac × Wc | Vc = | 0.0 | 0.0 | N | 0.0 | 0.0 | Ton | 31 |
| 51 | Total base shear, V = √(Vi²+ Vc²) | V = | 116,488×10³ | 90,302×10³ | N | 11878.4 | 9208.3 | Ton | 32 |
| 52 | Sliding Resistance Force Vs=μ×(We+Wp+Wns+Wnr )×(1.0-0.4×Av) V < Vs , Satisfied | Vs = | 189,419×10³ | 281,186×10³ | N | 19315.3 | 28673.0 | Ton | 42 |
| 53 | Friction coefficient. μ_OLE = tan(30°), μ_CLE = tan(30°) / 1.5 | μ = | 0.3849 | 0.577 | 40 | ||||
| 54 | Min. yield strength of annulae plate. (A537-CL2+S5) | Fy = | 413.686 | 413.686 | MPa | 49 | |||
| 55 | Xs : Gravity center of tank shell plate from bottom. | Xs = | 10.564 | 10.564 | m | 50 | |||
| 56 | Xr : Gravity center of roof from bottom. | Xr = | 29.606 | 29.606 | m | 51 | |||
| 57 | Xf : Gravity center of tank bottom plate | Xf = | 0 | 0 | m | 52 | |||
| 58 | Xi : Gravity center of liquid from bottom(Impulsive) | Xi = | 7.983 | 7.946 | m | 35 | |||
| 59 | Xc : Gravity center of liquid from bottom(Contivective) | Xc = | 11.55 | 11.488 | m | 36 | |||
| 60 | Xis : Gravity center of liquid from slab(Impulsive) | Xis = | 29.236 | 29.244 | m | 53 | |||
| 61 | Xcs : Gravity center of liquid from slab(Contivective) | Xcs = | 26.184 | 26.215 | m | 54 | |||
| 62 | Coefficient for impulsive period, Ci = Get_Ci(D, H) | Ci = | 7.3842 | 7.3962 | 59 | ||||
| 63 | Site coefficient from ASCE 7-10 Table 11.8-1 | FPGA = | 2.5 | 2.5 | 62 | ||||
| 64 | Peak ground acceleration adjusted for Site Class effects. PGAM = MCEG = FPGA × PGA (ASCE 7-10 Eq. 11.8-1) | PGAM = | 0.5868 | 0.6115 | g | 63 | |||
SITE Class : [ SE ]
SEISMIC USE GROUP : SUG = [ III ]
API 620 L4.3.9 Inner Tank Freeboard
1. OLE (Operating Level Earthquake)
δs = 0.42 × D × Af + hs (300 mm), for API 620 OLE or SUG = III
δs = 0.42 × 73,300 × 0.0 + 300 = 300 (mm)
An additional shell height, hs shall be added to the calculated value above
the sloshing height as required by the governing regulations.
The minimum value of hs forthe OLE event shall be 300 mm (1 ft).
2. CLE (Contingency Level Earthquake) FOR SUG = I OR II
δs = 0.42 × D × Af
δs = 0.42 × 73,300 × 0.0 = 0 (mm)
Therefore, This Tank FreeBoard(δs) is Max( OLE, CLE) = Max( 300, 0 ) = 300 (mm)
| Where, | |||
| According to API 650 E.6.1.1 and E6.1.2, Wi, Xi, Wc, Xc are calculated as follows, | |||
| API 650 E.6.1.1 Effective Weight of Product | |||
| The effective weights Wi and Wc shall be determined by multiplying the total product weight, Wp, by the ratios Wi/Wp and Wc/Wp, respectively, Equations E.6.1.1-1 through E.6.1.1-3. | |||
| 1) The effective impulsive weight (Wi) | |||
| When D/H=(3.4593) ≥ 1.3333 (=4/3) | When D/H = (3.4593) ≥ 1.3333 | ||
| 2) The effective convective weight (Wc) | |||
| |||
API 650 E.6.1.2 Center of Action for Effective Lateral Forces
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
반응수정계수 (response modiflcation coefflcient)는 내진설계를 하면서 붕괴방지수준(CLE) 에 대해 검토시
비탄성거동인 소성영역까지 허용하여 저감된 지진력 으로 구조검토를 하게 됩니다.
탄성은 외부로부터 받은 자극이 제거되면 물체를 원래 형상으로 복원시키려는 성질인 반면,
소성은 외부의 자극이 제거되어도 변형을 그대로 유지하려는 성질입니다.
이런 비선형적 거동을 고려할수 있도록 내진설계시 R 응답수정계수를 적용해 줍니다.
Ve: 만약 구조체가 설계 지진의 지반 운동에 대하여 완전히 탄성 거동을 하게 된다고 가정하였을때 지진력에 대해저항하는힘
V: 선형 탄성영역에서의 밑면전단력
이러한 응답수정계수는 설계시 적용할때 마다 구하기는 한계가 있으므로
기준별로 정리되어있어 필요할경우 편리하게 사용하면 됩니다.
주의하실 점은 부재의 연성으로 비탄성변형으로 인한부재력의 저감은
수평력에 대해서만 적용하며， 수직력은 적용하지 않습니다.
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4. TANK CAPACITY
4.1 Liquid Levels
| Description | Symbol | Value | Unit |
| Tank Height = HLL + Sloshing Height + Margin | Shell Height = | 25900 | mm |
| Design Liquid Level 2) | HHLL = | 21,289 | mm |
| Maximum Operation Level 1) | HLL = | 21,189 | mm |
| Minimum Operating Level | LLLL = | 1,540 | mm |
| Pump Trip Level | LLLL = | 1,500 | mm |
Note 1) This liquid level should be used for seismic design and determination of sloshing height of inner steel tank.
2) It is the liquid level of maximum operation level plus overfill protection margin (= 200 mm).
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4.2 Operating Tank Capacity
| Coefficient of thermal expansion | α = 1.15 x 10-5/°C |
| Operating temperature | -41.5°C (Minimum) |
| Ambient temperature | 38°C (Maximum) |
| Cold diameter (DCOLD) = 54,000 x [1 - (41.5 + 38) x (1.15 x 10-5)] | = 53,951 mm |
| Cold height (HCOLD) = 34,000 x [1 - (41.5 + 38) x (1.15 x 10-5)] | = 33,969 mm |
| Maximum liquid capacity in operating condition (VCOLD) | |
| VCOLD = {π x (DCOLD)2 / 4} x ΔH = (π x 53.9512 / 4) x 30.6 = 69,954 m³ | |
| in which, ΔH = HHLL = 30,600 mm = 30.6 m | |
Table 2-1 Tank Capasity Calculation
Tank type : Full Containment Tank Elevated Bottom slab Metal Inner Tank with Suspended Deck
| Description | Symbol | INNER | OUTER | Remark |
| Service | LNG | |||
| Design density | Density = | 604 | kg/m3 | |
| Net working capacity | Vnet = | 81,397 | ||
| Tank Diameter | Di = | 73,300 | 73,300 | mm |
| Tank shell height from bottom plate | Htank = | 25,900 | 25,900 | mm |
| Material of Shell Plate | MATL = | A537-CL2+S5 | A537-CL2+S5 | |
| Liquid level : | ||||
| Maximum design liquid level | LAHH (HHLL) = | 21,289 | mm | |
| Normal maximum operating level | LAH (HLL) = | 21,289 | mm | |
| Normal minimum operating level | LAL (LLL) = | 2,000 | mm | |
| Pump trip level | LALL (LLLL) = | 1,800 | mm | |
| Hydrostatic test level | HTL = | 20,189 | mm | |
| Inner tank operating temperature | Toper = | -44.0 | ℃ | |
| Maximum ambient temperature | Tamb = | 40 | ℃ | |
| Corrosion Allowance | CA = | 0.0 | 0.0 | mm |
]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
7.2.4. Dynamic hoop stress calculation (CLE) API 620 Annex L
| Scs : Maximum Allowable Longitudinal Compressive Stress, (Scs, MPa) for a cylindrical wall acted upon by an axial load with neither a tensile nor a compressive force acting concurrently in a circumferential direction (determined in accordance with 5.5.4.2 for the thickness-to-radius ratio involved); Scs = [Above Table] MPa Scs = 1,800,000 × tc/R when, 0.00667 < tc/R Scs = 10,150 + 277,400 × tc/R when, 0.00667 ≥ tc/R ≤ 0.0175 Scs = 15,000 When tc/R > 0.0175 Sts 설명 : 최대 허용 세로(수직) 압축응력 (MPa) 내압에 의한 원주 방향으로 막응력(T2, St=T2/t) 이나, 수직 방향으로의 압축력(T1, Sc)이 동시에 작용하지 않는 즉, 내압은 작용하지 않고, 수직 축하중만 압축(T1, Sc)으로 작용할 경우 아래 식에 의하여 최대허용압축응력을 계산(관련된 두께 대 반경 비율에 대해 5.5.4.2에 따라 결정됨 |
| Dynamic Hoop Stress () Hmm=25900.0, Unit : [Nh, Ni, Nv, Nv : N/mm] [σt, σa : MPa] | 압축응력 체크! Judge | Dynamic Hoop Pressure on wall (Max. Pressure at ф=0º) For FEA 후 비교 검토 ( Unt : kPa ) | Dynamic Hoop Pressure on wall (at ф=0º ~ 180º) For FEA 후 비교 검토( Unt : kPa ) | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| No. | Material | Shell width (m) | Used Thk. tu (mm) | t (mm) | Y (m) | Nh (N/mm) |
Ni (N/mm) | Nc (N/mm) | Nv (N/mm) |
σT (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | 압축응력 체크! (API 620 Annex F, Sca = M × Scs) | Y (mm) | Ph= Nh/R (kPa) | Pi= Ni/R (kPa) | Pc= Nc/R (kPa) | Pv= Nv/R (kPa) | Total Pressure Pw=σT×t/R ф=0º (kPa) | σa (MPa) | tReqd = Pw×R/σa (mm) |
Pw = (Max.ф=0º) | Pw = (ф=45º) | Pw=Ph+Pv (ф=90º) | Pw = (ф=135º) | Pw = (ф=180º) |
|||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 10 | A537-CL2+S5 | 0.700 | 9.53 | 8.03 | 0 | 0 | 0 | 0 | 0 | 0 | < OK | 220.08 | 0.000 < 1.0 OK | Scs=2.718 MPa, N=0.542, M=0.612, Sca= 1.665 MPa, | 0 | 0 | 0 | 0 | 0 | 0 | 220.08 | 0 | 0 | 0 | 0 | 0 | 0 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 9 | A537-CL2+S5 | 2.800 | 9.53 | 8.03 | 0 | 0 | 0 | 0 | 0 | 0 | < OK | 220.08 | 0.000 < 1.0 OK | Scs=2.718 MPa, N=0.542, M=0.612, Sca= 1.665 MPa, | 0 | 0 | 0 | 0 | 0 | 0 | 220.08 | 0 | 0 | 0 | 0 | 0 | 0 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 8 | A537-CL2+S5 | 2.800 | 18.0 | 16.5 | 1.589 | 344.95 | 262.01 | 0 | 49.57 | 37.07 | < OK | 220.08 | 0.168 < 1.0 OK | Scs=5.587 MPa, N=0.390, M=0.746, Sca= 4.171 MPa, | 1.589 | 9.41 | 7.15 | 0 | 1.35 | 16.69 | 220.08 | 2.78 | 16.69 | 14.64 | 10.76 | 4.18 | 2.13 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 7 | A537-CL2+S5 | 2.800 | 18.0 | 16.5 | 4.389 | 952.79 | 674.04 | 0 | 136.92 | 99.43 | < OK | 220.08 | 0.452 < 1.0 OK | Scs=5.587 MPa, N=0.612, M=0.542, Sca= 3.026 MPa, | 4.389 | 26.00 | 18.39 | 0 | 3.74 | 44.76 | 220.08 | 7.45 | 44.76 | 39.53 | 29.74 | 12.47 | 7.23 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 6 | A537-CL2+S5 | 2.800 | 18.0 | 16.5 | 7.189 | 1560.63 | 1022.67 | 0 | 224.27 | 158.04 | < OK | 220.08 | 0.718 < 1.0 OK | Scs=5.587 MPa, N=0.835, M=0.273, Sca= 1.527 MPa, | 7.189 | 42.58 | 27.90 | 0 | 6.12 | 71.15 | 220.08 | 11.85 | 71.15 | 63.24 | 48.70 | 21.92 | 14.02 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 5 | A537-CL2+S5 | 2.800 | 19.0 | 17.5 | 9.989 | 2168.47 | 1307.91 | 0 | 311.61 | 200.74 | < OK | 220.08 | 0.912 < 1.0 OK | Scs=5.926 MPa, N=0.997, M=0.006, Sca= 0.034 MPa, | 9.989 | 59.17 | 35.69 | 0 | 8.50 | 95.85 | 220.08 | 15.96 | 95.85 | 85.80 | 67.67 | 32.54 | 22.48 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 4 | A537-CL2+S5 | 2.800 | 23.0 | 21.5 | 12.789 | 2776.31 | 1529.77 | 0 | 398.96 | 202.66 | < OK | 220.08 | 0.921 < 1.0 OK | Scs=7.280 MPa, N=0.982, M=0.034, Sca= 0.249 MPa, | 12.789 | 75.75 | 41.74 | 0 | 10.89 | 118.89 | 220.08 | 19.80 | 118.89 | 107.21 | 86.64 | 44.29 | 32.61 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 3 | A537-CL2+S5 | 2.800 | 26.0 | 24.5 | 15.589 | 3384.15 | 1688.24 | 0 | 486.30 | 209.84 | < OK | 220.08 | 0.953 < 1.0 OK | Scs=8.297 MPa, N=1.012, M=-0.025, Sca= -0.205 MPa, | 15.589 | 92.34 | 46.06 | 0 | 13.27 | 140.28 | 220.08 | 23.36 | 140.28 | 127.51 | 105.61 | 57.17 | 44.41 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 2 | A537-CL2+S5 | 2.800 | 30.0 | 28.5 | 18.389 | 3991.99 | 1783.32 | 0 | 573.65 | 205.80 | < OK | 220.08 | 0.935 < 1.0 OK | Scs=9.651 MPa, N=0.999, M=0.002, Sca= 0.020 MPa, | 18.389 | 108.92 | 48.66 | 0 | 15.65 | 160.04 | 220.08 | 26.65 | 160.04 | 146.72 | 124.57 | 71.12 | 57.81 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 1 | A537-CL2+S5 | 2.800 | 34.0 | 32.5 | 21.189 | 4599.83 | 1815.01 | 0 | 661.00 | 200.97 | < OK | 220.08 | 0.913 < 1.0 OK | Scs=11.006 MPa, N=0.989, M=0.022, Sca= 0.238 MPa, | 21.189 | 125.51 | 49.52 | 0 | 18.04 | 178.21 | 220.08 | 29.68 | 178.21 | 164.90 | 143.55 | 86.12 | 72.81 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| ∑W= | 25.900 | (m) | 21.189 | (m) | Allowable Dynamic Hoop Stress of A537-CL2+S5 σa = Max( 1.33 × Sts, 0.9 × Fy ) σa = Max( 1.33 × 165.474, 0.9 × 413.686) = 220.08 MPa | 압축응력 체크! Judge | Description | Dynamic Pressure on bottom For FEA 후 비교 검토( Unt : kPa ) | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES2 | Description | Pb = (Max.ф=0º) | Pb = (ф=45º) | Pb = (ф=90º) | Pb = (ф=135º) | Pb = (ф=180º) |
||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES3 | 1) Impulsive Pressure, Pib(kPa) = 2) Convective Pressure, Pcb(kPa) = 3) Total Pressure on bottom, Pb(kPa) = | -26.28 -93.08 -119.361 | -18.298 -76.787 -95.085 | 0 0 0 | 18.298 76.787 95.085 | 26.28 93.08 119.361 | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| Where : CLE Ai = SDs×(I/Rwi)= 0.4586[g], Ac=0.0[g], Av=0.2874[g], Q=0.6667, I=1.5, Rwi=2.0, Rwc=1.0
|
1. 출처 : IITK-GSDMA/EQ08.pdf 2. https://www.ijaera.org/manuscript/20170304001.pdf Figure C-1. Qualitative description of hydrodynamic pressure distribution on tank wall and base | | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[TABLE 7.2.5.1] Ai = 0.4586[g], Ac = 0.0[g], Av = 0.2874[g] Wp = 529621.86 [Ton], Wi = 175907.06 [Ton], Wc = 331217.51 [Ton], Ws = 1002.02 [Ton], Xs = 10.564 [m]
DLL = 21189.0 m, Hd[0] = 21189.0 m, Hmm = 25900.0 m, Wr = 785.22 [Ton], Xr = 32.660 [m], XrRoof = 6.760 [m] Knuckle 반경 = [4398.0 mm, Knuckle 높이(3,746m) + Dome 높이(9,774m) = 13,521(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.4586 [g] × 7700.42 [kN] × 6.76(m) = 23872.34[kN-m]
Mrw_KN = 793,169 = Mrw + Mrw_Roof = 793,169 [KN-m], Mrw_Roof = 23,872 [KN-m], Mrw_Roof = 793,169 × (785 / ( 529,622 + 1,002 )) = 23872.34[kN-m]
| Shell Plate Information | [내,외조 공통] 1.운전시 SHELL 좌굴검토 Roof and Shell Vertical Compressive Stress | [API 620 DWT 외조 검토] 2. 지진시 압축+벤딩 좌굴검토 (TKK ARUN 계산서 와 동일한 Allowable Strezs, API 620, Scs) Overturning Moment Check | [내조] 3. 지진시 총 조합응력 검토 (TKK 에틸렌, ARUN) Combind Stress Check Dynamic Hoop + Earthquake Load < σa(1.33×Sts) | ||||||||||||||||||||||||||
| No. [n] | Material (Shell Width, mm) | Used Thk. tu (mm) | t=tu-CA (mm) | Y (m) |
Vertical Load Wr=785.2 Wr+Ws[1 ~ 10th] = W[i] (Ton) | Section Area A (mm²) | 두께 반경비 Ratio of t/R (mm²) | (운전시에는 Scs 적용) CASE A) 5.5.4.2, Scs Compression Sc = W/A < Scs OK Scs = 1,800,000×t/R (psi) | (운전시에는 Sca 사용하지않음) CASE B) 5.5.4.3, Sca Compression Sc = W/A < Sca[0.5555×Scs] (MPa) | Bending Moment M (kN-m) | Section Modulus Z=π×R²×t (m³) | Bending Sb = M/Z < Scs [100%] | Combind (압축+벤딩) Buckling Check Sc + Sb < 1.33 × Scs OK | Dynamic Hoop σT (MPa) | σc=[σT²+(Sc+Sb)² + (σT×Sb)]0.5 (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | Judge | Combind Buckling Check [API 620 Scs = ASME 식과 동일함] Div.1 ASME_Fa = 0.125×Em×(t/R) = 0.0625×200,000×(t/R) Sc + Sb < ASME Fa = Scs[100%] (MPa) | |||||||||
| (Roof T.W) Wr = 785.2 Ton | A | (t-c)/R | Sc=W/A | < | Scs | Sc/Scs < 1.0 OK | Ai = 0.4586[g], XrRoof= 6.76 [m] Mrw(roof)=Ai × Wr × XrRoof = | 23,872 | 0 | Sb=M/Z | < | Scs | Sb / Scs < 1.0 OK | Sc+Sb < Scs, OK | |||||||||||||||
| 10 | A537-CL2+S5 (0.700) | 9.53 | 8.03 | 0 | 785.2+12.060 = 797.3 | 1847987 | 0.0002190 | 4.231 | > | 2.717 | 1.557 > 1.0 NG! | 2.803 > 1.0 NG! (N/A) | 24,434 | 33.864 | 0.722 | < | 2.717 | 0.266 < 1.0 OK | 4.953 > 3.614 NG! | 0 | 4.95 | < | 220.08 | 0.023 | OK | 4.953 > 2.717 NG! (620 : 2.717, ASME : 2.737, API650 : 9.09 MPa | |||
| 9 | A537-CL2+S5 (2.800) | 9.53 | 8.03 | 0 | 797.3+48.222 = 845.5 | 1847987 | 0.0002190 | 4.487 | > | 2.717 | 1.651 > 1.0 NG! | 2.972 > 1.0 NG! (N/A) | 37,921 | 33.864 | 1.120 | < | 2.717 | 0.412 < 1.0 OK | 5.607 > 3.614 NG! | 0 | 5.61 | < | 220.08 | 0.025 | OK | 5.607 > 2.717 NG! (620 : 2.717, ASME : 2.737, API650 : 9.09 MPa | |||
| 8 | A537-CL2+S5 (2.800) | 18.0 | 16.5 | 1.589 | 845.5+91.134 = 936.6 | 3799599 | 0.0004502 | 2.417 | < | 5.587 | 0.433 < 1.0 OK | Sca, 적용하지 않음 | 69,390 | 69.628 | 0.997 | < | 5.587 | 0.178 < 1.0 OK | 3.414 < 7.431 OK | 37.07 | 38.89 | < | 220.08 | 0.177 | OK | 3.414 < 5.587 OK (620 : 5.587, ASME : 5.628, API650 : 18.68 MPa | |||
| 7 | A537-CL2+S5 (2.800) | 18.0 | 16.5 | 4.389 | 936.6+91.134 = 1027.8 | 3799599 | 0.0004502 | 2.653 | < | 5.587 | 0.475 < 1.0 OK | Sca, 적용하지 않음 | 118,840 | 69.628 | 1.707 | < | 5.587 | 0.306 < 1.0 OK | 4.360 < 7.431 OK | 99.43 | 101.68 | < | 220.08 | 0.462 | OK | 4.360 < 5.587 OK (620 : 5.587, ASME : 5.628, API650 : 18.68 MPa | |||
| 6 | A537-CL2+S5 (2.800) | 18.0 | 16.5 | 7.189 | 1027.8+91.134 = 1118.9 | 3799599 | 0.0004502 | 2.888 | < | 5.587 | 0.517 < 1.0 OK | Sca, 적용하지 않음 | 186,273 | 69.628 | 2.675 | < | 5.587 | 0.479 < 1.0 OK | 5.563 < 7.431 OK | 158.04 | 160.89 | < | 220.08 | 0.731 | OK | 5.563 < 5.587 OK (620 : 5.587, ASME : 5.628, API650 : 18.68 MPa | |||
| 5 | A537-CL2+S5 (2.800) | 19.0 | 17.5 | 9.989 | 1118.9+96.192 = 1215.1 | 4029878 | 0.0004775 | 2.957 | < | 5.926 | 0.499 < 1.0 OK | Sca, 적용하지 않음 | 271,688 | 73.848 | 3.679 | < | 5.926 | 0.621 < 1.0 OK | 6.636 < 7.881 OK | 200.74 | 204.14 | < | 220.08 | 0.928 | OK | 6.636 > 5.926 NG! (620 : 5.926, ASME : 5.969, API650 : 19.82 MPa | |||
| 4 | A537-CL2+S5 (2.800) | 23.0 | 21.5 | 12.789 | 1215.1+116.442 = 1331.5 | 4950993 | 0.0005866 | 2.637 | < | 7.280 | 0.362 < 1.0 OK | Sca, 적용하지 않음 | 375,085 | 90.727 | 4.134 | < | 7.280 | 0.568 < 1.0 OK | 6.771 < 9.683 OK | 202.66 | 206.13 | < | 220.08 | 0.937 | OK | 6.771 < 7.280 OK (620 : 7.280, ASME : 7.333, API650 : 24.34 MPa | |||
| 3 | A537-CL2+S5 (2.800) | 26.0 | 24.5 | 15.589 | 1331.5+131.634 = 1463.2 | 5641829 | 0.0006685 | 2.543 | < | 8.296 | 0.307 < 1.0 OK | Sca, 적용하지 않음 | 496,464 | 103.387 | 4.802 | < | 8.296 | 0.579 < 1.0 OK | 7.345 < 11.034 OK | 209.84 | 213.61 | < | 220.08 | 0.971 | OK | 7.345 < 8.296 OK (620 : 8.296, ASME : 8.356, API650 : 27.74 MPa | |||
| 2 | A537-CL2+S5 (2.800) | 30.0 | 28.5 | 18.389 | 1463.2+151.902 = 1615.1 | 6562944 | 0.0007776 | 2.413 | < | 9.651 | 0.250 < 1.0 OK | Sca, 적용하지 않음 | 635,825 | 120.266 | 5.287 | < | 9.651 | 0.548 < 1.0 OK | 7.700 < 12.836 OK | 205.80 | 209.76 | < | 220.08 | 0.953 | OK | 7.700 < 9.651 OK (620 : 9.651, ASME : 9.720, API650 : 32.27 MPa | |||
| 1 | A537-CL2+S5 (2.800) | 34.0 | 32.5 | 21.189 | 1615.1+172.170 = 1787.2 | 7484059 | 0.0008868 | 2.342 | < | 11.005 | 0.213 < 1.0 OK | Sca, 적용하지 않음 | 793,168 | 137.145 | 5.783 | < | 11.005 | 0.525 < 1.0 OK | 8.125 < 14.637 OK | 200.97 | 205.15 | < | 220.08 | 0.932 | OK | 8.125 < 11.005 OK (620 : 11.005, ASME : 11.085, API650 : 36.80 MPa | |||
| Total Weight( Roof + Shell ) = | 785.2+1002.0= 1787.2 Ton | [API 620 5.5.4.3] Scs = (t/R≤0.00667 ? 1,800,000×t/R:(t/R≤0.0175 ? 10,150+277,400×t/R: 15000) × 0.006894757 (MPa) [API 620 5.5.4.3] Sca = Scs × 0.555 = (t/R≤0.00667 ? 1,000,000×t/R:(t/R≤0.0175 ? 5,650+154,200×t/R: 8340) × 0.006894757 (MPa) | SPARE 1 | SPARE 2 | |||||||||||||||||||||||||
| Picture (출처 / 근거식) | | SPARE 3 | SPARE 4 | ||||||||||||||||||||||||||
API 620 CLE [0] Level Accelation : Ai = Fa×Ss×(I/Rwi)= 0.4586[g], Ac=0.0[g], Av=0.2874[g], Q=0.6667, I=1.5, Rwi=2.0, Rwc=1.0
SDS=Q×Ss×Fa=0.6114[g], SD1=Q×S1×Fv=0.6034[g], Ss=0.837[g], Fa=1.0956, S1=0.346[g], Fv=2.616, Ti=0.3668[s], Tc=10.04[s]
J=0.704, Mrw=793,169[KN-m] , Ms=2,511,299[KN-m], V=90302.0[KN]
Wp=529621.864[kN] Wi=175907.062[kN] Wc=331217.506 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.837, S1 = 0.346, Fa = 1.0956, Fv = 2.616
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.4586x(175,907,062x7.946 + 9,826,499x10.564 + 7,700,417x29.606 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(331,217,506x11.488)]2)
Mrw = 793,168,509 [N-m] = 793,169 [KN-m] = 80,881 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.4586x(175,907,062x29.244 + 9,826,499x10.564 + 7,700,417x29.606 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(331,217,506x11.488)]2)
Ms = 2,511,299,010 [N-m] = 2,511,299 [KN-m] = 256,081 [Ton-m]
Wp = 529,621,864 [N] = 529,622 [KN] = 54,006 [Ton]
Wi = 175,907,062 [N] = 175,907 [KN] = 17,938 [Ton], Xi = 7.946 [m], Wi/Wp = 33.21[%]
Wc = 331,217,506 [N] = 331,218 [KN] = 33,775 [Ton], Xc = 11.488 [m], Wc/Wp = 62.54[%]
Ws = 9,826,499 [N] = 9,826 [KN] = 1002.024 [Ton], Xs = 10.564 [m]
Wr = 7,700,417 [N] = 7,700 [KN] = 785.224 [Ton], Xr = 29.606 [m]
Wf = 3,474,300 [N] = 3,474 [KN] = 354.280 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 90,302,136 [N] = 90,302 [KN] = 9,208 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 90,302,136 [N] = 90,302 [KN] = 9,208 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 1
Ai=0.4586[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.6034 × ( 4.0 / 10.04²) × ( 1.5 / 1.0) = 0.0 [g]
Av= 0.2874 [g]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
7.2.6. Dynamic hoop stress calculation (ALE) API 620 Annex L
| Scs : Maximum Allowable Longitudinal Compressive Stress, (Scs, MPa) for a cylindrical wall acted upon by an axial load with neither a tensile nor a compressive force acting concurrently in a circumferential direction (determined in accordance with 5.5.4.2 for the thickness-to-radius ratio involved); Scs = [Above Table] MPa Scs = 1,800,000 × tc/R when, 0.00667 < tc/R Scs = 10,150 + 277,400 × tc/R when, 0.00667 ≥ tc/R ≤ 0.0175 Scs = 15,000 When tc/R > 0.0175 Sts 설명 : 최대 허용 세로(수직) 압축응력 (MPa) 내압에 의한 원주 방향으로 막응력(T2, St=T2/t) 이나, 수직 방향으로의 압축력(T1, Sc)이 동시에 작용하지 않는 즉, 내압은 작용하지 않고, 수직 축하중만 압축(T1, Sc)으로 작용할 경우 아래 식에 의하여 최대허용압축응력을 계산(관련된 두께 대 반경 비율에 대해 5.5.4.2에 따라 결정됨 |
| Dynamic Hoop Stress () Hmm=25900.0, Unit : [Nh, Ni, Nv, Nv : N/mm] [σt, σa : MPa] | 압축응력 체크! Judge | Dynamic Hoop Pressure on wall (Max. Pressure at ф=0º) For FEA 후 비교 검토 ( Unt : kPa ) | Dynamic Hoop Pressure on wall (at ф=0º ~ 180º) For FEA 후 비교 검토( Unt : kPa ) | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| No. | Material | Shell width (m) | Used Thk. tu (mm) | t (mm) | Y (m) | Nh (N/mm) |
Ni (N/mm) | Nc (N/mm) | Nv (N/mm) |
σT (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | 압축응력 체크! (API 620 Annex F, Sca = M × Scs) | Y (mm) | Ph= Nh/R (kPa) | Pi= Ni/R (kPa) | Pc= Nc/R (kPa) | Pv= Nv/R (kPa) | Total Pressure Pw=σT×t/R ф=0º (kPa) | σa (MPa) | tReqd = Pw×R/σa (mm) |
Pw = (Max.ф=0º) | Pw = (ф=45º) | Pw=Ph+Pv (ф=90º) | Pw = (ф=135º) | Pw = (ф=180º) |
|||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 10 | A537-CL2+S5 | 0.700 | 9.53 | 8.03 | 0 | 0 | 0 | 0 | 0 | 0 | < OK | 220.08 | 0.000 < 1.0 OK | Scs=2.718 MPa, N=0.542, M=0.612, Sca= 1.665 MPa, | 0 | 0 | 0 | 0 | 0 | 0 | 220.08 | 0 | 0 | 0 | 0 | 0 | 0 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 9 | A537-CL2+S5 | 2.800 | 9.53 | 8.03 | 0 | 0 | 0 | 0 | 0 | 0 | < OK | 220.08 | 0.000 < 1.0 OK | Scs=2.718 MPa, N=0.542, M=0.612, Sca= 1.665 MPa, | 0 | 0 | 0 | 0 | 0 | 0 | 220.08 | 0 | 0 | 0 | 0 | 0 | 0 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 8 | A537-CL2+S5 | 2.800 | 18.0 | 16.5 | 1.589 | 344.95 | 335.20 | 0 | 95.10 | 42.02 | < OK | 220.08 | 0.191 < 1.0 OK | Scs=5.587 MPa, N=0.390, M=0.746, Sca= 4.171 MPa, | 1.589 | 9.41 | 9.15 | 0 | 2.59 | 18.92 | 220.08 | 3.15 | 18.92 | 16.38 | 12.00 | 2.44 | -0.10 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 7 | A537-CL2+S5 | 2.800 | 18.0 | 16.5 | 4.389 | 952.79 | 862.31 | 0 | 262.68 | 112.38 | < OK | 220.08 | 0.511 < 1.0 OK | Scs=5.587 MPa, N=0.612, M=0.542, Sca= 3.026 MPa, | 4.389 | 26.00 | 23.53 | 0 | 7.17 | 50.59 | 220.08 | 8.43 | 50.59 | 44.12 | 33.17 | 7.88 | 1.40 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 6 | A537-CL2+S5 | 2.800 | 18.0 | 16.5 | 7.189 | 1560.63 | 1308.33 | 0 | 430.27 | 178.05 | < OK | 220.08 | 0.809 < 1.0 OK | Scs=5.587 MPa, N=0.835, M=0.273, Sca= 1.527 MPa, | 7.189 | 42.58 | 35.70 | 0 | 11.74 | 80.16 | 220.08 | 13.35 | 80.16 | 70.42 | 54.32 | 14.74 | 5.00 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 5 | A537-CL2+S5 | 2.800 | 19.0 | 17.5 | 9.989 | 2168.47 | 1673.25 | 0 | 597.85 | 225.45 | > NG! | 220.08 | 1.024 > 1.0 NG! | Scs=5.926 MPa, N=0.997, M=0.006, Sca= 0.034 MPa, | 9.989 | 59.17 | 45.65 | 0 | 16.31 | 107.65 | 220.08 | 17.93 | 107.65 | 95.34 | 75.48 | 23.00 | 10.69 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 4 | A537-CL2+S5 | 2.800 | 23.0 | 21.5 | 12.789 | 2776.31 | 1957.08 | 0 | 765.43 | 226.87 | > NG! | 220.08 | 1.031 > 1.0 NG! | Scs=7.280 MPa, N=0.982, M=0.034, Sca= 0.249 MPa, | 12.789 | 75.75 | 53.40 | 0 | 20.88 | 133.09 | 220.08 | 22.16 | 133.09 | 118.90 | 96.63 | 32.60 | 18.41 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 3 | A537-CL2+S5 | 2.800 | 26.0 | 24.5 | 15.589 | 3384.15 | 2159.81 | 0 | 933.01 | 234.16 | > NG! | 220.08 | 1.064 > 1.0 NG! | Scs=8.297 MPa, N=1.012, M=-0.025, Sca= -0.205 MPa, | 15.589 | 92.34 | 58.93 | 0 | 25.46 | 156.53 | 220.08 | 26.07 | 156.53 | 141.17 | 117.80 | 43.51 | 28.15 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 2 | A537-CL2+S5 | 2.800 | 30.0 | 28.5 | 18.389 | 3991.99 | 2281.45 | 0 | 1100.59 | 228.95 | > NG! | 220.08 | 1.040 > 1.0 NG! | Scs=9.651 MPa, N=0.999, M=0.002, Sca= 0.020 MPa, | 18.389 | 108.92 | 62.25 | 0 | 30.03 | 178.04 | 220.08 | 29.65 | 178.04 | 162.21 | 138.95 | 55.63 | 39.81 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 1 | A537-CL2+S5 | 2.800 | 34.0 | 32.5 | 21.189 | 4599.83 | 2322.00 | 0 | 1268.17 | 222.94 | > NG! | 220.08 | 1.013 > 1.0 NG! | Scs=11.006 MPa, N=0.989, M=0.022, Sca= 0.238 MPa, | 21.189 | 125.51 | 63.36 | 0 | 34.60 | 197.70 | 220.08 | 32.92 | 197.70 | 182.12 | 160.11 | 68.90 | 53.32 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| ∑W= | 25.900 | (m) | 21.189 | (m) | Allowable Dynamic Hoop Stress of A537-CL2+S5 σa = Max( 1.33 × Sts, 0.9 × Fy ) σa = Max( 1.33 × 165.474, 0.9 × 413.686) = 220.08 MPa | 압축응력 체크! Judge | Description | Dynamic Pressure on bottom For FEA 후 비교 검토( Unt : kPa ) | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES2 | Description | Pb = (Max.ф=0º) | Pb = (ф=45º) | Pb = (ф=90º) | Pb = (ф=135º) | Pb = (ф=180º) |
||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES3 | 1) Impulsive Pressure, Pib(kPa) = 2) Convective Pressure, Pcb(kPa) = 3) Total Pressure on bottom, Pb(kPa) = | -26.28 -93.08 -119.361 | -18.298 -76.787 -95.085 | 0 0 0 | 18.298 76.787 95.085 | 26.28 93.08 119.361 | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| Where : OLE Ai = SDs = 0.5867[g], Ac=0.0[g], Av=0.2757[g], Q=0.6667, I=1.0, Rwi=1.0, Rwc=1.0
|
1. 출처 : IITK-GSDMA/EQ08.pdf 2. https://www.ijaera.org/manuscript/20170304001.pdf Figure C-1. Qualitative description of hydrodynamic pressure distribution on tank wall and base | | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[TABLE 7.2.5.3] Ai = 0.5867[g], Ac = 0.0[g], Av = 0.2757[g] Wp = 532121.38 [Ton], Wi = 177546.0 [Ton], Wc = 332020.71 [Ton], Ws = 1002.02 [Ton], Xs = 10.564 [m]
DLL = 21189.0 m, Hd[0] = 21189.0 m, Hmm = 25900.0 m, Wr = 785.22 [Ton], Xr = 32.660 [m], XrRoof = 6.760 [m] Knuckle 반경 = [4398.0 mm, Knuckle 높이(3,746m) + Dome 높이(9,774m) = 13,521(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.5867 [g] × 7700.42 [kN] × 6.76(m) = 30540.56[kN-m]
Mrw_KN = 1,026,218 = Mrw + Mrw_Roof = 1,026,218 [KN-m], Mrw_Roof = 30,541 [KN-m], Mrw_Roof = 1,026,218 × (785 / ( 532,121 + 1,002 )) = 30540.56[kN-m]
| Shell Plate Information | [내,외조 공통] 1.운전시 SHELL 좌굴검토 Roof and Shell Vertical Compressive Stress | [API 620 DWT 외조 검토] 2. 지진시 압축+벤딩 좌굴검토 (TKK ARUN 계산서 와 동일한 Allowable Strezs, API 620, Scs) Overturning Moment Check | [내조] 3. 지진시 총 조합응력 검토 (TKK 에틸렌, ARUN) Combind Stress Check Dynamic Hoop + Earthquake Load < σa(1.33×Sts) | ||||||||||||||||||||||||||
| No. [n] | Material (Shell Width, mm) | Used Thk. tu (mm) | t=tu-CA (mm) | Y (m) |
Vertical Load Wr=785.2 Wr+Ws[1 ~ 10th] = W[i] (Ton) | Section Area A (mm²) | 두께 반경비 Ratio of t/R (mm²) | (운전시에는 Scs 적용) CASE A) 5.5.4.2, Scs Compression Sc = W/A < Scs OK Scs = 1,800,000×t/R (psi) | (운전시에는 Sca 사용하지않음) CASE B) 5.5.4.3, Sca Compression Sc = W/A < Sca[0.5555×Scs] (MPa) | Bending Moment M (kN-m) | Section Modulus Z=π×R²×t (m³) | Bending Sb = M/Z < Scs [100%] | Combind (압축+벤딩) Buckling Check Sc + Sb < 1.33 × Scs OK | Dynamic Hoop σT (MPa) | σc=[σT²+(Sc+Sb)² + (σT×Sb)]0.5 (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | Judge | Combind Buckling Check [API 620 Scs = ASME 식과 동일함] Div.1 ASME_Fa = 0.125×Em×(t/R) = 0.0625×200,000×(t/R) Sc + Sb < ASME Fa = Scs[100%] (MPa) | |||||||||
| (Roof T.W) Wr = 785.2 Ton | A | (t-c)/R | Sc=W/A | < | Scs | Sc/Scs < 1.0 OK | Ai = 0.5867[g], XrRoof= 6.76 [m] Mrw(roof)=Ai × Wr × XrRoof = | 30,541 | 0 | Sb=M/Z | < | Scs | Sb / Scs < 1.0 OK | Sc+Sb < Scs, OK | |||||||||||||||
| 10 | A537-CL2+S5 (0.700) | 9.53 | 8.03 | 0 | 785.2+12.060 = 797.3 | 1847987 | 0.0002190 | 4.231 | > | 2.717 | 1.557 > 1.0 NG! | 2.803 > 1.0 NG! (N/A) | 31,268 | 33.864 | 0.923 | < | 2.717 | 0.340 < 1.0 OK | 5.154 > 3.614 NG! | 0 | 5.15 | < | 220.08 | 0.023 | OK | 5.154 > 2.717 NG! (620 : 2.717, ASME : 2.737, API650 : 9.09 MPa | |||
| 9 | A537-CL2+S5 (2.800) | 9.53 | 8.03 | 0 | 797.3+48.222 = 845.5 | 1847987 | 0.0002190 | 4.487 | > | 2.717 | 1.651 > 1.0 NG! | 2.972 > 1.0 NG! (N/A) | 48,723 | 33.864 | 1.439 | < | 2.717 | 0.530 < 1.0 OK | 5.926 > 3.614 NG! | 0 | 5.93 | < | 220.08 | 0.027 | OK | 5.926 > 2.717 NG! (620 : 2.717, ASME : 2.737, API650 : 9.09 MPa | |||
| 8 | A537-CL2+S5 (2.800) | 18.0 | 16.5 | 1.589 | 845.5+91.134 = 936.6 | 3799599 | 0.0004502 | 2.417 | < | 5.587 | 0.433 < 1.0 OK | Sca, 적용하지 않음 | 89,452 | 69.628 | 1.285 | < | 5.587 | 0.230 < 1.0 OK | 3.702 < 7.431 OK | 42.02 | 43.99 | < | 220.08 | 0.200 | OK | 3.702 < 5.587 OK (620 : 5.587, ASME : 5.628, API650 : 18.68 MPa | |||
| 7 | A537-CL2+S5 (2.800) | 18.0 | 16.5 | 4.389 | 936.6+91.134 = 1027.8 | 3799599 | 0.0004502 | 2.653 | < | 5.587 | 0.475 < 1.0 OK | Sca, 적용하지 않음 | 153,455 | 69.628 | 2.204 | < | 5.587 | 0.394 < 1.0 OK | 4.857 < 7.431 OK | 112.38 | 114.89 | < | 220.08 | 0.522 | OK | 4.857 < 5.587 OK (620 : 5.587, ASME : 5.628, API650 : 18.68 MPa | |||
| 6 | A537-CL2+S5 (2.800) | 18.0 | 16.5 | 7.189 | 1027.8+91.134 = 1118.9 | 3799599 | 0.0004502 | 2.888 | < | 5.587 | 0.517 < 1.0 OK | Sca, 적용하지 않음 | 240,731 | 69.628 | 3.457 | < | 5.587 | 0.619 < 1.0 OK | 6.345 < 7.431 OK | 178.05 | 181.31 | < | 220.08 | 0.824 | OK | 6.345 > 5.587 NG! (620 : 5.587, ASME : 5.628, API650 : 18.68 MPa | |||
| 5 | A537-CL2+S5 (2.800) | 19.0 | 17.5 | 9.989 | 1118.9+96.192 = 1215.1 | 4029878 | 0.0004775 | 2.957 | < | 5.926 | 0.499 < 1.0 OK | Sca, 적용하지 않음 | 351,281 | 73.848 | 4.757 | < | 5.926 | 0.803 < 1.0 OK | 7.714 < 7.881 OK | 225.45 | 229.40 | > | 220.08 | 1.042 | NG! | 7.714 > 5.926 NG! (620 : 5.926, ASME : 5.969, API650 : 19.82 MPa | |||
| 4 | A537-CL2+S5 (2.800) | 23.0 | 21.5 | 12.789 | 1215.1+116.442 = 1331.5 | 4950993 | 0.0005866 | 2.637 | < | 7.280 | 0.362 < 1.0 OK | Sca, 적용하지 않음 | 485,105 | 90.727 | 5.347 | < | 7.280 | 0.734 < 1.0 OK | 7.984 < 9.683 OK | 226.87 | 230.97 | > | 220.08 | 1.049 | NG! | 7.984 > 7.280 NG! (620 : 7.280, ASME : 7.333, API650 : 24.34 MPa | |||
| 3 | A537-CL2+S5 (2.800) | 26.0 | 24.5 | 15.589 | 1331.5+131.634 = 1463.2 | 5641829 | 0.0006685 | 2.543 | < | 8.296 | 0.307 < 1.0 OK | Sca, 적용하지 않음 | 642,202 | 103.387 | 6.212 | < | 8.296 | 0.749 < 1.0 OK | 8.755 < 11.034 OK | 234.16 | 238.66 | > | 220.08 | 1.084 | NG! | 8.755 > 8.296 NG! (620 : 8.296, ASME : 8.356, API650 : 27.74 MPa | |||
| 2 | A537-CL2+S5 (2.800) | 30.0 | 28.5 | 18.389 | 1463.2+151.902 = 1615.1 | 6562944 | 0.0007776 | 2.413 | < | 9.651 | 0.250 < 1.0 OK | Sca, 적용하지 않음 | 822,573 | 120.266 | 6.840 | < | 9.651 | 0.709 < 1.0 OK | 9.253 < 12.836 OK | 228.95 | 233.71 | > | 220.08 | 1.062 | NG! | 9.253 < 9.651 OK (620 : 9.651, ASME : 9.720, API650 : 32.27 MPa | |||
| 1 | A537-CL2+S5 (2.800) | 34.0 | 32.5 | 21.189 | 1615.1+172.170 = 1787.2 | 7484059 | 0.0008868 | 2.342 | < | 11.005 | 0.213 < 1.0 OK | Sca, 적용하지 않음 | 1,026,218 | 137.145 | 7.483 | < | 11.005 | 0.680 < 1.0 OK | 9.825 < 14.637 OK | 222.94 | 228.01 | > | 220.08 | 1.036 | NG! | 9.825 < 11.005 OK (620 : 11.005, ASME : 11.085, API650 : 36.80 MPa | |||
| Total Weight( Roof + Shell ) = | 785.2+1002.0= 1787.2 Ton | [API 620 5.5.4.3] Scs = (t/R≤0.00667 ? 1,800,000×t/R:(t/R≤0.0175 ? 10,150+277,400×t/R: 15000) × 0.006894757 (MPa) [API 620 5.5.4.3] Sca = Scs × 0.555 = (t/R≤0.00667 ? 1,000,000×t/R:(t/R≤0.0175 ? 5,650+154,200×t/R: 8340) × 0.006894757 (MPa) | SPARE 1 | SPARE 2 | |||||||||||||||||||||||||
| Picture (출처 / 근거식) | | SPARE 3 | SPARE 4 | ||||||||||||||||||||||||||
API 620 OLE [1] Level Accelation : Ai = Fa×Ss = 0.5867[g], Ac=0.0[g], Av=0.2757[g], Q=0.6667, I=1.0, Rwi=1.0, Rwc=1.0
SDS=Q×Ss×Fa=0.5867[g], SD1=Q×S1×Fv=0.5131[g], Ss=0.55[g], Fa=1.6, S1=0.26[g], Fv=2.96, Ti=0.368[s], Tc=10.0279[s]
J=0.9063, Mrw=1,026,218[KN-m] , Ms=3,240,063[KN-m], V=116488.0[KN]
Wp=532121.378[kN] Wi=177546.004[kN] Wc=332020.707 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.55, S1 = 0.26, Fa = 1.6, Fv = 2.96
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.5867x(177,546,004x7.983 + 9,826,499x10.564 + 7,700,417x29.606 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(332,020,707x11.55)]2)
Mrw = 1,026,217,757 [N-m] = 1,026,218 [KN-m] = 104,645 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.5867x(177,546,004x29.236 + 9,826,499x10.564 + 7,700,417x29.606 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(332,020,707x11.55)]2)
Ms = 3,240,062,867 [N-m] = 3,240,063 [KN-m] = 330,394 [Ton-m]
Wp = 532,121,378 [N] = 532,121 [KN] = 54,261 [Ton]
Wi = 177,546,004 [N] = 177,546 [KN] = 18,105 [Ton], Xi = 7.983 [m], Wi/Wp = 33.37[%]
Wc = 332,020,707 [N] = 332,021 [KN] = 33,857 [Ton], Xc = 11.55 [m], Wc/Wp = 62.40[%]
Ws = 9,826,499 [N] = 9,826 [KN] = 1002.024 [Ton], Xs = 10.564 [m]
Wr = 7,700,417 [N] = 7,700 [KN] = 785.224 [Ton], Xr = 29.606 [m]
Wf = 3,474,300 [N] = 3,474 [KN] = 354.280 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 116,487,654 [N] = 116,488 [KN] = 11,878 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 116,487,654 [N] = 116,488 [KN] = 11,878 [Ton] CLEOLE = 1, dCode = 1, at[tid].in_OR_out = 1
Ai=0.5867[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.5131 × ( 4.0 / 10.0279²) × ( 1.0 / 1.0) = 0.0 [g]
Av= 0.2757 [g]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| Symbol | Description of acceleration parameter | CLE | OLE | ALE |
| Ai : | Impulsive spectral acceleration parameter. [g] | 0.4586 | 0.5867 | 0.2293 |
| Ac : | Convective spectral acceleration parameter. [g] | 0.0000 | 0.0000 | 0.0000 |
| Av : | Vertical earthquake acceleration parameter. [g] | 0.2874 | 0.2757 | 0.1437 |
| G | : | Design Specific gravity | 0.604 | ||||||
| D | : | Tank diameter | 73.300 | m | |||||
| R | : | Tank radius | 36.650 | m | |||||
| H | : | Max. Design product level (at Operation) | 25.900 | m | |||||
| D/H | : | Ratio of tank diameter to design liquid level, D/H=2.830 > 1.333 | 2.830 | ||||||
| t | : | Thickness of the shell under consideration. t = tu - CA | mm | ||||||
| Y | : | Distance from liquid surface to analysis point. (positive down) | m | ||||||
| Nh | : | Product hydrostatic membrane force in shell. (API 620) Nh = 9.80665·G·Y·D / 2 | N/mm | ||||||
| Nv | : | Vertical force in shell.(API 620) Nv = Av·Nh / 2.5 | N/mm | ||||||
| Ni | : | Impulsive hoop membrane force in shell. | N/mm | ||||||
| Nc | : | Convective hoop membrane force in shell. | N/mm | ||||||
| Nv | : | Vertical force in shell.(API 620) Nv = Av×Nh / 2.5 | N/mm | ||||||
| σT | : | Total combined hoop stress in each shell (API 650 Annex E.6.1.4-6) | MPa | ||||||
| |||||||||
| Pt | : | Dynamic pressure in each shell (Reverse calculation by σT) | kPa | ||||||
| |||||||||
| Fty | : | Min. yield strength of shell course, | 413.69 | MPa | |||||
| Sd | : | Product design stress of shell course, | 165.47 | MPa | |||||
| σa | : | Allowable stress of shell course, σa=Min(0.9·Fty, 1.33·Sd) | 220.08 | MPa |
No.4. CAP2 Propane(C3/C4) Tank Size, D= 73.3, H= 25.9 (m), Storage Capacity = 89,837 (m³)
[tid=[6] b[0] = RPT_RESULT[5] = API 620 OR API 650 ONE-Foot Weight Summary
PLATE MATERIAL LIST ( 자재구매비 추정금액 )
Tank No. : CAP2 Propane(C3/C4) / Outer TANK
[TABLE 3] H-BEAM SECTION PROPERTY INFOMATION FOR ROOF STRUCTURE (RAFTER and RING GIRDER)
ATTACHMENT A. WELD METAL PURCHASE COST / 용접봉 구매 비용
Note
1. 평판 용접자세 (1G~4G) [인터넷 자료]
2. 용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율)
div id='atDiv_4_6', at[6].divRPT[4] Contents 내용 = CAP2 Propane(C3/C4)] 4.Weld Metal] 38 [KB][tid=[6] b[0] = RPT_RESULT[5] = API 620 OR API 650 ONE-Foot Weight Summary
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
Tank No. : CAP2 Propane(C3/C4) / Outer TANK
| 0. Project Description (Tank No.) | 1. Design Code | 2. Containment System | 3. 내외조구분 | 4. Content | 16. SG | 18. Design Pressure (MPa) | 19. Design temperature (℃) | 10. Diameter (mm) | 11. Height (mm) | 13. CA (mm) | 12. Joint Efficiency | 14. DLL (mm) | 15. HTL (mm) |
| CAP2 Propane(C3/C4) | API 620 | FULL | Outer | LNG | 0.604 | 0.01962 | -44 | 73300 | 25900 | 1.5 | 1 | 21289 | 20189 |
| 1. [Outer TANK] Shell Plate | |||||||||||||||||||
| Net Weight (설계중량) | Gross Weight (자재구매 중량) | 자재구매가격 Shell Plate Purchsing Price | Remark | ||||||||||||||||
| Shell Course No. | Material | Thk. (mm) | Width (mm) | Length (mm) | Qty (SHT) | Net WT (Ton) | Shell Course No. | Material | Thk. (mm) | Width (mm) | Length (mm) | Qty (SHT) | Gross WT (Ton) | Loss Grs/net Ratio(%) | 수입 자재단가 (USD/Ton) | 수입 자재금액 (USD) | 내수 자재단가 (천원/Ton) | 내수 자재금액 (천원) | Remark |
| 10 th Shell Plate | A537-CL2+S5 | 9.525 | 700 | 12794 | 18 | 12.060 | 10 | A537-CL2+S5 | 9.525 | 750 | 12840 | 19 | 13.680 | 13.43 | 1,541.67 | 21,090 | 1,850.00 | 25,308 | Stiff and jig 부착 PAD PLATE 1 Sheet 포함 |
| 9 th Shell Plate | A537-CL2+S5 | 9.525 | 2800 | 12794 | 18 | 48.222 | 9 | A537-CL2+S5 | 9.525 | 2850 | 12840 | 18 | 49.248 | 2.13 | 1,541.67 | 75,924 | 1,850.00 | 91,109 | |
| 8 th Shell Plate | A537-CL2+S5 | 18.0 | 2800 | 12796 | 18 | 91.134 | 8 | A537-CL2+S5 | 18.0 | 2850 | 12840 | 18 | 93.078 | 2.13 | 1,541.67 | 143,496 | 1,850.00 | 172,194 | |
| 7 th Shell Plate | A537-CL2+S5 | 18.0 | 2800 | 12796 | 18 | 91.134 | 7 | A537-CL2+S5 | 18.0 | 2850 | 12840 | 18 | 93.078 | 2.13 | 1,541.67 | 143,496 | 1,850.00 | 172,194 | |
| 6 th Shell Plate | A537-CL2+S5 | 18.0 | 2800 | 12796 | 18 | 91.134 | 6 | A537-CL2+S5 | 18.0 | 2850 | 12840 | 18 | 93.078 | 2.13 | 1,541.67 | 143,496 | 1,850.00 | 172,194 | |
| 5 th Shell Plate | A537-CL2+S5 | 19.0 | 2800 | 12796 | 18 | 96.192 | 5 | A537-CL2+S5 | 19.0 | 2850 | 12840 | 18 | 98.244 | 2.13 | 1,541.67 | 151,460 | 1,850.00 | 181,751 | |
| 4 th Shell Plate | A537-CL2+S5 | 23.0 | 2800 | 12797 | 18 | 116.442 | 4 | A537-CL2+S5 | 23.0 | 2850 | 12840 | 18 | 118.926 | 2.13 | 1,541.67 | 183,345 | 1,850.00 | 220,013 | |
| 3 rd Shell Plate | A537-CL2+S5 | 26.0 | 2800 | 12797 | 18 | 131.634 | 3 | A537-CL2+S5 | 26.0 | 2850 | 12840 | 18 | 134.442 | 2.13 | 1,541.67 | 207,265 | 1,850.00 | 248,718 | |
| 2 nd Shell Plate | A537-CL2+S5 | 30.0 | 2800 | 12798 | 18 | 151.902 | 2 | A537-CL2+S5 | 30.0 | 2850 | 12840 | 18 | 155.124 | 2.12 | 1,541.67 | 239,150 | 1,850.00 | 286,979 | |
| 1 st Shell Plate | A537-CL2+S5 | 34.0 | 2800 | 12799 | 18 | 172.170 | 1 | A537-CL2+S5 | 34.0 | 2850 | 12840 | 19 | 185.573 | 7.78 | 1,541.67 | 286,092 | 1,850.00 | 343,310 | 1st Shell Nozzzle and Openning PAD PLATE 1 Sheet 포함 |
| [Outer TANK] Shell Plate Total = | 180 | 1002.024 | Total Qty and Weight = | 182 | 1034.471 | 3.24 | 1,541.67 | 1,594,813 | 1,850.00 | 1,913,771 | (천원) | ||||||||
| 2. [Outer TANK] Bottom / Annular / Roof Plate / Knuckle / Suspended Deck | |||||||||||||||||||
| Net Weight (설계중량) | Gross Weight (자재구매 중량) | 자재구매가격 Shell Plate Purchsing Price | Remark | ||||||||||||||||
| Part Name | Material | Shell Course No. | Qty (SHT) | Net WT (Ton) | Thickness Range (mm) | Width (mm) | Length (mm) | Qty (SHT) | Gross WT (Ton) | Loss Grs/net Ratio(%) | 수입 자재단가 (USD/Ton) | 수입 자재금액 (USD) | 내수 자재단가 (천원/Ton) | 내수 자재금액 (천원) | Remark | ||||
| 1. Bottom Plate | A516-60N+S5 | 8.0 | 2438 | 6096 | 235.10 | 219.470 | 1 | A516-60N+S5 | 8.0 | 2438 | 6096 | 250 | 233.250 | 6.28 | 1,300.00 | 303,225 | 1,690.00 | 394,192 | |
| 2. Annular Plate | A537-CL2+S5 | 22.5 | 2438 | 6096 | 51.40 | 134.810 | 2 | A537-CL2+S5 | 22.5 | 2438 | 6096 | 60 | 157.500 | 16.83 | 1,541.67 | 242,813 | 1,850.00 | 291,375 | |
| 3. Roof Plate | A516-70 | 8.5 | 2438 | 6096 | 316.30 | 313.620 | 3 | A516-70 | 8.5 | 2438 | 6096 | 339 | 336.288 | 7.23 | 1,312.00 | 441,210 | 1,690.00 | 568,327 | |
| 4. Knuckle Plate | A516-70 | 52.0 | 2425 | 5905 | 39.00 | 227.966 | 4 | A516-70 | 52.0 | 2575 | 6055 | 41 | 260.965 | 14.48 | 1,312.00 | 342,386 | 1,690.00 | 441,031 | |
| 5. Suspended Deck | Aluminum OR CS | 1.2 | 2438 | 6096 | 1 SET | 168.794 | 5 | Aluminum OR CS | 1.2 | 2438 | 6096 | 1 | 168.794 | 10.00 | 1,300.00 | 241,375 | 1,690.00 | 313,787 | 중량 산출근거 : 알루미늄 면적당 : 40.0 kg/m²× 4.22 (m²) |
| [Outer TANK] Bottom / Annular / Total = | 1064.660 | Total Qty and Weight = | 1173.676 | 1,571,009 | USD | 2,008,712 | (천원) | ||||||||||||
| [Outer TANK] Grand Total = | 2066.684 | Grand Total Qty and Weight = | 2208.147 | 3,165,822 | USD | 3,922,484 | (천원) | ||||||||||||
| Outer / Dome Roof Structure 견적예상중량 | ||||||||||||||||||||
| Net Weight (설계 중량) | Gross Weight (자재구매 중량) | 자재구매가격(Ton) | Remark | |||||||||||||||||
| No | DESCRIPTION | SIZE | Material | Unit Wt (kg/m) | RING QTY (PCS) | SEGMENT LENGTH (mm) | NET LENGTH (m / pcs) | QTY (PCS) | TOTAL LENGTH (m) | Net Weight (Ton) | SIZE | Material | Unit Wt (kg/m) | 발주길이 (PCS) | 1 PCS 중량 (kg) | 발주수량 (PCS) | 총 발주 중량 (Ton) | 현대제철 자재단가 (천원/Ton) | 자재 구매금액 (천원) | Remark |
| 1. | RAFTER (H-BEAM) | H400X200X8X13 | A36 | 66.0 | 8.0 | 4482.2 | 35.858 | 96.0 | 3442.368 | 227.184 | H400X200X8X13 | A36 | 66.0 | 13200 | 871.2 | 294 | 256.133 | 1300.00 | 332,973 | SPACE 6 PCS 포함, 양끝단 벤딩여유(600mm) |
| 2. | RING GIRDER (H-BEAM) | H400X200X8X13 | A36 | 66.0 | 8.0 Rings | N/A | 1146.0 | 1 식 | 1146.0 | 75.636 | H400X200X8X13 | A36 | 66.0 | 11000 | 726.0 | 105 | 76.230 | 1300.00 | 99,099 | |
| TOTAL | H400X200X8X13 | A36 | T.W = | 302.820 | H400X200X8X13 | A36 | 66.0 | T.W = | 332.363 | Ton | 432,072 | |||||||||
| kid = 16 | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16 | 17 | 18 | 19 | 20 | 21 | 22 | 23 | 24 | 25 |
| id | SIZE mm | H mm | B mm | t₁ mm | t₂ mm | r1 mm | r2 mm | A cm² | W Kg/m | Ix cm⁴ | Iy cm⁴ | rx cm | ry cm | Sx cm³ | Sy cm³ | ex cm | ey cm | Zx cm³ | Zy cm³ | Cw(비틀림) cm6x1000 | J(뒤틀링) cm4 | rts | λf=B/tf | λw=H-2tf/tw | L=5m/ry< 300 OK |
| 16 | H400X200X8X13 | 400 | 200 | 8 | 13 | 16 | 84.12 | 66.0 | 23700 | 1740 | 16.8 | 4.54 | 1190 | 174 | 20 | 10 | 1330 | 268 | 650000 | 42.2 | 5.31 | 7.69 | 46.75 | L/r=60 < 200 OK Limit:33.6(M) |
ATTACHMENT A. WELD METAL PURCHASE COST / 용접봉 구매 비용
| CAP2 Propane(C3/C4) / INNER TANK, D= 71.3 (m), H= 24.8 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 9th) | A537-CL2+S5 | t 41 ~ 9.525 | 24800 | 14007 | 16 | 144 | 1119.2 | SAW-2G (수평용접) | 2240.0 | 402.85 | 98.0 | 1190.35 | 6600 | 1.00 | 7,261 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 1428.42 | 3500 | 1.00 | 4,999 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 396.8 | -9.00 | 90.0 | -3.48 | 6100 | 1.00 | -21 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A537-CL2+S5 | t 8×ø67046 | 2438 | 6096 | N/A | N/A | 221.72 | FCAW FILLET (2F) | 1218.2 | 38.40 | 90.0 | 408.00 | 6100 | 1.00 | 2,489 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL2+S5 | t 27×(ø71568 - ø66946) | 2311 | N/A | 32 | 106.57 | SMAW V-GROOVE (1G+4G) | 74.0 | 451.40 | 60.0 | 436.75 | 59000 | 1.00 | 25,768 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 4. STIFFENER / TOP GIRDER | A537-CL2+S5 | L450x9.525+120x9.525 FB 150x12 | 14007 | 16 | 5 개소 (양쪽필렛연속) | 30.39 | FCAW FILLET (2F+4F) 양면필렛연속용접 | 1120.0 | 270.00 | 90.0 | 2637.60 | 3200 | 1.00 | 8,440 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |
| CAP2 Propane(C3/C4) / INNER TANK Weld Metal Total = | 5720.89 | kg | 48,936 | (천원) | ||||||||||||
| CAP2 Propane(C3/C4) / Outer TANK, D= 73.3 (m), H= 25.9 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 10th) | A537-CL2+S5 | t 34 ~ 9.525 | 25900 | 12799 | 18 | 180 | 1002.0 | SAW-2G (수평용접) | 2530.0 | 327.57 | 98.0 | 936.45 | 6600 | 1.00 | 5,712 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 1123.74 | 3500 | 1.00 | 3,933 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 466.2 | -10.00 | 90.0 | -4.07 | 6100 | 1.00 | -25 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A516-60N+S5 | t 8×ø66706 | 2438 | 6096 | N/A | N/A | 219.47 | FCAW FILLET (2F) | 1207.3 | 38.40 | 90.0 | 404.00 | 6100 | 1.00 | 2,464 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL2+S5 | t 23×(ø73540 - ø66606) | 3467 | N/A | 36 | 134.81 | SMAW V-GROOVE (1G+4G) | 124.8 | 313.50 | 60.0 | 511.93 | 59000 | 1.00 | 30,204 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 5.1 ROOF PLATE | A516-70 | t 9, RR=65970 | 2399 | 4482 | N/A | N/A | 313.62 | FCAW(1G) BUTT OR SINGLE LAP | 4588.3 | 72.25 | 70.0 | 3717.61 | 3200 | 1.00 | 11,896 | FCAW ROOF (OD 1.4 DS 7100), About Unit Price = 3200 (원/kg) |
| 5.2 ROOF PLATE to Rafter/Girder | A36 | H400X200X8X13 | 35858(L) | 96 Rafters + 8 Rings(L:1146.0m) | 302.82 | FCAW (4F) ø1.2 DS7100 E71T-1C | 4588.3 | 72.25 | 70.0 | 3717.61 | 3200 | 1.00 | 11,896 | FCAW(DS7100), About Unit Price = 3200 (원/kg) | ||
| CAP2 Propane(C3/C4) / Outer TANK Weld Metal Total = | 9955.34 | kg | 66,080 | (천원) | ||||||||||||
| INNER/OUTER TANK TOTAL = | 15676.23 | kg | 115,016 | (천원) | ||||||||||||
1. 평판 용접자세 (1G~4G) [인터넷 자료]
2. 용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율)
| A) 링컨 X-Groove 용접부 단면적 계산 | B) 또 다른 용접부 단면적 계산 |
No.4. CAP2 Propane(C3/C4) Tank Size, D= 73.3, H= 25.9 (m), Storage Capacity = 89,837 (m³)
[RPT_RESULT[7] = API 650 ONE-FOOT WELD METAL Summary
1. Welding MAP / Welding 공수 / 용접봉 금액 ( API 620 TANK ) [링컨 용접봉 Web calculation] 평판 용접자세 (1G~4G) [인터넷 자료]
2. WELD METAL PURCHASING COST / 용접봉 구매 비용
Note
1. 평판 용접자세 (1G~4G) [인터넷 자료]
2. 용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율)
API 650 STD. Tank 수평 / 수직용접
Annular Plate + 1st Shell plate 용접
API 650 SEC. 8 RT MAP.png
div id='atDiv_8_6', at[6].divRPT[8] Contents 내용 = CAP2 Propane(C3/C4)] 8.Roof Structure] 155 [KB][RPT_RESULT[7] = API 650 ONE-FOOT WELD METAL Summary
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
1. Welding MAP / Welding 공수 / 용접봉 금액 ( API 620 TANK ) [링컨 용접봉 Web calculation] 평판 용접자세 (1G~4G) [인터넷 자료]
| CAP2 Propane(C3/C4) / INNER TANK Net Weight (설계중량) D= 71.3 (m), H= 24.8 (m) | Horizontal Weld (수평용접 : 2G) [자동:SAW or 수동:SMAW] [용착효율:SAW (95%) / 수동:SMAW (60%)] | Vertical Weld (수직용접) [ FCAW 용착효율: (90%) ] | 합계중량 | REMARK | [새창에서] CAP2 Propane(C3/C4) / INNER TANK 큰 이미지 로 보기 [새창에서] PDF 도면 보기 [새창에서] 저장탱크 용접 표준화 CAD 파일 (dwg) [새창에서] STE_저장탱크_용접부_개선표준_황상화 (pdf) [새창에서] SHOP_WPS_PQR_SUMBAWA_50K PDF 보기 [새창에서] 용접부_용입면적_산출_이한나.pdf |
||||||||||||||||
| No. | Material | Thickness (mm) | Width (mm) | Length (mm) | Qty (SHT) | Weight (Ton) | Joint No. | 수평용접 총길이 (m) | 용입부 단면적 A(mm²) | 용접봉 NET중량 (kg) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | Joint No. | shCirQty=[16] 수직용접 총길이 VL = 16 PCS × Each S.W(m) | 용입부 단면적 A(mm²) | 용접봉 NET중량 (kg) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 수평+수직 용접봉중량 (kg) | REMARK | |
| 9 | A537-CL2+S5 | 9.5 | 880 | 14001 | 16 | 14.736 | 2G-H9 | 224 | -1.00 | -1.76 | 95 | -1.85 | 3G-V9 | 0.88m ×16= 14.08 m | -1.00 | -0.11 | 90 | -0.12 | -1.97 | ||
| 8 | A537-CL2+S5 | 12.0 | 2990 | 14002 | 16 | 63.104 | 2G-H8 | 224 | -1.00 | -1.76 | 95 | -1.85 | 3G-V8 | 2.99m ×16= 47.84 m | -1.00 | -0.38 | 90 | -0.42 | -2.27 | ||
| 7 | A537-CL2+S5 | 14.0 | 2990 | 14002 | 16 | 73.616 | 2G-H7 | 224 | -1.00 | -1.76 | 95 | -1.85 | 3G-V7 | 2.99m ×16= 47.84 m | -1.00 | -0.38 | 90 | -0.42 | -2.27 | ||
| 6 | A537-CL2+S5 | 18.0 | 2990 | 14003 | 16 | 94.656 | 2G-H6 | 224 | -1.00 | -1.76 | 95 | -1.85 | 3G-V6 | 2.99m ×16= 47.84 m | -1.00 | -0.38 | 90 | -0.42 | -2.27 | ||
| 5 | A537-CL2+S5 | 24.0 | 2990 | 14004 | 16 | 126.224 | 2G-H5 | 224 | -1.00 | -1.76 | 95 | -1.85 | 3G-V5 | 2.99m ×16= 47.84 m | -1.00 | -0.38 | 90 | -0.42 | -2.27 | ||
| 4 | A537-CL2+S5 | 29.0 | 2990 | 14005 | 16 | 152.528 | 2G-H4 | 224 | -1.00 | -1.76 | 95 | -1.85 | 3G-V4 | 2.99m ×16= 47.84 m | -1.00 | -0.38 | 90 | -0.42 | -2.27 | ||
| 3 | A537-CL2+S5 | 34.0 | 2990 | 14006 | 16 | 178.832 | 2G-H3 | 224 | -1.00 | -1.76 | 95 | -1.85 | 3G-V3 | 2.99m ×16= 47.84 m | -1.00 | -0.38 | 90 | -0.42 | -2.27 | ||
| 2 | A537-CL2+S5 | 38.0 | 2990 | 14007 | 16 | 199.888 | 2G-H2 | 224 | -1.00 | -1.76 | 95 | -1.85 | 3G-V2 | 2.99m ×16= 47.84 m | -1.00 | -0.38 | 90 | -0.42 | -2.27 | ||
| 1 | A537-CL2+S5 | 41.0 | 2990 | 14007 | 16 | 215.664 | 2G-H1 | 224 | -1.00 | -1.76 | 98 | -1.85 | 3G-V1 | 2.99m ×16= 47.84 m | -1.00 | -0.38 | 90 | -0.42 | -2.27 | ||
| A) | 1st Shell + Annular Plate | t1st= 41 tAnn= 27 | 2990 | 14007 | N/A | N/A | 1F-An | 224.0 | 411.85 | 724.20 | 60 | 1207.00 | - | - | - | - | - | - | -1.85 | ||
| CAP2 Propane(C3/C4) / INNER TANK Total = | 144 | 1119.2 | HLEN = | 2240.0 | 402.85 | 708.36 | 98 | 1190.35 | VLEN = | 396.800 | -9.00 | -3.15 | 90 | -3.48 | 1186.87 | ||||||
| CAP2 Propane(C3/C4) / Outer TANK Net Weight (설계중량) D= 73.3 (m), H= 25.9 (m) | Horizontal Weld (수평용접 : 2G) [자동:SAW or 수동:SMAW] [용착효율:SAW (95%) / 수동:SMAW (60%)] | Vertical Weld (수직용접) [ FCAW 용착효율: (90%) ] | 합계중량 | REMARK | [새창에서] CAP2 Propane(C3/C4) / Outer TANK 큰 이미지 로 보기 [새창에서] PDF 도면 보기 [새창에서] SHOP_WPS_PQR_SUMBAWA_50K PDF 보기 |
||||||||||||||||
| No. | Material | Thickness (mm) | Width (mm) | Length (mm) | Qty (SHT) | Weight (Ton) | Joint No. | 수평용접 총길이 (m) | 용입부 단면적 A(mm²) | 용접봉 NET중량 (kg) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | Joint No. | shCirQty=[18] 수직용접 총길이 VL = 18 PCS × Each S.W(m) | 용입부 단면적 A(mm²) | 용접봉 NET중량 (kg) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 수평+수직 용접봉중량 (kg) | REMARK | |
| 10 | A537-CL2+S5 (Comp. Ring+Top Shell) | 9.5 | 700 | 12794 | 18 | 12.060 | 2G-H10 | 230 | 53.35 | 96.32 | 95 | 101.39 | 3G-V10 | 0.7m ×18= 12.6 m | -1.00 | -0.10 | 90 | -0.11 | 101.28 | ||
| 9 | A537-CL2+S5 | 9.5 | 2800 | 12794 | 18 | 48.222 | 2G-H9 | 230 | -1.00 | -1.81 | 95 | -1.91 | 3G-V9 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| 8 | A537-CL2+S5 | 18.0 | 2800 | 12796 | 18 | 91.134 | 2G-H8 | 230 | -1.00 | -1.81 | 95 | -1.91 | 3G-V8 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| 7 | A537-CL2+S5 | 18.0 | 2800 | 12796 | 18 | 91.134 | 2G-H7 | 230 | -1.00 | -1.81 | 95 | -1.91 | 3G-V7 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| 6 | A537-CL2+S5 | 18.0 | 2800 | 12796 | 18 | 91.134 | 2G-H6 | 230 | -1.00 | -1.81 | 95 | -1.91 | 3G-V6 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| 5 | A537-CL2+S5 | 19.0 | 2800 | 12796 | 18 | 96.192 | 2G-H5 | 230 | -1.00 | -1.81 | 95 | -1.91 | 3G-V5 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| 4 | A537-CL2+S5 | 23.0 | 2800 | 12797 | 18 | 116.442 | 2G-H4 | 230 | -1.00 | -1.81 | 95 | -1.91 | 3G-V4 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| 3 | A537-CL2+S5 | 26.0 | 2800 | 12797 | 18 | 131.634 | 2G-H3 | 230 | -1.00 | -1.81 | 95 | -1.91 | 3G-V3 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| 2 | A537-CL2+S5 | 30.0 | 2800 | 12798 | 18 | 151.902 | 2G-H2 | 230 | -1.00 | -1.81 | 95 | -1.91 | 3G-V2 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| 1 | A537-CL2+S5 | 34.0 | 2800 | 12799 | 18 | 172.170 | 2G-H1 | 230 | -1.00 | -1.81 | 98 | -1.91 | 3G-V1 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| A) | 1st Shell + Annular Plate | t1st= 34 tAnn= 22.5 | 2800 | 12799 | N/A | N/A | 1F-An | 230.0 | 283.22 | 511.35 | 60 | 852.25 | - | - | - | - | - | - | -1.91 | ||
| CAP2 Propane(C3/C4) / Outer TANK Total = | 180 | 1002.0 | HLEN = | 2530.0 | 327.57 | 591.38 | 98 | 936.45 | VLEN = | 466.200 | -10.00 | -3.70 | 90 | -4.07 | 932.38 | ||||||
2. WELD METAL PURCHASING COST / 용접봉 구매 비용
| CAP2 Propane(C3/C4) / INNER TANK, D= 71.3 (m), H= 24.8 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 9th) | A537-CL2+S5 | t 41 ~ 9.525 | 24800 | 14007 | 16 | 144 | 1119.2 | SAW-2G (수평용접) | 2240.0 | 402.85 | 98.0 | 1190.35 | 6600 | 1.00 | 7,261 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 1428.42 | 3500 | 1.00 | 4,999 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 396.8 | -9.00 | 90.0 | -3.48 | 6100 | 1.00 | -21 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A537-CL2+S5 | t 8×ø67046 | 2438 | 6096 | N/A | N/A | 221.72 | FCAW FILLET (2F) | 1218.2 | 38.40 | 90.0 | 408.00 | 6100 | 1.00 | 2,489 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL2+S5 | t 27×(ø71568 - ø66946) | 2311 | N/A | 32 | 106.57 | SMAW V-GROOVE (1G+4G) | 74.0 | 451.40 | 60.0 | 436.75 | 59000 | 1.00 | 25,768 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 4. STIFFENER / TOP GIRDER | A537-CL2+S5 | L450x9.525+120x9.525 FB 150x12 | 14007 | 16 | 5 개소 (양쪽필렛연속) | 30.39 | FCAW FILLET (2F+4F) 양면필렛연속용접 | 1120.0 | 270.00 | 90.0 | 2637.60 | 3200 | 1.00 | 8,440 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |
| CAP2 Propane(C3/C4) / INNER TANK Weld Metal Total = | 5720.89 | kg | 48,936 | (천원) | ||||||||||||
| CAP2 Propane(C3/C4) / Outer TANK, D= 73.3 (m), H= 25.9 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 10th) | A537-CL2+S5 | t 34 ~ 9.525 | 25900 | 12799 | 18 | 180 | 1002.0 | SAW-2G (수평용접) | 2530.0 | 327.57 | 98.0 | 936.45 | 6600 | 1.00 | 5,712 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 1123.74 | 3500 | 1.00 | 3,933 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 466.2 | -10.00 | 90.0 | -4.07 | 6100 | 1.00 | -25 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A516-60N+S5 | t 8×ø66706 | 2438 | 6096 | N/A | N/A | 219.47 | FCAW FILLET (2F) | 1207.3 | 38.40 | 90.0 | 404.00 | 6100 | 1.00 | 2,464 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL2+S5 | t 23×(ø73540 - ø66606) | 3467 | N/A | 36 | 134.81 | SMAW V-GROOVE (1G+4G) | 124.8 | 313.50 | 60.0 | 511.93 | 59000 | 1.00 | 30,204 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 5.1 ROOF PLATE | A516-70 | t 9, RR=65970 | 2399 | 4482 | N/A | N/A | 313.62 | FCAW(1G) BUTT OR SINGLE LAP | 4588.3 | 72.25 | 70.0 | 3717.61 | 3200 | 1.00 | 11,896 | FCAW ROOF (OD 1.4 DS 7100), About Unit Price = 3200 (원/kg) |
| 5.2 ROOF PLATE to Rafter/Girder | A36 | H400X200X8X13 | 35858(L) | 96 Rafters + 8 Rings(L:1146.0m) | 302.82 | FCAW (4F) ø1.2 DS7100 E71T-1C | 4588.3 | 72.25 | 70.0 | 3717.61 | 3200 | 1.00 | 11,896 | FCAW(DS7100), About Unit Price = 3200 (원/kg) | ||
| CAP2 Propane(C3/C4) / Outer TANK Weld Metal Total = | 9955.34 | kg | 66,080 | (천원) | ||||||||||||
| INNER/OUTER TANK TOTAL = | 15676.23 | kg | 115,016 | (천원) | ||||||||||||
1. 평판 용접자세 (1G~4G) [인터넷 자료]
2. 용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율)
| A) 링컨 X-Groove 용접부 단면적 계산 | B) 또 다른 용접부 단면적 계산 |
API 650 STD. Tank 수평 / 수직용접
Annular Plate + 1st Shell plate 용접
API 650 SEC. 8 RT MAP.png
No.4. CAP2 Propane(C3/C4) Tank Size, D= 73.3, H= 25.9 (m), Storage Capacity = 89,837 (m³)
출처 : BOB-LONG Guide to Storage Tank ( Roof Structure Design, Page : 144 ~ 146 )
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
?pid=3&tid=6 img src='http://apitank.co.kr/api650/upload/3.imgRoof_3.png'
[imgGA_6]
출처 : BOB-LONG Guide to Storage Tank ( Roof Structure Design, Page : 144 ~ 146 )
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
CR=0.9 mm, RR=65970 mm, WR=200 kg/m2] CRT Roof Slope= 1/0.0, Roof Plate CA= 0 mm, Rafter CA= 0.0 mm
Tank Dia, D = 73.3(m), SRMAX = 0.9, CA(one side) = 0.0 (mm), RAFTER 등분(NPL) = [8]등분 X RAFTER 1개 길이 = 4.482 (m)
Roof Weight, Wr = 843.959 (Ton), Dome Roof Radius(RR=0.9*D = 65.97 m), Main Rafter 길이 = 35.857(m), Tank 단면적(Atank) = 4219.858(m2),
Tank Dia, D = 73.3(m), SRMAX = 0.9, CA(one side) = 0.0 (mm), RAFTER 등분(NPL) = [80]등분 X RAFTER 1개 길이 = 0.448 (m)
Roof Weight, Wr = 843.959 (Ton), Dome Roof Radius(RR=0.9*D = 65.97 m), Main Rafter 길이 = 35.857(m), Tank 단면적(Atank) = 4219.858(m2),
TABLE A1) H-BEAM PROPERTY TABLE [변수명 : HBEAM_PROPERTY_TABLE] 부식여유 CA = 0.0 mm 일 경우
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
div id='atDiv_2_8', at[8].divRPT[2] Contents 내용 = 벽산남해화학 AMMONIA] 2.강도계산서] 288 [KB]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
?pid=3&tid=6 img src='http://apitank.co.kr/api650/upload/3.imgRoof_3.png'
[imgGA_6]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| [Table 1.1] Main Rafter Calculation Result, tSum[0][0~19] | [Table 1.2] RAFTER SIZE [CA= 0.0 mm] | [Table 1.3] AISC-360 Calculation Result, rAry[0~11] | |||||||||||||||||||||||||||||||||||
| 번호 | tSum[0][ 0 ] | [ 1 ] | [ 2 ] | [ 3 ] | [ 4 ] | [ 5 ] | [ 6 ] | [ 7 ] | [ 8 ] | [ 9 ] | [ 10 ] | [ 11 ] | [ 12 ] | [ 13 ] | [ 14 ] | [ 15 ] | [ 16 ] | [ 17 ] | [ 18 ] | tSum[0][ 19 ] | id | HBs[id][3] | HBs[id][10] | HBs[id][16] | HBs[id][11] | rAry[ 1 ] | [ 2 ] | [ 3 ] | [ 4 ] | [ 5 ] | [ 6 ] | [ 7 ] | [ 8 ] | [ 9 ] | [ 10 ] | rAry[ 11 ] | |
| No. | Tank Dia. D (m) | CR (m) | RR=CR×D (m) | Roof Load TL (kPa) | Wr (Ton) | RAFTER 총수량 NMR(EA) | RAFTER 분할수량/1 EA NPL(EA) | RAF 등분각도 NMR(deg) | RAF 길이 NPL_arc(m) | BM (kN-m) | COM (kN) | Roof HT (m) | Atank (m2) | BWL=π×D / NMR BWL(m) | BM Rec. No. | BM Max. X =R (m) | BM Max. Y =H (m) | COM Rec. No. | COM Max. X =R (m) | COM Max. Y =H (m) | id | RAFTER SIZE | Area (cm2) | Sx (cm3) | Unit Wt (kg/m) | fc=COM/A (MPa) | Fc (MPa) | SRc= fc/Fc (MPa) | fb=BM/Sx (MPa) | Fb (MPa) | SRb= fb/Fb (MPa) | SR=0.5×SRc + SRb < 1.0 OK | Ring Len (m) | (1)Rafter Weight (Ton) | (2) Ring Weight (Ton) | (1)+(2) Rafter+Ring Weight (Ton) | |
| RF 1 | 73.300 | 0.900 | 65.970 | 1.961 | 843.959 | 96 | 8 | 3.893 | 4.482 | 128.989 | 127.112 | 11.117 | 4219.858 | 2.399 | 49 | 24.372 | 6.45 | 80 | 36.65 | 0.0 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 15.111 | 89.299 | 0.169 | 108.394 | 137.457 | 0.789 | 0.873< 0.9 OK! | 1146.0 | 227.2 | 75.6 | 302.8 | 1개 Rafter 길이계산 : Raf수량:96.0 EA x (Ring:8.0(분할) x 길이(1등분/m) : 4.482 (m) = 3442.3(m) |
| kid=16 | SIZE : H400X200X8X13 (66.0 kg/m), A= 84.12 cm2, Sx= 1190 cm4 | ||||||||||||||||||||||||||
| 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16 | 17 | 18 | 19 | 20 | 21 | 22 | 23 | 24 | 25 | 26 | 27 | |
| 일반주문 (O,X) | 주문생산 (Ton) | CODE | SIZE mm | H mm | B mm | t₁ mm | t₂ mm | r1 mm | r2 mm | A cm² | W Kg/m | Ix cm⁴ | Iy cm⁴ | rx cm | ry cm | Sx cm³ | Sy cm³ | ex cm | ey cm | Zx cm³ | Zy cm³ | Cw(비틀림) cm6x1000 | J(뒤틀링) cm4 | rts | λf=B/tf | λw=H-2tf/tw | L=5m/ry< 300 OK |
| O | H400200 | H400X200X8X13 | 400 | 200 | 8 | 13 | 16 | 84.12 | 66.0 | 23700 | 1740 | 16.8 | 4.54 | 1190 | 174 | 20 | 10 | 1330 | 268 | 650000 | 42.2 | 5.31 | 7.69 | 46.75 | L/r=60 < 200 OK Limit:33.6(M) | ||
출처 : BOB-LONG Guide to Storage Tank ( Roof Structure Design, Page : 144 ~ 146 )
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
CR=0.9 mm, RR=65970 mm, WR=200 kg/m2] CRT Roof Slope= 1/0.0, Roof Plate CA= 0 mm, Rafter CA= 0.0 mm
| 1 | Tank Diameter D = | 73.300 | m | |||||
| 2 | Radius, R = | 36.650 | m | F1 = | 0.04549 | rad | 2.606 | deg |
| 3 | F2 = | 0.58903 | rad | 33.749 | deg | |||
| 4 | Dome Roof Radius, RR = | 65.970 | m | F3 = | 0.54354 | rad | 31.143 | deg |
| 5 | (Center Ring R) RU = | 3.000 | m | F4 = | 11.049 | m | ||
| 6 | ARC = | 35.857 | m | |||||
| 7 | Atank = 3.14*D²/ 4 | 4219.9 | m² | (Input) Wr_Ton = | 0.000 | (Ton) | ||
| 8 | (Design Load) WR = | 200 | kg/m² | (Design Load) TL = WR/101.9716 | 1.961 | kN/m² | ||
| 9 | (RAFTER 수량) NMR = | 96 | EA | (RL-RU) * 2 = | 67.300 | m | ||
| 10 | PCL = | 0.57765 | kN | AREA of Rafter = | 5150 | mm² | ||
| 11 | HTR = | 0.3851 | KN/m | Z of Rafter = | 561200 | mm³ | ||
| 12 | HTT = | 4.31954 | KN/m | CA of Rafter = | 0 | mm | ||
| 13 | ( Horizontal ) HTH = | 95.271 | kN | Max(COM) = | Bellow Table | kN | ||
| 14 | ( Vertical ) VTH = | 86.213 | kN | Max(BM) = | Bellow Table | kN-m | ||
| 15 | Between Length = | 2.399 | (m) | Total Roof Load Wroof = TL * Atank | 843.959 | (Ton) | ||
Roof Weight, Wr = 843.959 (Ton), Dome Roof Radius(RR=0.9*D = 65.97 m), Main Rafter 길이 = 35.857(m), Tank 단면적(Atank) = 4219.858(m2),
| [Table 2] Beam Force[COM] and Moment[BM] Calculation (Purling Location Beam Stress) | 최적 MAIN RAFTER SIZE 계산(찾기) | ||||||||||||||||||||||||||||||
| F0 | F1 | F2 | F3 | F4 | F5 | F6 | F7 | F8 | F9 | F10 | F11 | F12 | F13 | F14 | F15 | F16 | F17 | F18 | F19 | F20 | F21 | F22 | F23 | F24 | F25 | F26 | F27 | F28 | F29 | F30 | F31 |
| Rec. No. | From CL degree[i] | 호길이 누적(m) | 사용안함 SPARE 필드 | Radius X (m) | Height Y (m) | XN (m) | F7= XN/RR (rad) | HD (m) | F8 (m) | BM (kN-m) | F10 (kN) | SF (kN) | COM (kN) | id | RAFTER SIZE | Area (cm2) | Sx (cm3) | Unit Wt (kg/m) | fc=COM/A (MPa) | Fc (MPa) | SRc= fc/Fc (MPa) | fb=BM/Sx (MPa) | Fb (MPa) | SRb= fb/Fb (MPa) | SR=SRc+SRb SR < 1.0 OK | (1)Rafter Weight (Ton) | RING Qty (EA) | RIMG LEN/1 EA (mm) | RING LEN(m) | (2)Girder Weight (Ton) | (1)+(2) Total Weight (Ton) |
| 0 | 2.60644 | 3.00103 | 3.000 | 11.049 | 0.000 | 0.000 | 0.000 | 0.000 | 0.578 | -3.755 | 95.199 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 31.419 | 49.782 | 0.631 | 0.000 | 143.209 | 0.000 | 0.631 < 0.9 OK! | 10.240 | 96 | 196.35 | 18.85 | 0.449 | 10.689 | ||
| 1 | 6.49926 | 7.48320 | 7.467 | 10.693 | 4.482 | 0.06794 | 4.467 | 0.356 | -25.560 | 3.579 | -7.228 | 95.064 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 20.322 | 55.971 | 0.363 | 53.139 | 116.062 | 0.458 | 0.770 < 0.9 OK! | 15.791 | 96 | 488.72 | 46.92 | 1.722 | 17.513 | |
| 2 | 10.39207 | 11.96537 | 11.900 | 10.035 | 8.964 | 0.13589 | 8.900 | 1.014 | -61.120 | 9.089 | -8.246 | 95.348 | 10 | H350X175X7X11 | 63.14 | 777 | 49.6 | 15.101 | 75.651 | 0.200 | 78.662 | 128.018 | 0.614 | 0.714 < 0.9 OK! | 21.341 | 96 | 778.84 | 74.77 | 3.709 | 25.050 | |
| 3 | 14.28489 | 16.44754 | 16.278 | 9.078 | 13.447 | 0.20383 | 13.278 | 1.971 | -96.129 | 17.006 | -7.027 | 96.521 | 15 | H396X199X7X11 | 72.16 | 1010 | 56.6 | 13.376 | 88.064 | 0.152 | 95.177 | 134.555 | 0.707 | 0.783 < 0.9 OK! | 24.353 | 96 | 1065.37 | 102.28 | 5.789 | 30.142 | |
| 4 | 18.17771 | 20.92970 | 20.580 | 7.825 | 17.929 | 0.27177 | 17.580 | 3.224 | -121.247 | 27.185 | -3.893 | 98.997 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 11.769 | 89.299 | 0.132 | 101.888 | 137.457 | 0.741 | 0.807 < 0.9 OK! | 28.398 | 96 | 1346.98 | 129.31 | 8.534 | 36.932 | |
| 5 | 22.07053 | 25.41187 | 24.788 | 6.283 | 22.411 | 0.33971 | 21.788 | 4.766 | -128.770 | 39.437 | 0.750 | 103.108 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.257 | 89.299 | 0.137 | 108.210 | 137.457 | 0.787 | 0.856 < 0.9 OK! | 28.398 | 96 | 1622.38 | 155.75 | 10.279 | 38.677 | |
| 6 | 25.96335 | 29.89404 | 28.881 | 4.459 | 26.893 | 0.40766 | 25.881 | 6.590 | -112.981 | 53.538 | 6.425 | 109.094 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.969 | 89.299 | 0.145 | 94.942 | 137.457 | 0.691 | 0.763 < 0.9 OK! | 28.398 | 96 | 1890.28 | 181.47 | 11.977 | 40.375 | |
| 7 | 29.85617 | 34.37621 | 32.841 | 2.362 | 31.375 | 0.47560 | 29.841 | 8.687 | -70.411 | 69.226 | 12.610 | 117.089 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 18.544 | 75.651 | 0.245 | 90.619 | 128.018 | 0.708 | 0.874 < 0.9 OK! | 21.341 | 96 | 2149.47 | 206.35 | 13.619 | 34.960 | |
| 8 | 33.74899 | 38.85837 | 36.650 | 0.000 | 35.857 | 0.54354 | 33.650 | 11.049 | 0.000 | 86.213 | 18.756 | 127.112 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 41.951 | 49.782 | 0.843 | 0.000 | 143.209 | 0.000 | 0.843 < 0.9 OK! | 10.240 | 0 | 0 | 0 | 0.000 | 10.240 | |
| Max. Bending Moment(BM) and Vertical Axial Force(COM) | MaxBM = | 128.77 | kN-m | MaxCOM = | 127.112 | kN | Roof Stru Weight (Ton) = | 244.578 | |||||||||||||||||||||||
| MaxBM = | 13.131 | ton-m | MaxCOM = | 12.962 | ton | ||||||||||||||||||||||||||
Roof Weight, Wr = 843.959 (Ton), Dome Roof Radius(RR=0.9*D = 65.97 m), Main Rafter 길이 = 35.857(m), Tank 단면적(Atank) = 4219.858(m2),
| [Table 3] Beam Force[COM] and Moment[BM] Calculation of Max. 100 divide location | 최적 SIZE 찾기 | ||||||||||||||||||||||||||||||
| F0 | F1 | F2 | F3 | F4 | F5 | F6 | F7 | F8 | F9 | F10 | F11 | F12 | F13 | F14 | F15 | F16 | F17 | F18 | F19 | F20 | F21 | F22 | F23 | F24 | F25 | F26 | F27 | F28 | F29 | F30 | F31 |
| Rec. No. | From CL degree[i] | 호길이 누적(m) | 사용안함 SPARE 필드 | Radius X (m) | Height Y (m) | XN (m) | F7= XN/RR (rad) | HD (m) | F8 (m) | BM (kN-m) | F10 (kN) | SF (kN) | COM (kN) | id | RAFTER SIZE | Area (cm2) | Sx (cm3) | Unit Wt (kg/m) | fc=COM/A (MPa) | Fc (MPa) | SRc= fc/Fc (MPa) | fb=BM/Sx (MPa) | Fb (MPa) | SRb= fb/Fb (MPa) | SR=SRc+SRb SR < 1.0 OK | (1)Rafter Weight (Ton) | RING Qty (EA) | RIMG LEN/1 EA (mm) | RING LEN(m) | (2)Girder Weight (Ton) | (1)+(2) Total Weight (Ton) |
| 0 | 2.60644 | 3.00103 | 3.000 | 11.049 | 0.000 | 0.000 | 0.000 | 0.000 | 0.578 | -3.755 | 95.199 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 31.419 | 49.782 | 0.631 | 0.000 | 143.209 | 0.000 | 0.631 < 0.9 OK! | 10.240 | 96 | 196.35 | 18.85 | 0.449 | 10.689 | ||
| 1 | 2.99572 | 3.44925 | 3.448 | 11.027 | 0.448 | 0.00679 | 0.448 | 0.022 | -1.788 | 0.763 | -4.217 | 95.181 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 31.413 | 49.782 | 0.631 | 13.147 | 143.209 | 0.092 | 0.713 < 0.9 OK! | 10.240 | 96 | 225.65 | 21.66 | 0.516 | 10.756 | |
| 2 | 3.38500 | 3.89747 | 3.895 | 11.002 | 0.896 | 0.01359 | 0.895 | 0.047 | -3.777 | 0.974 | -4.653 | 95.162 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 31.407 | 49.782 | 0.631 | 27.772 | 143.209 | 0.194 | 0.803 < 0.9 OK! | 10.240 | 96 | 254.94 | 24.47 | 0.582 | 10.822 | |
| 3 | 3.77428 | 4.34569 | 4.343 | 10.974 | 1.345 | 0.02038 | 1.343 | 0.075 | -5.955 | 1.210 | -5.064 | 95.144 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 24.390 | 66.123 | 0.369 | 21.498 | 133.399 | 0.161 | 0.512 < 0.9 OK! | 13.166 | 96 | 284.22 | 27.29 | 0.835 | 14.001 | |
| 4 | 4.16356 | 4.79390 | 4.790 | 10.943 | 1.793 | 0.02718 | 1.790 | 0.106 | -8.312 | 1.472 | -5.448 | 95.126 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 24.385 | 66.123 | 0.369 | 30.007 | 133.399 | 0.225 | 0.569 < 0.9 OK! | 13.166 | 96 | 313.48 | 30.09 | 0.921 | 14.087 | |
| 5 | 4.55285 | 5.24212 | 5.237 | 10.909 | 2.241 | 0.03397 | 2.237 | 0.140 | -10.835 | 1.760 | -5.808 | 95.110 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 24.381 | 66.123 | 0.369 | 39.116 | 133.399 | 0.293 | 0.629 < 0.9 OK! | 13.166 | 96 | 342.73 | 32.9 | 1.007 | 14.173 | |
| 6 | 4.94213 | 5.69034 | 5.683 | 10.872 | 2.689 | 0.04077 | 2.683 | 0.177 | -13.515 | 2.073 | -6.142 | 95.095 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 24.377 | 66.123 | 0.369 | 48.791 | 133.399 | 0.366 | 0.694 < 0.9 OK! | 13.166 | 96 | 371.97 | 35.71 | 1.093 | 14.259 | |
| 7 | 5.33141 | 6.13855 | 6.130 | 10.832 | 3.138 | 0.04756 | 3.130 | 0.217 | -16.338 | 2.412 | -6.451 | 95.083 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 24.374 | 66.123 | 0.369 | 58.982 | 133.399 | 0.442 | 0.762 < 0.9 OK! | 13.166 | 96 | 401.19 | 38.51 | 1.179 | 14.345 | |
| 8 | 5.72069 | 6.58677 | 6.576 | 10.789 | 3.586 | 0.05435 | 3.576 | 0.260 | -19.294 | 2.775 | -6.735 | 95.073 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 24.371 | 66.123 | 0.369 | 69.653 | 133.399 | 0.522 | 0.833 < 0.9 OK! | 13.166 | 96 | 430.39 | 41.32 | 1.264 | 14.430 | |
| 9 | 6.10997 | 7.03499 | 7.022 | 10.743 | 4.034 | 0.06115 | 4.022 | 0.306 | -22.371 | 3.164 | -6.994 | 95.066 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 20.322 | 55.971 | 0.363 | 46.509 | 116.062 | 0.401 | 0.719 < 0.9 OK! | 15.791 | 96 | 459.57 | 44.12 | 1.619 | 17.410 | |
| 10 | 6.49926 | 7.48320 | 7.467 | 10.693 | 4.482 | 0.06794 | 4.467 | 0.356 | -25.560 | 3.579 | -7.228 | 95.064 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 20.322 | 55.971 | 0.363 | 53.139 | 116.062 | 0.458 | 0.770 < 0.9 OK! | 15.791 | 96 | 488.72 | 46.92 | 1.722 | 17.513 | |
| 11 | 6.88854 | 7.93142 | 7.912 | 10.641 | 4.930 | 0.07474 | 4.912 | 0.408 | -28.847 | 4.018 | -7.437 | 95.065 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 20.322 | 55.971 | 0.363 | 59.973 | 116.062 | 0.517 | 0.822 < 0.9 OK! | 15.791 | 96 | 517.86 | 49.71 | 1.825 | 17.616 | |
| 12 | 7.27782 | 8.37964 | 8.357 | 10.586 | 5.379 | 0.08153 | 5.357 | 0.463 | -32.223 | 4.483 | -7.622 | 95.071 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 20.323 | 55.971 | 0.363 | 66.992 | 116.062 | 0.577 | 0.876 < 0.9 OK! | 15.791 | 96 | 546.97 | 52.51 | 1.927 | 17.718 | |
| 13 | 7.66710 | 8.82785 | 8.802 | 10.528 | 5.827 | 0.08833 | 5.802 | 0.522 | -35.677 | 4.972 | -7.783 | 95.082 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 18.049 | 73.794 | 0.245 | 55.572 | 123.519 | 0.450 | 0.645 < 0.9 OK! | 17.813 | 96 | 576.06 | 55.3 | 2.289 | 20.102 | |
| 14 | 8.05638 | 9.27607 | 9.246 | 10.466 | 6.275 | 0.09512 | 6.246 | 0.583 | -39.197 | 5.486 | -7.920 | 95.099 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 18.052 | 73.794 | 0.245 | 61.055 | 123.519 | 0.494 | 0.684 < 0.9 OK! | 17.813 | 96 | 605.12 | 58.09 | 2.405 | 20.218 | |
| 15 | 8.44567 | 9.72429 | 9.689 | 10.402 | 6.723 | 0.10191 | 6.689 | 0.647 | -42.772 | 6.025 | -8.032 | 95.123 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 18.057 | 73.794 | 0.245 | 66.623 | 123.519 | 0.539 | 0.724 < 0.9 OK! | 17.813 | 96 | 634.15 | 60.88 | 2.520 | 20.333 | |
| 16 | 8.83495 | 10.17250 | 10.132 | 10.335 | 7.171 | 0.10871 | 7.132 | 0.714 | -46.394 | 6.589 | -8.121 | 95.152 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 18.062 | 73.794 | 0.245 | 72.265 | 123.519 | 0.585 | 0.765 < 0.9 OK! | 17.813 | 96 | 663.15 | 63.66 | 2.636 | 20.449 | |
| 17 | 9.22423 | 10.62072 | 10.575 | 10.264 | 7.620 | 0.11550 | 7.575 | 0.785 | -50.049 | 7.178 | -8.187 | 95.189 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 18.069 | 73.794 | 0.245 | 77.958 | 123.519 | 0.631 | 0.806 < 0.9 OK! | 17.813 | 96 | 692.13 | 66.44 | 2.751 | 20.564 | |
| 18 | 9.61351 | 11.06894 | 11.017 | 10.191 | 8.068 | 0.12230 | 8.017 | 0.858 | -53.729 | 7.790 | -8.229 | 95.234 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 18.078 | 73.794 | 0.245 | 83.690 | 123.519 | 0.678 | 0.847 < 0.9 OK! | 17.813 | 96 | 721.07 | 69.22 | 2.866 | 20.679 | |
| 19 | 10.00279 | 11.51715 | 11.459 | 10.115 | 8.516 | 0.12909 | 8.459 | 0.935 | -57.423 | 8.427 | -8.249 | 95.286 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 18.088 | 73.794 | 0.245 | 89.444 | 123.519 | 0.724 | 0.889 < 0.9 OK! | 17.813 | 96 | 749.97 | 72 | 2.981 | 20.794 | |
| 20 | 10.39207 | 11.96537 | 11.900 | 10.035 | 8.964 | 0.13589 | 8.900 | 1.014 | -61.120 | 9.089 | -8.246 | 95.348 | 10 | H350X175X7X11 | 63.14 | 777 | 49.6 | 15.101 | 75.651 | 0.200 | 78.662 | 128.018 | 0.614 | 0.714 < 0.9 OK! | 21.341 | 96 | 778.84 | 74.77 | 3.709 | 25.050 | |
| 21 | 10.78136 | 12.41359 | 12.340 | 9.953 | 9.413 | 0.14268 | 9.340 | 1.096 | -64.811 | 9.774 | -8.220 | 95.418 | 10 | H350X175X7X11 | 63.14 | 777 | 49.6 | 15.112 | 75.651 | 0.200 | 83.412 | 128.018 | 0.652 | 0.751 < 0.9 OK! | 21.341 | 96 | 807.68 | 77.54 | 3.846 | 25.187 | |
| 22 | 11.17064 | 12.86180 | 12.780 | 9.867 | 9.861 | 0.14947 | 9.780 | 1.182 | -68.486 | 10.484 | -8.172 | 95.497 | 10 | H350X175X7X11 | 63.14 | 777 | 49.6 | 15.125 | 75.651 | 0.200 | 88.142 | 128.018 | 0.689 | 0.788 < 0.9 OK! | 21.341 | 96 | 836.48 | 80.3 | 3.983 | 25.324 | |
| 23 | 11.55992 | 13.31002 | 13.220 | 9.779 | 10.309 | 0.15627 | 10.220 | 1.270 | -72.133 | 11.217 | -8.102 | 95.586 | 10 | H350X175X7X11 | 63.14 | 777 | 49.6 | 15.139 | 75.651 | 0.200 | 92.835 | 128.018 | 0.725 | 0.845 < 0.9 OK! | 21.341 | 96 | 865.24 | 83.06 | 4.120 | 25.461 | |
| 24 | 11.94920 | 13.75824 | 13.659 | 9.688 | 10.757 | 0.16306 | 10.659 | 1.361 | -75.745 | 11.974 | -8.011 | 95.686 | 10 | H350X175X7X11 | 63.14 | 777 | 49.6 | 15.155 | 75.651 | 0.200 | 97.484 | 128.018 | 0.761 | 0.877 < 0.9 OK! | 21.341 | 96 | 893.96 | 85.82 | 4.257 | 25.598 | |
| 25 | 12.33848 | 14.20645 | 14.097 | 9.594 | 11.205 | 0.16986 | 11.097 | 1.456 | -79.311 | 12.755 | -7.898 | 95.796 | 15 | H396X199X7X11 | 72.16 | 1010 | 56.6 | 13.275 | 88.064 | 0.151 | 78.526 | 134.555 | 0.584 | 0.659 < 0.9 OK! | 24.353 | 96 | 922.64 | 88.57 | 5.013 | 29.366 | |
| 26 | 12.72777 | 14.65467 | 14.534 | 9.496 | 11.654 | 0.17665 | 11.534 | 1.553 | -82.822 | 13.559 | -7.764 | 95.917 | 15 | H396X199X7X11 | 72.16 | 1010 | 56.6 | 13.292 | 88.064 | 0.151 | 82.002 | 134.555 | 0.609 | 0.685 < 0.9 OK! | 24.353 | 96 | 951.28 | 91.32 | 5.169 | 29.522 | |
| 27 | 13.11705 | 15.10289 | 14.971 | 9.396 | 12.102 | 0.18344 | 11.971 | 1.653 | -86.269 | 14.386 | -7.610 | 96.050 | 15 | H396X199X7X11 | 72.16 | 1010 | 56.6 | 13.311 | 88.064 | 0.151 | 85.415 | 134.555 | 0.635 | 0.710 < 0.9 OK! | 24.353 | 96 | 979.87 | 94.07 | 5.324 | 29.677 | |
| 28 | 13.50633 | 15.55110 | 15.407 | 9.293 | 12.550 | 0.19024 | 12.407 | 1.756 | -89.641 | 15.237 | -7.436 | 96.195 | 15 | H396X199X7X11 | 72.16 | 1010 | 56.6 | 13.331 | 88.064 | 0.151 | 88.753 | 134.555 | 0.660 | 0.735 < 0.9 OK! | 24.353 | 96 | 1008.42 | 96.81 | 5.479 | 29.832 | |
| 29 | 13.89561 | 15.99932 | 15.843 | 9.187 | 12.998 | 0.19703 | 12.843 | 1.862 | -92.931 | 16.110 | -7.241 | 96.352 | 15 | H396X199X7X11 | 72.16 | 1010 | 56.6 | 13.353 | 88.064 | 0.152 | 92.011 | 134.555 | 0.684 | 0.760 < 0.9 OK! | 24.353 | 96 | 1036.92 | 99.54 | 5.634 | 29.987 | |
| 30 | 14.28489 | 16.44754 | 16.278 | 9.078 | 13.447 | 0.20383 | 13.278 | 1.971 | -96.129 | 17.006 | -7.027 | 96.521 | 15 | H396X199X7X11 | 72.16 | 1010 | 56.6 | 13.376 | 88.064 | 0.152 | 95.177 | 134.555 | 0.707 | 0.783 < 0.9 OK! | 24.353 | 96 | 1065.37 | 102.28 | 5.789 | 30.142 | |
| 31 | 14.67418 | 16.89575 | 16.712 | 8.965 | 13.895 | 0.21062 | 13.712 | 2.084 | -99.228 | 17.925 | -6.794 | 96.704 | 15 | H396X199X7X11 | 72.16 | 1010 | 56.6 | 13.401 | 88.064 | 0.152 | 98.246 | 134.555 | 0.730 | 0.806 < 0.9 OK! | 24.353 | 96 | 1093.77 | 105 | 5.943 | 30.296 | |
| 32 | 15.06346 | 17.34397 | 17.145 | 8.850 | 14.343 | 0.21742 | 14.145 | 2.199 | -102.217 | 18.866 | -6.542 | 96.900 | 15 | H396X199X7X11 | 72.16 | 1010 | 56.6 | 13.428 | 88.064 | 0.152 | 101.205 | 134.555 | 0.752 | 0.828 < 0.9 OK! | 24.353 | 96 | 1122.13 | 107.72 | 6.097 | 30.450 | |
| 33 | 15.45274 | 17.79219 | 17.577 | 8.733 | 14.791 | 0.22421 | 14.577 | 2.317 | -105.089 | 19.830 | -6.271 | 97.110 | 15 | H396X199X7X11 | 72.16 | 1010 | 56.6 | 13.458 | 88.064 | 0.153 | 104.049 | 134.555 | 0.773 | 0.850 < 0.9 OK! | 24.353 | 96 | 1150.43 | 110.44 | 6.251 | 30.604 | |
| 34 | 15.84202 | 18.24040 | 18.009 | 8.612 | 15.239 | 0.23100 | 15.009 | 2.437 | -107.836 | 20.816 | -5.982 | 97.335 | 15 | H396X199X7X11 | 72.16 | 1010 | 56.6 | 13.489 | 88.064 | 0.153 | 106.768 | 134.555 | 0.793 | 0.870 < 0.9 OK! | 24.353 | 96 | 1178.68 | 113.15 | 6.404 | 30.757 | |
| 35 | 16.23130 | 18.68862 | 18.440 | 8.488 | 15.688 | 0.23780 | 15.440 | 2.561 | -110.449 | 21.824 | -5.676 | 97.574 | 15 | H396X199X7X11 | 72.16 | 1010 | 56.6 | 13.522 | 88.064 | 0.154 | 109.355 | 134.555 | 0.813 | 0.889 < 0.9 OK! | 24.353 | 96 | 1206.87 | 115.86 | 6.558 | 30.911 | |
| 36 | 16.62059 | 19.13684 | 18.870 | 8.361 | 16.136 | 0.24459 | 15.870 | 2.688 | -112.921 | 22.853 | -5.352 | 97.827 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 11.629 | 89.299 | 0.130 | 94.892 | 137.457 | 0.690 | 0.755 < 0.9 OK! | 28.398 | 96 | 1235.01 | 118.56 | 7.825 | 36.223 | |
| 37 | 17.00987 | 19.58505 | 19.299 | 8.231 | 16.584 | 0.25139 | 16.299 | 2.818 | -115.244 | 23.904 | -5.012 | 98.096 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 11.661 | 89.299 | 0.131 | 96.844 | 137.457 | 0.705 | 0.770 < 0.9 OK! | 28.398 | 96 | 1263.09 | 121.26 | 8.003 | 36.401 | |
| 38 | 17.39915 | 20.03327 | 19.727 | 8.099 | 17.032 | 0.25818 | 16.727 | 2.950 | -117.411 | 24.977 | -4.655 | 98.380 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 11.695 | 89.299 | 0.131 | 98.665 | 137.457 | 0.718 | 0.783 < 0.9 OK! | 28.398 | 96 | 1291.12 | 123.95 | 8.181 | 36.579 | |
| 39 | 17.78843 | 20.48149 | 20.154 | 7.963 | 17.480 | 0.26498 | 17.154 | 3.086 | -119.414 | 26.070 | -4.282 | 98.681 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 11.731 | 89.299 | 0.131 | 100.348 | 137.457 | 0.730 | 0.796 < 0.9 OK! | 28.398 | 96 | 1319.08 | 126.63 | 8.358 | 36.756 | |
| 40 | 18.17771 | 20.92970 | 20.580 | 7.825 | 17.929 | 0.27177 | 17.580 | 3.224 | -121.247 | 27.185 | -3.893 | 98.997 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 11.769 | 89.299 | 0.132 | 101.888 | 137.457 | 0.741 | 0.807 < 0.9 OK! | 28.398 | 96 | 1346.98 | 129.31 | 8.534 | 36.932 | |
| 41 | 18.56699 | 21.37792 | 21.006 | 7.684 | 18.377 | 0.27856 | 18.006 | 3.365 | -122.902 | 28.320 | -3.489 | 99.330 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 11.808 | 89.299 | 0.132 | 103.279 | 137.457 | 0.751 | 0.817 < 0.9 OK! | 28.398 | 96 | 1374.82 | 131.98 | 8.711 | 37.109 | |
| 42 | 18.95628 | 21.82614 | 21.430 | 7.540 | 18.825 | 0.28536 | 18.430 | 3.510 | -124.373 | 29.476 | -3.071 | 99.679 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 11.850 | 89.299 | 0.133 | 104.515 | 137.457 | 0.760 | 0.827 < 0.9 OK! | 28.398 | 96 | 1402.6 | 134.65 | 8.887 | 37.285 | |
| 43 | 19.34556 | 22.27435 | 21.854 | 7.392 | 19.273 | 0.29215 | 18.854 | 3.657 | -125.653 | 30.653 | -2.638 | 100.046 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 11.893 | 89.299 | 0.133 | 105.591 | 137.457 | 0.768 | 0.835 < 0.9 OK! | 28.398 | 96 | 1430.31 | 137.31 | 9.062 | 37.460 | |
| 44 | 19.73484 | 22.72257 | 22.276 | 7.243 | 19.722 | 0.29895 | 19.276 | 3.806 | -126.735 | 31.849 | -2.192 | 100.429 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 11.939 | 89.299 | 0.134 | 106.500 | 137.457 | 0.775 | 0.842 < 0.9 OK! | 28.398 | 96 | 1457.96 | 139.96 | 9.238 | 37.636 | |
| 45 | 20.12412 | 23.17079 | 22.697 | 7.090 | 20.170 | 0.30574 | 19.697 | 3.959 | -127.615 | 33.065 | -1.732 | 100.831 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 11.987 | 89.299 | 0.134 | 107.239 | 137.457 | 0.780 | 0.847 < 0.9 OK! | 28.398 | 96 | 1485.54 | 142.61 | 9.412 | 37.810 | |
| 46 | 20.51340 | 23.61900 | 23.118 | 6.934 | 20.618 | 0.31254 | 20.118 | 4.115 | -128.286 | 34.301 | -1.259 | 101.250 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.036 | 89.299 | 0.135 | 107.803 | 137.457 | 0.784 | 0.852 < 0.9 OK! | 28.398 | 96 | 1513.05 | 145.25 | 9.587 | 37.985 | |
| 47 | 20.90269 | 24.06722 | 23.537 | 6.776 | 21.066 | 0.31933 | 20.537 | 4.273 | -128.742 | 35.557 | -0.774 | 101.687 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.088 | 89.299 | 0.135 | 108.187 | 137.457 | 0.787 | 0.855 < 0.9 OK! | 28.398 | 96 | 1540.49 | 147.89 | 9.761 | 38.159 | |
| 48 | 21.29197 | 24.51544 | 23.955 | 6.614 | 21.514 | 0.32612 | 20.955 | 4.435 | -128.978 | 36.831 | -0.277 | 102.142 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.142 | 89.299 | 0.136 | 108.385 | 137.457 | 0.788 | 0.856 < 0.9 OK! | 28.398 | 96 | 1567.86 | 150.51 | 9.934 | 38.332 | |
| 49 | 21.68125 | 24.96365 | 24.372 | 6.450 | 21.963 | 0.33292 | 21.372 | 4.599 | -128.989 | 38.125 | 0.231 | 102.616 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.199 | 89.299 | 0.137 | 108.394 | 137.457 | 0.789 | 0.857 < 0.9 OK! | 28.398 | 96 | 1595.15 | 153.13 | 10.107 | 38.505 | |
| 50 | 22.07053 | 25.41187 | 24.788 | 6.283 | 22.411 | 0.33971 | 21.788 | 4.766 | -128.770 | 39.437 | 0.750 | 103.108 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.257 | 89.299 | 0.137 | 108.210 | 137.457 | 0.787 | 0.856 < 0.9 OK! | 28.398 | 96 | 1622.38 | 155.75 | 10.279 | 38.677 | |
| 51 | 22.45981 | 25.86009 | 25.203 | 6.113 | 22.859 | 0.34651 | 22.203 | 4.936 | -128.316 | 40.768 | 1.279 | 103.619 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.318 | 89.299 | 0.138 | 107.829 | 137.457 | 0.784 | 0.853 < 0.9 OK! | 28.398 | 96 | 1649.52 | 158.35 | 10.451 | 38.849 | |
| 52 | 22.84910 | 26.30830 | 25.617 | 5.941 | 23.307 | 0.35330 | 22.617 | 5.108 | -127.622 | 42.117 | 1.818 | 104.149 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.381 | 89.299 | 0.139 | 107.245 | 137.457 | 0.780 | 0.850 < 0.9 OK! | 28.398 | 96 | 1676.6 | 160.95 | 10.623 | 39.021 | |
| 53 | 23.23838 | 26.75652 | 26.029 | 5.765 | 23.755 | 0.36010 | 23.029 | 5.284 | -126.684 | 43.485 | 2.367 | 104.699 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.446 | 89.299 | 0.139 | 106.457 | 137.457 | 0.774 | 0.844 < 0.9 OK! | 28.398 | 96 | 1703.59 | 163.54 | 10.794 | 39.192 | |
| 54 | 23.62766 | 27.20474 | 26.440 | 5.587 | 24.204 | 0.36689 | 23.440 | 5.462 | -125.499 | 44.870 | 2.924 | 105.268 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.514 | 89.299 | 0.140 | 105.461 | 137.457 | 0.767 | 0.837 < 0.9 OK! | 28.398 | 96 | 1730.51 | 166.13 | 10.964 | 39.362 | |
| 55 | 24.01694 | 27.65295 | 26.850 | 5.406 | 24.652 | 0.37368 | 23.850 | 5.643 | -124.061 | 46.272 | 3.490 | 105.856 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.584 | 89.299 | 0.141 | 104.253 | 137.457 | 0.758 | 0.829 < 0.9 OK! | 28.398 | 96 | 1757.34 | 168.71 | 11.135 | 39.533 | |
| 56 | 24.40622 | 28.10117 | 27.259 | 5.222 | 25.100 | 0.38048 | 24.259 | 5.827 | -122.369 | 47.692 | 4.064 | 106.464 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.656 | 89.299 | 0.142 | 102.831 | 137.457 | 0.748 | 0.819 < 0.9 OK! | 28.398 | 96 | 1784.1 | 171.27 | 11.304 | 39.702 | |
| 57 | 24.79550 | 28.54939 | 27.667 | 5.036 | 25.548 | 0.38727 | 24.667 | 6.014 | -120.417 | 49.128 | 4.645 | 107.091 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.731 | 89.299 | 0.143 | 101.191 | 137.457 | 0.736 | 0.807 < 0.9 OK! | 28.398 | 96 | 1810.77 | 173.83 | 11.473 | 39.871 | |
| 58 | 25.18479 | 28.99761 | 28.073 | 4.846 | 25.997 | 0.39407 | 25.073 | 6.203 | -118.204 | 50.582 | 5.232 | 107.739 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.808 | 89.299 | 0.143 | 99.331 | 137.457 | 0.723 | 0.794 < 0.9 OK! | 28.398 | 96 | 1837.36 | 176.39 | 11.642 | 40.040 | |
| 59 | 25.57407 | 29.44582 | 28.478 | 4.654 | 26.445 | 0.40086 | 25.478 | 6.395 | -115.726 | 52.052 | 5.826 | 108.406 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.887 | 89.299 | 0.144 | 97.249 | 137.457 | 0.707 | 0.780 < 0.9 OK! | 28.398 | 96 | 1863.87 | 178.93 | 11.809 | 40.207 | |
| 60 | 25.96335 | 29.89404 | 28.881 | 4.459 | 26.893 | 0.40766 | 25.881 | 6.590 | -112.981 | 53.538 | 6.425 | 109.094 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 12.969 | 89.299 | 0.145 | 94.942 | 137.457 | 0.691 | 0.763 < 0.9 OK! | 28.398 | 96 | 1890.28 | 181.47 | 11.977 | 40.375 | |
| 61 | 26.35263 | 30.34226 | 29.284 | 4.262 | 27.341 | 0.41445 | 26.284 | 6.787 | -109.966 | 55.040 | 7.030 | 109.802 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 15.216 | 88.064 | 0.173 | 108.877 | 134.555 | 0.809 | 0.896 < 0.9 OK! | 24.353 | 96 | 1916.62 | 184 | 12.144 | 36.497 | |
| 62 | 26.74191 | 30.79047 | 29.685 | 4.061 | 27.789 | 0.42124 | 26.685 | 6.988 | -106.679 | 56.557 | 7.639 | 110.530 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 15.317 | 88.064 | 0.174 | 105.623 | 134.555 | 0.785 | 0.872 < 0.9 OK! | 24.353 | 96 | 1942.86 | 186.51 | 12.310 | 36.663 | |
| 63 | 27.13120 | 31.23869 | 30.084 | 3.858 | 28.238 | 0.42804 | 27.084 | 7.191 | -103.118 | 58.090 | 8.252 | 111.278 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 15.421 | 88.064 | 0.175 | 102.097 | 134.555 | 0.759 | 0.846 < 0.9 OK! | 24.353 | 96 | 1969.01 | 189.03 | 12.476 | 36.829 | |
| 64 | 27.52048 | 31.68691 | 30.482 | 3.653 | 28.686 | 0.43483 | 27.482 | 7.397 | -99.281 | 59.638 | 8.868 | 112.047 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 15.528 | 88.064 | 0.176 | 98.298 | 134.555 | 0.731 | 0.819 < 0.9 OK! | 24.353 | 96 | 1995.07 | 191.53 | 12.641 | 36.994 | |
| 65 | 27.90976 | 32.13512 | 30.879 | 3.444 | 29.134 | 0.44163 | 27.879 | 7.605 | -95.167 | 61.201 | 9.488 | 112.836 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 15.637 | 88.064 | 0.178 | 94.225 | 134.555 | 0.700 | 0.789 < 0.9 OK! | 24.353 | 96 | 2021.04 | 194.02 | 12.805 | 37.158 | |
| 66 | 28.29904 | 32.58334 | 31.275 | 3.233 | 29.582 | 0.44842 | 28.275 | 7.816 | -90.776 | 62.778 | 10.110 | 113.646 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 15.749 | 88.064 | 0.179 | 89.877 | 134.555 | 0.668 | 0.757 < 0.9 OK! | 24.353 | 96 | 2046.92 | 196.5 | 12.969 | 37.322 | |
| 67 | 28.68832 | 33.03156 | 31.669 | 3.019 | 30.031 | 0.45521 | 28.669 | 8.030 | -86.105 | 64.369 | 10.733 | 114.476 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 15.864 | 88.064 | 0.180 | 85.252 | 134.555 | 0.634 | 0.724 < 0.9 OK! | 24.353 | 96 | 2072.7 | 198.98 | 13.133 | 37.486 | |
| 68 | 29.07761 | 33.47977 | 32.061 | 2.803 | 30.479 | 0.46201 | 29.061 | 8.246 | -81.154 | 65.975 | 11.358 | 115.326 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 15.982 | 88.064 | 0.181 | 80.350 | 134.555 | 0.597 | 0.688 < 0.9 OK! | 24.353 | 96 | 2098.39 | 201.45 | 13.295 | 37.648 | |
| 69 | 29.46689 | 33.92799 | 32.452 | 2.583 | 30.927 | 0.46880 | 29.452 | 8.466 | -75.922 | 67.594 | 11.984 | 116.197 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 16.103 | 88.064 | 0.183 | 75.170 | 134.555 | 0.559 | 0.650 < 0.9 OK! | 24.353 | 96 | 2123.98 | 203.9 | 13.458 | 37.811 | |
| 70 | 29.85617 | 34.37621 | 32.841 | 2.362 | 31.375 | 0.47560 | 29.841 | 8.687 | -70.411 | 69.226 | 12.610 | 117.089 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 18.544 | 75.651 | 0.245 | 90.619 | 128.018 | 0.708 | 0.874 < 0.9 OK! | 21.341 | 96 | 2149.47 | 206.35 | 13.619 | 34.960 | |
| 71 | 30.24545 | 34.82442 | 33.229 | 2.137 | 31.823 | 0.48239 | 30.229 | 8.912 | -64.619 | 70.871 | 13.235 | 118.000 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 18.689 | 75.651 | 0.247 | 83.165 | 128.018 | 0.650 | 0.824 < 0.9 OK! | 21.341 | 96 | 2174.86 | 208.79 | 13.780 | 35.121 | |
| 72 | 30.63473 | 35.27264 | 33.616 | 1.910 | 32.272 | 0.48919 | 30.616 | 9.139 | -58.546 | 72.529 | 13.860 | 118.932 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 18.836 | 75.651 | 0.249 | 75.349 | 128.018 | 0.589 | 0.772 < 0.9 OK! | 21.341 | 96 | 2200.15 | 211.21 | 13.940 | 35.281 | |
| 73 | 31.02402 | 35.72086 | 34.001 | 1.680 | 32.720 | 0.49598 | 31.001 | 9.369 | -52.194 | 74.199 | 14.483 | 119.885 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 22.757 | 73.794 | 0.308 | 81.299 | 123.519 | 0.658 | 0.893 < 0.9 OK! | 17.813 | 96 | 2225.34 | 213.63 | 14.100 | 31.913 | |
| 74 | 31.41330 | 36.16907 | 34.384 | 1.448 | 33.168 | 0.50277 | 31.384 | 9.601 | -45.564 | 75.882 | 15.104 | 120.857 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 22.942 | 73.794 | 0.311 | 70.972 | 123.519 | 0.575 | 0.822 < 0.9 OK! | 17.813 | 96 | 2250.43 | 216.04 | 14.259 | 32.072 | |
| 75 | 31.80258 | 36.61729 | 34.766 | 1.213 | 33.616 | 0.50957 | 31.766 | 9.836 | -38.655 | 77.576 | 15.722 | 121.850 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 23.130 | 73.794 | 0.313 | 60.210 | 123.519 | 0.487 | 0.747 < 0.9 OK! | 17.813 | 96 | 2275.42 | 218.44 | 14.417 | 32.230 | |
| 76 | 32.19186 | 37.06551 | 35.146 | 0.976 | 34.064 | 0.51636 | 32.146 | 10.073 | -31.470 | 79.282 | 16.337 | 122.862 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 23.322 | 73.794 | 0.316 | 49.019 | 123.519 | 0.397 | 0.669 < 0.9 OK! | 17.813 | 96 | 2300.29 | 220.83 | 14.575 | 32.388 | |
| 77 | 32.58114 | 37.51372 | 35.524 | 0.736 | 34.513 | 0.52316 | 32.524 | 10.313 | -24.010 | 80.998 | 16.949 | 123.895 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 26.485 | 55.971 | 0.473 | 49.917 | 116.062 | 0.430 | 0.855 < 0.9 OK! | 15.791 | 96 | 2325.07 | 223.21 | 14.732 | 30.523 | |
| 78 | 32.97042 | 37.96194 | 35.901 | 0.493 | 34.961 | 0.52995 | 32.901 | 10.556 | -16.277 | 82.726 | 17.556 | 124.948 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 32.030 | 66.123 | 0.484 | 58.762 | 133.399 | 0.440 | 0.876 < 0.9 OK! | 13.166 | 96 | 2349.73 | 225.57 | 14.888 | 28.054 | |
| 79 | 33.35971 | 38.41016 | 36.276 | 0.248 | 35.409 | 0.53675 | 33.276 | 10.801 | -8.273 | 84.464 | 18.159 | 126.020 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 32.305 | 66.123 | 0.489 | 29.866 | 133.399 | 0.224 | 0.688 < 0.9 OK! | 13.166 | 96 | 2374.29 | 227.93 | 15.043 | 28.209 | |
| 80 | 33.74899 | 38.85837 | 36.650 | 0.000 | 35.857 | 0.54354 | 33.650 | 11.049 | 0.000 | 86.213 | 18.756 | 127.112 | 16 | H400X200X8X13 | 84.12 | 1190 | 66.0 | 41.951 | 49.782 | 0.843 | 0.000 | 143.209 | 0.000 | 0.843 < 0.9 OK! | 10.240 | 0 | 0 | 0 | 0.000 | 10.240 | |
| Max. Bending Moment(BM) and Vertical Axial Force(COM) | MaxBM = | 128.989 | kN-m | MaxCOM = | 127.112 | kN | Roof Stru Weight (Ton) = | 2412.522 | |||||||||||||||||||||||
| MaxBM = | 13.153 | ton-m | MaxCOM = | 12.962 | ton | ||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
| No. | 0 | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16 | 17 | 18 | 19 | 20 | 21 | 22 | 23 | 24 | 25 | 26 | 27 | 28 | 29 | CASE A) Self Weight, def(δ) = 5×W×L⁴/ 384EI δ < Δmax(L/200) OK! | CASE B) Roof Design Load + Beam Self Weight WR=160 kg/m2, W=320 kg/m δ < Δmax(L/200) OK! | ||||||||
| No. | 일반주문 (O,X) | 주문생산 (Ton) | CODE | SIZE mm | H mm | B mm | t₁ mm | t₂ mm | r1 mm | r2 mm | A cm² | W Kg/m | Ix cm⁴ | Iy cm⁴ | rx cm | ry cm | Sx cm³ | Sy cm³ | ex cm | ey cm | Zx cm³ | Zy cm³ | Cw(비틀림) cm6x1000 | J(뒤틀링) cm4 | rts | λf=B/tf | λw=H-2tf/tw | L=5m/ry< 300 OK | Lp m | Lr m | L= 6 (m) δ<30 mm | L= 7 (m) δ<35 mm | L= 8 (m) δ<40 mm | L= 9 (m) δ<45 mm | L= 10 (m) δ<50 mm | L= 6 (m) δ<30 mm | L= 7 (m) δ<35 mm | L= 8 (m) δ<40 mm | L= 9 (m) δ<45 mm | L= 10 (m) δ<50 mm |
| 2 | O | H200100 | H200X100X5.5X8 | 200 | 100 | 5.5 | 8 | 11 | 0 | 27.16 | 21.3 | 1840 | 134 | 8.24 | 2.22 | 184 | 26.8 | 10 | 5 | 210 | 41.9 | 12300 | 5.89 | 2.64 | 6.25 | 33.45 | 225 | 1.105 | 3.994 | 0.96 | 1.77 | 3.03 | 4.85 | 7.39 | 14.39 | 26.67 | 45.49 > 40 CHK! | 72.87 > 45 CHK! | 111.06 > 50 CHK! | |
| 3 | O | H125125 | H125X125X6.5X9 | 125 | 125 | 6.5 | 9 | 10 | 0 | 30.3 | 23.8 | 847 | 293 | 5.29 | 3.11 | 136 | 47 | 6.25 | 6.25 | 154 | 71.9 | 9860 | 8.68 | 3.54 | 6.94 | 16.46 | 161 | 1.548 | 8.755 | 2.33 | 4.31 | 7.35 | 11.77 | 17.94 | 31.27 > 30 CHK! | 57.93 > 35 CHK! | 98.83 > 40 CHK! | 158.30 > 45 CHK! | 241.27 > 50 CHK! | |
| 5 | O | H194150 | H194X150X6X9 | 194 | 150 | 6 | 9 | 13 | 0 | 39.01 | 30.6 | 2690 | 507 | 8.3 | 3.61 | 277 | 67.6 | 9.7 | 7.5 | 309 | 104 | 43300 | 11 | 4.11 | 8.33 | 29.33 | 139 | 1.797 | 6.773 | 0.94 | 1.74 | 2.98 | 4.77 | 7.26 | 9.85 | 18.24 | 31.12 | 49.84 > 45 CHK! | 75.97 > 50 CHK! | |
| 6 | O | H150150 | H150X150X7X10 | 150 | 150 | 7 | 10 | 11 | 0 | 40.14 | 31.5 | 1640 | 563 | 6.39 | 3.75 | 219 | 75.1 | 7.5 | 7.5 | 246 | 115 | 27600 | 13.8 | 4.24 | 7.5 | 18.57 | 133 | 1.867 | 9.550 | 1.59 | 2.95 | 5.02 | 8.05 | 12.27 | 16.15 | 29.92 | 51.04 > 40 CHK! | 81.76 > 45 CHK! | 124.61 > 50 CHK! | |
| 7 | O | H300150 | H300X150X6.5X9 | 300 | 150 | 6.5 | 9 | 13 | 0 | 46.78 | 36.7 | 7210 | 508 | 12.4 | 3.29 | 481 | 67.7 | 15 | 7.5 | 542 | 105 | 107000 | 12.7 | 3.92 | 8.33 | 43.38 | 152 | 1.638 | 5.085 | 0.42 | 0.78 | 1.33 | 2.13 | 3.25 | 3.67 | 6.81 | 11.61 | 18.60 | 28.34 | |
| 8 | O | H346174 | H346X174X6X9 | 346 | 174 | 6 | 9 | 14 | 0 | 52.68 | 41.4 | 11100 | 792 | 14.5 | 3.88 | 642 | 91 | 17.3 | 8.7 | 716 | 140 | 224000 | 13.7 | 4.56 | 9.67 | 54.67 | 129 | 1.931 | 5.575 | 0.31 | 0.57 | 0.98 | 1.56 | 2.38 | 2.39 | 4.42 | 7.54 | 12.08 | 18.41 | |
| 9 | O | H244175 | H244X175X7X11 | 244 | 175 | 7 | 11 | 16 | 0 | 56.24 | 44.1 | 6120 | 984 | 10.4 | 4.18 | 502 | 113 | 12.2 | 8.75 | 558 | 173 | 133000 | 23.2 | 4.77 | 7.95 | 31.71 | 120 | 2.081 | 7.646 | 0.60 | 1.10 | 1.88 | 3.02 | 4.60 | 4.33 | 8.02 | 13.68 | 21.91 | 33.39 | |
| 10 | O | H350175 | H350X175X7X11 | 350 | 175 | 7 | 11 | 14 | 0 | 63.14 | 49.6 | 13600 | 984 | 14.7 | 3.95 | 777 | 112 | 17.5 | 8.75 | 868 | 174 | 282000 | 23 | 4.63 | 7.95 | 46.86 | 127 | 1.966 | 5.972 | 0.30 | 0.56 | 0.95 | 1.53 | 2.33 | 1.95 | 3.61 | 6.15 | 9.86 | 15.03 | |
| 11 | O | H200200 | H200X200X8X12 | 200 | 200 | 8 | 12 | 13 | 0 | 63.53 | 49.9 | 4720 | 1600 | 8.62 | 5.02 | 472 | 160 | 10 | 10 | 526 | 244 | 141000 | 30.2 | 5.64 | 8.33 | 22 | 100 | 2.499 | 11.191 | 0.87 | 1.62 | 2.77 | 4.43 | 6.75 | 5.61 | 10.40 | 17.73 | 28.41 | 43.30 | |
| 15 | O | H396199 | H396X199X7X11 | 396 | 199 | 7 | 11 | 16 | 0 | 72.16 | 56.6 | 20000 | 1450 | 16.7 | 4.48 | 1010 | 145 | 19.8 | 9.95 | 1130 | 224 | 536000 | 27.1 | 5.25 | 9.05 | 53.43 | 112 | 2.23 | 6.522 | 0.23 | 0.43 | 0.74 | 1.19 | 1.81 | 1.32 | 2.45 | 4.19 | 6.70 | 10.22 | |
| 16 | O | H400200 | H400X200X8X13 | 400 | 200 | 8 | 13 | 16 | 0 | 84.12 | 66 | 23700 | 1740 | 16.8 | 4.54 | 1190 | 174 | 20 | 10 | 1330 | 268 | 650000 | 42.2 | 5.31 | 7.69 | 46.75 | 110 | 2.26 | 6.921 | 0.23 | 0.43 | 0.73 | 1.17 | 1.78 | 1.12 | 2.07 | 3.53 | 5.66 | 8.62 | |
| 19 | O | H450200 | H450X200X9X14 | 450 | 200 | 9 | 14 | 18 | 0 | 96.76 | 76 | 33500 | 1870 | 18.6 | 4.4 | 1490 | 187 | 22.5 | 10 | 1680 | 291 | 887000 | 57.1 | 5.23 | 7.14 | 46.89 | 114 | 2.19 | 6.751 | 0.19 | 0.35 | 0.59 | 0.95 | 1.45 | 0.79 | 1.46 | 2.50 | 4.00 | 6.10 | |
| 20 | O | H300300 | H300X300X10X15 | 300 | 300 | 10 | 15 | 18 | 0 | 119.8 | 94 | 20400 | 6750 | 13.1 | 7.51 | 1360 | 450 | 15 | 15 | 1500 | 684 | 1370000 | 89 | 8.41 | 10 | 27 | 67 | 3.739 | 14.208 | 0.38 | 0.71 | 1.21 | 1.93 | 2.94 | 1.30 | 2.41 | 4.10 | 6.57 | 10.02 | |
| 25 | O | H350350 | H350X350X12X19 | 350 | 350 | 12 | 19 | 20 | 0 | 173.9 | 137 | 40300 | 13600 | 15.2 | 8.84 | 2300 | 776 | 17.5 | 17.5 | 2550 | 1180 | 3720000 | 200 | 9.89 | 9.21 | 26 | 57 | 4.401 | 17.610 | 0.28 | 0.52 | 0.89 | 1.42 | 2.17 | 0.66 | 1.22 | 2.08 | 3.33 | 5.07 | |
| 27 | O | H400400 | H400X400X13X21 | 400 | 400 | 13 | 21 | 22 | 0 | 218.7 | 172 | 66600 | 22400 | 17.5 | 10.1 | 3330 | 1120 | 20 | 20 | 3670 | 1700 | 8040000 | 304 | 11.29 | 9.52 | 27.54 | 50 | 5.028 | 19.434 | 0.21 | 0.40 | 0.68 | 1.08 | 1.65 | 0.40 | 0.74 | 1.26 | 2.01 | 3.07 | |
No.5. 벽산남해화학 AMMONIA Tank Size, D= 43.106, H= 28.502 (m), Storage Capacity = 0 (m³)
여기부터 Bottom Plate 시작함 BOTTOM_ANNULAR_ROPORT()
[rvBottom] = tid = 8, tdFoot[1] = 7.938 (mm), tuFoot[1] = 27.0 (mm)
4. Bottom plate and Annular plate of calculation
8.4 Roof Plate
The roof plate is designed to withstand the internal pressures in design and pneumatic test
conditions in accordance with Section 5.10 of API 620.
8.4.1 Design Internal Pressure Condition
The minimum thickness of roof plate for design pressure is calculated as the follows.
(as per API 620 para. 5.10.2.5, Spherical segment dome roof plate)
8.4.2 Pneumatic Test Pressure Condition
The minimum thickness of roof plate for pneumatic test pressure is calculated as the follows.
아래는 ROOF STRUCTURE 없이 [Self Support Dome Roof] 로 할 경우
최소 필요한 Roof Plate 두께를 계산 합니다. ( 계산서에 포함 시키지 마세요 )
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA) [원본 일본어 ] [한글 번역본]
8.4.3 External Pressure (Vacuum) Condition ( When, Self Support Dome Roof )
The minimum roof plate thickness(without roof rafter) for vacuum pressure is calculated as the follows.
(as per API 620 Annex F.3.3.2)
Roof Plate 두께 (API 620 Annex F 3.3)
Allowable External Pressure( Pmax = Pe + W/A) 역 계산
[RRR-START]
where,
La : Actual height of the tank associated with the particular stiffener
(Acutal distance of stiffener & stiffener or stiffener & top shell)
Tav : Average thickness of inner shell plate with corrosion, Tav =15.552 mm
Fa : Allowable Compressive Stress, 15,000 psi, Fa = 103.421 MPa
Nwave : Calculate the number of buckling waves,
[RRR-END]
[RPT_RESULT[10] = BUCKLING_CALC() [
1. TANK SHELL BUCKLING CALCULATION ( EACH CASE)
at[at[0].tid].in_OR_out=[1]
[Check Condition : CASE 1 / 9], Design Pressure (100%) + Full Liquid(DLL) Pg= 6.865 (kPa), DLL = 0 (m), SG = 0.0, Wr = 223.027(Ton)
[Check Condition : CASE 2 / 9], Operating + Operating Pressure Pg= 0.034 (kPa), DLL = 0 (m), SG = 0.0, Wr = 223.027(Ton)
[Check Condition : CASE 8 / 9], Design Pressure (100%) + Lr(20psf) + 10% Snow Load Pg= 6.865 (kPa), DLL = 0 (m), SG = 0.0, Lr = 102(kg/m²)×A(m²)= 145.94(Ton), Wr = 368.967(Ton)
[Check Condition : CASE 9 / 9], Vacuum Pressure (-50 mmWTR) Pe= -0.5 (kPa), DLL = 0 (m), SG = 0.0, Lr = 102(kg/m²)×A(m²)= 145.94(Ton), Wr = 368.967(Ton)
[END OF RPT_RESULT[10] = BUCKLING_CALC() [
AAA k = 0 = API 650 = k = 0, dCode = 1, AAA D = 43.106 (mm), Hd[0] = 28502.0 (mm) Hd[1] = 28502.0 (mm) Ht[0] = 0.0 mm
seisResult[1] =
[
START - [SEISMIC DESIGN 스펙트럼 그래프 그리기] [CANVAS SHOW]
<canvas name=canvasSpect id=seisDesignSpect_4> <img name=imgvasSpect id=imgsDesignSpect_4>
기상청 Magnitude 환산 Formula M = 2.0 × [Log10(Sa×980) + 1]
MMI : 수정머칼리 진도척도(Modified Mercalli Intensity(MMI) Scale) [ I ~ XII 까지 12단계 ]
MMI = 3.0 × [Log10(Sa×980) + 0.5]
[지반가속도 와 규모의 관계그래프.xlsx]
출처 : 나무위키 지진
1.[기상청] 지진표준교재
2.[기상청] 중고등교재
3.[기상청] 초등교재
END - [스펙트럼 그래프 그리기]
[ KGS GC203 ] = at[tid].sData[4] == 1 [나중에 추가해야 함]
DEBUG START 624 dCode = [1] CLEOLE = [0] at[tid].sData[4] = [1.0] END OF DEBUG 624
DEBUG START 625 at[tid].seisResu[0] = [at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.22, S1 = 0.22, Fa = 1.46, Fv = 1.58
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.4015x(183,831,111x10.688 + 4,620,697x11.017 + 2,187,148x31.86 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(95,410,161x18.663)]2)
Mrw = 837,278,330 [N-m] = 837,278 [KN-m] = 85,379 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.4015x(183,831,111x18.033 + 4,620,697x11.017 + 2,187,148x31.86 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(95,410,161x18.663)]2)
Ms = 1,379,399,492 [N-m] = 1,379,399 [KN-m] = 140,660 [Ton-m]
Wp = 278,600,599 [N] = 278,601 [KN] = 28,409 [Ton]
Wi = 183,831,111 [N] = 183,831 [KN] = 18,746 [Ton], Xi = 10.688 [m], Wi/Wp = 65.98[%]
Wc = 95,410,161 [N] = 95,410 [KN] = 9,729 [Ton], Xc = 18.663 [m], Wc/Wp = 34.25[%]
Ws = 4,620,697 [N] = 4,621 [KN] = 471.180 [Ton], Xs = 11.017 [m]
Wr = 2,187,148 [N] = 2,187 [KN] = 223.027 [Ton], Xr = 31.86 [m]
Wf = 831,408 [N] = 831 [KN] = 84.780 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 76,875,351 [N] = 76,875 [KN] = 7,839 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 76,875,351 [N] = 76,875 [KN] = 7,839 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 1
Ai=0.4015[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.3476 × ( 3.0 / 6.8836²) × ( 1.0 / 1.0) = 0.0 [g]
Av= 0.3774 [g]
] END OF DEBUG 625
6.2.4. 내진설계 ( KGS GS203 + API 620 Annex L )
API 620 L.4.3.3 (OLE) Adjustment Factors, ( Factor I , R )
Unless specifically permitted by the regulations, the OLE design forces shall not be adjusted by
an importance factor, I, or force reduction factor, R,
Nor shall the forces be reduced by the 0,7 multiplier (1/1.4) commonly applied
to convert (CLE) Contingency Level Events to ASD methods.
해석 : API 620 L.4.3.3 (OLE) 조정계수, ( OLE I, R 에 대한 특별규정 )
규정에서 특별히 허용하지 않는 한, OLE 설계력은 중요도 계수 I 또는 힘 감소 계수 R에 의해 조정되지 않아야 합니다.
또한 (CLE) 비상 수준 이벤트를 ASD 방법으로 변환하는 데 일반적으로 적용되는 0.7 승수(1/1.4)로 힘을 줄여서는 안 됩니다.
API 620 L.4.4.2 (CLE) Definition Based on ASCE 7 Method (API 650, Annex E)
To utilize API 650, Section E.4 to define the CLE ground motion,
the following modifications shall be made based on the provisions in this annex:
1) Scaling factor, Q = 1.0 , is not applicable and may be set equal to a value of 1.0;
2) Importance factor, I = 1.0
]
SlidingCheck =
[
6.4.8 Sliding Resistance Check / PTT-LNG Examples
4.7 Sliding Resistance
According to API 650 E. 7.6, Total design base shear (horizontal force) V , should be equal
to or smaller than the value Vs obtained as follows;
Vs = μ × (Ws + Wr + Wf + Wp + Wns + Wnr ) × (1.0 - 0.4 × Av)
Where,
Vs = Allowable base shear [N]
μ = Maximum friction coefficient for tank sliding
= tan(30°) / 1.5 = 0.3849 for OBE (According to API620 L4.2.10)
= tan(30°) / 1.0 = 0.5773 for SSE (According to API620 L4.3.3)
Ws = Weight of tank Shell Plate = 4,620,697 [N], Ws = 471.18 [Ton]
Wr = Weight of tank roof = 2,187,148 [N], Wr = 223.027 [Ton]
Wf = Weight of tank bottom = 831,408 [N], Wf = 84.78 [Ton]
Wp = Weight of liquid content = 7,639,253 [N], Wp = 778.987 [Ton]
Total Weight of Steel and Liquid Content,
Wsum = (Ws+Wr+Wf+Wp+Wns+Wnr)= 286,240 kN, Wsum = 778,987 [Ton]
Av(ALE) = Vertical seismic acceleration = 0.2769 [g] for OBE
Av(CLE) = Vertical seismic acceleration = 0.3774 [g] for CLE
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.5 = 0.3849 (For ALE)
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.0 = 0.577 (For CLE)
Sliding Resistance (Vs)
Vs (ALE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.3849 × 7,639 × (1.0 - 0.4 × 0.2769) = 2,615 [kN]
Vs (CLE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.577 × 286,240 × (1.0 - 0.4 × 0.3774) = 140,228 [kN]
The following table shows the results.
Table 6.4.9 Result of sliding resistance
계산결과 CLE=rvAry[0], OLE=rvAry[1], ALE=rvAry[2]
Min. yield strength of annulae plate (A537-CL1+S5), Fy = 345 MPa
Design Internal Pressure, Pg = 6.86466 kPa
Tank Dia. D = 43.106 (m), Tank Height Ht = 28.502(m), H = 28.502 (m), Design Liquid Level for Seismic calc,
SG = 0.683, CA = 0.0 (mm)
SEISMIC DESIGN CODE : [ KGS GC 203 ]
SITE Class : [ S3 ]
SEISMIC USE GROUP : SUG = [ II ]
6.2.4. 내진설계 ( KGS GS203 + API 620 Annex L )
Where,
SITE Class : [ S3 ]
SEISMIC USE GROUP : SUG = [ II ]
API 620 L4.3.9 Inner Tank Freeboard
1. OLE (Operating Level Earthquake)
δs = 0.42 × D × Af + hs (300 mm), for API 620 OLE or SUG = III
δs = 0.42 × 43,106 × 0.0 + 300 = 0 (mm)
An additional shell height, hs shall be added to the calculated value above
the sloshing height as required by the governing regulations.
The minimum value of hs forthe OLE event shall be 300 mm (1 ft).
2. CLE (Contingency Level Earthquake) FOR SUG = I OR II
δs = 0.42 × D × Af
δs = 0.42 × 43,106 × 0.0 = 0 (mm)
Therefore, This Tank FreeBoard(δs) is Max( OLE, CLE) = Max( 0, 0 ) = 0 (mm)
API 650 E.6.1.2 Center of Action for Effective Lateral Forces
반응수정계수 행복채움 블로그
반응수정계수 (response modiflcation coefflcient)는 내진설계를 하면서 붕괴방지수준(CLE) 에 대해 검토시
비탄성거동인 소성영역까지 허용하여 저감된 지진력 으로 구조검토를 하게 됩니다.
탄성은 외부로부터 받은 자극이 제거되면 물체를 원래 형상으로 복원시키려는 성질인 반면,
소성은 외부의 자극이 제거되어도 변형을 그대로 유지하려는 성질입니다.
이런 비선형적 거동을 고려할수 있도록 내진설계시 R 응답수정계수를 적용해 줍니다.
Ve: 만약 구조체가 설계 지진의 지반 운동에 대하여 완전히 탄성 거동을 하게 된다고 가정하였을때 지진력에 대해저항하는힘
V: 선형 탄성영역에서의 밑면전단력
이러한 응답수정계수는 설계시 적용할때 마다 구하기는 한계가 있으므로
기준별로 정리되어있어 필요할경우 편리하게 사용하면 됩니다.
주의하실 점은 부재의 연성으로 비탄성변형으로 인한부재력의 저감은
수평력에 대해서만 적용하며， 수직력은 적용하지 않습니다.
4. TANK CAPACITY
4.1 Liquid Levels
Note 1) This liquid level should be used for seismic design and determination of sloshing height of inner steel tank.
2) It is the liquid level of maximum operation level plus overfill protection margin (= 200 mm).
4.2 Operating Tank Capacity
Table 2-1 Tank Capasity Calculation
Tank type : Full Containment Tank Elevated Bottom slab Metal Inner Tank with Suspended Deck
]
7.2.4. Dynamic hoop stress calculation (CLE) API 620 Annex L
[TABLE 6.1]
When, D/H= 1.512 > 1.333
6.2.5. Shell Buckling (Compressive) Strength Check (CLE) API 620 Annex L
[TABLE 7.2.5.1] Ai = 0.4015[g], Ac = 0.0[g], Av = 0.3774[g] Wp = 278600.6 [Ton], Wi = 183831.11 [Ton], Wc = 95410.16 [Ton], Ws = 471.18 [Ton], Xs = 11.017 [m]
DLL = 28502.0 m, Hd[0] = 28502.0 m, Hmm = 28502.0 m, Wr = 223.03 [Ton], Xr = 31.860 [m], XrRoof = 3.358 [m] Knuckle 반경 = [0.0 mm, Knuckle 높이(0m) + Dome 높이(0m) = 0(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.4015 [g] × 2187.15 [kN] × 3.358(m) = 2948.79[kN-m]
Mrw_KN = 837,278 = Mrw + Mrw_Roof = 837,278 [KN-m], Mrw_Roof = 2,949 [KN-m], Mrw_Roof = 837,278 × (223 / ( 278,601 + 471 )) = 2948.79[kN-m]
Allowable Compressive Stress : Scs = 1.33 × ( tPr≤0.00667? 1,800,000 : ( tPr≤0.0175? 10,150.0+277,400: 15,000) × tPr × 0.006894757
API 620 CLE [0] Level Accelation : Ai = Fa×Ss×(I/Rwi)= 0.4015[g], Ac=0.0[g], Av=0.3774[g], Q=1.0, I=1.0, Rwi=2.0, Rwc=1.0
SDS=Q×Ss×Fa=0.803[g], SD1=Q×S1×Fv=0.3476[g], Ss=0.22[g], Fa=1.46, S1=0.22[g], Fv=1.58, Ti=0.3764[s], Tc=6.8836[s]
J=2.543, Mrw=837,278[KN-m] , Ms=1,379,399[KN-m], V=76875.0[KN]
Wp=278600.599[kN] Wi=183831.111[kN] Wc=95410.161 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.22, S1 = 0.22, Fa = 1.46, Fv = 1.58
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.4015x(183,831,111x10.688 + 4,620,697x11.017 + 2,187,148x31.86 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(95,410,161x18.663)]2)
Mrw = 837,278,330 [N-m] = 837,278 [KN-m] = 85,379 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.4015x(183,831,111x18.033 + 4,620,697x11.017 + 2,187,148x31.86 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(95,410,161x18.663)]2)
Ms = 1,379,399,492 [N-m] = 1,379,399 [KN-m] = 140,660 [Ton-m]
Wp = 278,600,599 [N] = 278,601 [KN] = 28,409 [Ton]
Wi = 183,831,111 [N] = 183,831 [KN] = 18,746 [Ton], Xi = 10.688 [m], Wi/Wp = 65.98[%]
Wc = 95,410,161 [N] = 95,410 [KN] = 9,729 [Ton], Xc = 18.663 [m], Wc/Wp = 34.25[%]
Ws = 4,620,697 [N] = 4,621 [KN] = 471.180 [Ton], Xs = 11.017 [m]
Wr = 2,187,148 [N] = 2,187 [KN] = 223.027 [Ton], Xr = 31.86 [m]
Wf = 831,408 [N] = 831 [KN] = 84.780 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 76,875,351 [N] = 76,875 [KN] = 7,839 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 76,875,351 [N] = 76,875 [KN] = 7,839 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 1
Ai=0.4015[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.3476 × ( 3.0 / 6.8836²) × ( 1.0 / 1.0) = 0.0 [g]
Av= 0.3774 [g]
7.2.6. Dynamic hoop stress calculation (ALE) API 620 Annex L
[TABLE 6.1]
When, D/H= 1.512 > 1.333
6.2.5. Shell Buckling (Compressive) Strength Check (ALE) API 620 Annex L
[TABLE 7.2.5.3] Ai = 0.5892[g], Ac = 0.0[g], Av = 0.2769[g] Wp = 0.0 [Ton], Wi = 0.0 [Ton], Wc = 0.0 [Ton], Ws = 471.18 [Ton], Xs = 11.017 [m]
DLL = 28502.0 m, Hd[0] = 28502.0 m, Hmm = 28502.0 m, Wr = 223.03 [Ton], Xr = 31.860 [m], XrRoof = 3.358 [m] Knuckle 반경 = [0.0 mm, Knuckle 높이(0m) + Dome 높이(0m) = 0(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.5892 [g] × 2187.15 [kN] × 3.358(m) = 4327.35[kN-m]
Mrw_KN = 71,051 = Mrw + Mrw_Roof = 71,051 [KN-m], Mrw_Roof = 4,327 [KN-m], Mrw_Roof = 71,051 × (223 / ( 0 + 471 )) = 4327.35[kN-m]
Allowable Compressive Stress : Scs = 1.33 × ( tPr≤0.00667? 1,800,000 : ( tPr≤0.0175? 10,150.0+277,400: 15,000) × tPr × 0.006894757
API 620 OLE [1] Level Accelation : Ai = Fa×Ss = 0.5892[g], Ac=0.0[g], Av=0.2769[g], Q=1.0, I=1.0, Rwi=1.0, Rwc=1.0
SDS=Q×Ss×Fa=0.5892[g], SD1=Q×S1×Fv=0.2425[g], Ss=0.1467[g], Fa=1.6066, S1=0.1467[g], Fv=1.6533, Ti=0.2[s], Tc=0.0[s]
J=0.8554, Mrw=71,051[KN-m] , Ms=71,051[KN-m], V=4501.0[KN]
Wp=0.0[kN] Wi=0[kN] Wc=0 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.1467, S1 = 0.1467, Fa = 1.6066, Fv = 1.6533
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.5892x(0x0 + 4,620,697x11.017 + 2,187,148x31.86 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(0x0)]2)
Mrw = 71,050,894 [N-m] = 71,051 [KN-m] = 7,245 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.5892x(0x0 + 4,620,697x11.017 + 2,187,148x31.86 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(0x0)]2)
Ms = 71,050,894 [N-m] = 71,051 [KN-m] = 7,245 [Ton-m]
Wp = 0 [N] = 0 [KN] = 0 [Ton]
Wi = 0 [N] = 0 [KN] = 0 [Ton], Xi = 0 [m], Wi/Wp = ?[%]
Wc = 0 [N] = 0 [KN] = 0 [Ton], Xc = 0 [m], Wc/Wp = ?[%]
Ws = 4,620,697 [N] = 4,621 [KN] = 471.180 [Ton], Xs = 11.017 [m]
Wr = 2,187,148 [N] = 2,187 [KN] = 223.027 [Ton], Xr = 31.86 [m]
Wf = 831,408 [N] = 831 [KN] = 84.780 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 4,501,048 [N] = 4,501 [KN] = 459 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 4,501,048 [N] = 4,501 [KN] = 459 [Ton] CLEOLE = 1, dCode = 1, at[tid].in_OR_out = 1
Ai=0.5892[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.2425 × ( 3.0 / 0.0²) × ( 1.0 / 1.0) = 0.0 [g]
Av= 0.2769 [g]
Where,
div id='atDiv_3_8', at[8].divRPT[3] Contents 내용 = 벽산남해화학 AMMONIA] 3.Weight summary] 43 [KB]| Descriptipon | SI Unit | USC Unit | ||||
| Diameter of tank inside | D = | 43106 | mm | D = | 141.424 | ft |
| Height of tank | Htank = | 28502 | mm | Htank = | 93.51 | ft |
| Radius of tank in-diameter, Rc = D / 2 | Rc = | 21553 | mm | Rc = | 70.712 | ft |
| Design liquid level | DLL = | 25082 | mm | DLL = | 82.29 | ft |
| Hydrostatic-test liquid level, HTL = DLL × SG | HTL = | 25082 | mm | HTL = | 82.29 | ft |
| Corrosion allowance | C.A = | 0.0 | mm | C.A = | 0.000 | in |
| Min. Shell Thickness as per API 620 CODE | tMin = | 7.938 | mm | tMin = | 0.313 | inch |
| Design Temperature | DT = | -40.0 | ℃ | DT = | -40.0 | ºF |
| Design Specific Gravity(SG = 0.683), Design Density(ρ) | ρ = | 683.0 | kg/m3 | ρ = | 42.638 | lb/ft3 |
| Cross-sectional area of the tank, At = π×D²/4 | At = | 1459.37 | m2 | At = | 2,262,028 | in2 |
| Total weight of tank and its contents. W = Wr + Lr Roof Dead Load(Wr)= 223.027 + Live Load(Lr)= 175.124 Ton | W = | 398.151 | Ton | W = | 3904.5 | kN |
| Shell Plate Welding Joint Efficiency | E = | 1.000 | E = | 1.000 | ||
| Material of shell plate | MATL = | A537-CL1+S5 | ||||
| Minimum Tensile strength (For WELD METAL) | Fu = | 482.633 | MPa | Fu = | 70,000 | psi |
| Minimum Yield strength (For WELD METAL) | Fy = | 344.738 | MPa | Fy = | 50,000 | psi |
| Allowable Stress for Design Condition [View] (Design) Sts = Min( 0.3×Ft, 0.6×Fy) | Sts = | 144.79 | MPa | Sts = | 21,000 | psi |
| Allowable Stress for Test Condition (Test) Sts = Min( 0.55 × Ft, 0.75 × Fy) | Sts = | 265.448 | MPa | Sts = | 38,500 | psi |
| Design internal pressure, Pg = 700 mmWTR | Pg = | 0.006864655 68.64655 | MPa mbar.g | Pg = | 0.99563 | psi |
| Height from the bottom of the course under consideration to the Max. design liquid level(DLL), PL = ρ · g · Hd · 10-3 (kPa) Gravity acceleration, g = 9.80665 m/sec² | PL = | See Below 3.1.1 Table(a) | ||||
| Total pressure, P = Pg + PL | P = | See Below 3.1.1 Table(a) | ||||
| For cylindrical sidewalls of a vertical tank : as per API 620 5.10.2.5 c) Eqn. (10)(11), | ||||||
| T2 = P x Rc | T1 = Meridional (Longitudinal) unit force. (lb/in) | |||||
| T2 : Latitudinal (Circumferential) unit force. (lb/in) | ||||||
| Required shell thickness calculation : as per API 620 5.10.3.2 Eqn. (16), | ||||||
| td : Design thickness of shell. (mm) tu : Used (Selected) thickness of shell. (mm) | |||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| Design Condition : D=43.106 (m), H=28.502 (m), DLL=0 (m), HTL=0 (m), SG=0.683, Pg=6.8647 (kPa) 주의 : SINGLE CONTAINMENT 이므로 OUTER TANK 는 수압테스트를 하지 않는다. , Pg=6.8647 (kPa) = 700 (mmWTR) DLL=25.082 (m), Hd[i] = DLL + Pg/SG (m) Ht[i] = Hd[i] × SG API 620, SINGLE, OUTER, Pg= 6.865 (kPa) = 700 (mmWTR) | Tank D(m)= | 43.106 | H(m)= | 28.502 | DLL(m)= | 25.082 | Shutdown and Construction Condition [ 내부압력 없는 조건 Pd: 0.0 MPa ], T1s(ShutDown) = Max. Compression (-값) 압축 1) Roof Dead Load Wr = [223.027] Ton 2) Roof Live Load LL = [175.124] Ton = Max( LL, Vacuum, SnowLoad ) 120 kg/m²× At (1459.37)m²= [175.124] Ton Total Load : (1)+(2) Wsum = [398.151] Ton Note 1) : 탱크내부에 진공압력( Vacuum Pressure 0.005 MPa)이 걸렸을 경우에는 나중에 추가 예정 2022.07.15 | |||||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (m) | Hd (m) | Ht (m) | P=Pg+PL (KPa) | T2=P×R (N/mm) |
td (mm) | tt (mm) | Used Thk. tu =Max(td,tt , tMin) (mm) | Weight (Ton) | Remark tu(input) (mm) | SKETCH | Each Wtr[n] (mm) | ∑Wtr[1~n] 누적(mm) | Remark | tc =tu-CA (mm) | Ratio t / R | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A[n] (mm²) | T1=R/2× (P-W/A) (N/mm) | T2=P×R (N/mm) | Sc = T1/tc 수직응력 (-압축,+인장) (MPa) | St = T2/tc 원주막응력 (-압축,+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fact(N) | Scs (MPa) | Sca = M×Scs (MPa) | Stress ratio SRc = Sc/Sca SRt = St/Sts SRtc < 1.0 OK | 1. ASME D.1 Sca = M×0.0625×E×tPr (MPa), E = 204,000 (MPa) 2. EN_1993 Sca = 0.0605 × E × Cx(1.0) × tPr (MPa) 3. JIS_LNG Sca = (0.25/γ1=2.25)×E×tPr (MPa) Long-Term 4. JIS_LNG Sca = (0.25/γ2=1.50)×E×tPr (MPa) Short-Term | ||
| 9 | A537-CL1+S5 | 0.502 | 0.0 | 0.0 | 6.865 | 147.95 | 7.938 | 7.938 | 25.00 (＋17.06) | 13.350 | 25.0 (0.0) |
shCanvas_650[CANVAS SHOW]
|
29 | 12,296 | 25.0 | 0.001160 | 411.501 | 3385537 | (-) 29.799 | 147.954 | -1.192 | 5.918 | 144.790 | 0.0409 | 0.9789 | 14.395 | 14.092 | 0.085 < 1.0 OK | ASME= 14.477, EN1993= 14.316, JIS(L)= 26.292, JIS(S)= 39.438 | |||
| 8 | A537-CL1+S5 | 3.500 | 0.0 | 0.0 | 6.865 | 147.95 | 7.938 | 7.938 | 8.00 (＋0.06) | 29.770 | 8.0 (0.0) | 3,500 | 12,267 | 8.0 | 0.000371 | 441.271 | 1083372 | (-) 31.955 | 147.954 | -3.994 | 18.494 | 144.790 | 0.1277 | 0.9300 | 4.606 | 4.284 | 0.932 < 1.0 OK | ASME= 4.401, EN1993= 4.581, JIS(L)= 8.413, JIS(S)= 12.62 | ||||
| 7 | A537-CL1+S5 | 3.500 | 0.0 | 0.0 | 6.865 | 147.95 | 7.938 | 7.938 | 8.00 (＋0.06) | 29.770 | 8.0 (0.0) | 3,500 | 8,767 | 8.0 | 0.000371 | 471.041 | 1083372 | (-) 34.111 | 147.954 | -4.264 | 18.494 | 144.790 | 0.1277 | 0.9300 | 4.606 | 4.284 | 0.995 < 1.0 OK | ASME= 4.401, EN1993= 4.581, JIS(L)= 8.413, JIS(S)= 12.62 | ||||
| 6 | A537-CL1+S5 | 3.500 | 0.0 | 0.0 | 6.865 | 147.95 | 7.938 | 7.938 | 9.00 (＋1.06) | 33.490 | 9.0 (0.0) | 2,607 | 5,267 | 9.0 | 0.000418 | 504.531 | 1218793 | (-) 36.536 | 147.954 | -4.060 | 16.439 | 144.790 | 0.1135 | 0.9384 | 5.182 | 4.863 | 0.835 < 1.0 OK | ASME= 4.996, EN1993= 5.154, JIS(L)= 9.465, JIS(S)= 14.198 | ||||
| 5 | A537-CL1+S5 | 3.500 | 0.0 | 0.0 | 6.865 | 147.95 | 7.938 | 7.938 | 12.00 (＋4.06) | 44.660 | 12.0 (0.0) | 1,270 | 2,660 | 12.0 | 0.000557 | 549.191 | 1625058 | (-) 39.770 | 147.954 | -3.314 | 12.329 | 144.790 | 0.0852 | 0.9547 | 6.910 | 6.597 | 0.502 < 1.0 OK | ASME= 6.777, EN1993= 6.872, JIS(L)= 12.62, JIS(S)= 18.93 | ||||
| 4 | A537-CL1+S5 | 3.500 | 0.0 | 0.0 | 6.865 | 147.95 | 7.938 | 7.938 | 16.00 (＋8.06) | 59.550 | 16.0 (0.0) | 619 | 1,390 | 16.0 | 0.000742 | 608.741 | 2166744 | (-) 44.082 | 147.954 | -2.755 | 9.247 | 144.790 | 0.0639 | 0.9665 | 9.213 | 8.904 | 0.309 < 1.0 OK | ASME= 9.148, EN1993= 9.162, JIS(L)= 16.827, JIS(S)= 25.24 | ||||
| 3 | A537-CL1+S5 | 3.500 | 0.0 | 0.0 | 6.865 | 147.95 | 7.938 | 7.938 | 20.00 (＋12.06) | 74.450 | 20.0 (0.0) | 354 | 771 | 20.0 | 0.000928 | 683.191 | 2708430 | (-) 49.474 | 147.954 | -2.474 | 7.398 | 144.790 | 0.0511 | 0.9735 | 11.516 | 11.211 | 0.221 < 1.0 OK | ASME= 11.518, EN1993= 11.453, JIS(L)= 21.033, JIS(S)= 31.55 | ||||
| 2 | A537-CL1+S5 | 3.500 | 0.0 | 0.0 | 6.865 | 147.95 | 7.938 | 7.938 | 23.00 (＋15.06) | 85.620 | 23.0 (0.0) | 250 | 417 | 23.0 | 0.001067 | 768.811 | 3114694 | (-) 55.674 | 147.954 | -2.421 | 6.433 | 144.790 | 0.0444 | 0.9771 | 13.244 | 12.941 | 0.187 < 1.0 OK | ASME= 13.294, EN1993= 13.171, JIS(L)= 24.188, JIS(S)= 36.283 | ||||
| 1 | A537-CL1+S5 | 3.500 | 0.0 | 0.0 | 6.865 | 147.95 | 7.938 | 7.938 | 27.00 (＋19.06) | 100.520 | 27.0 (0.0) | 167 | 167 | 27.0 | 0.001253 | 869.331 | 3656380 | (-) 62.953 | 147.954 | -2.332 | 5.480 | 144.790 | 0.0378 | 0.9806 | 15.547 | 15.245 | 0.153 < 1.0 OK | ASME= 15.662, EN1993= 15.461, JIS(L)= 28.395, JIS(S)= 42.593 | ||||
| ∑W, Hd, Ht(m)= | 28.502 | 0.0 | 0.0 | Total Net Weight, NetWt = | 471.18 | Ton | ∑Wtr= | 12.296 | (m) | |||||||||||||||||||||||
| Total Gross Weight, GrsWt = | 493.903 | Ton | ||||||||||||||||||||||||||||||
| Equivalent Shell Nominal Thickness (평균두께 부식전) | 15.552 | mm | Without CA | |||||||||||||||||||||||||||||
| Equivalent Shell Corroded Thickness (평균두께 부식후) | 15.552 | mm | With CA | |||||||||||||||||||||||||||||
| Shell Gravity Center from Bottom,(PV Hanbook : 434 Page) Xs = (Aa+Ba+Ca...Z) / (A+B+C..Z) =11.017 [m] | 11.017 | m | ||||||||||||||||||||||||||||||
[rvBottom] = tid = 8, tdFoot[1] = 7.938 (mm), tuFoot[1] = 27.0 (mm)
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
|
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
8.4 Roof Plate
The roof plate is designed to withstand the internal pressures in design and pneumatic test
conditions in accordance with Section 5.10 of API 620.
8.4.1 Design Internal Pressure Condition
The minimum thickness of roof plate for design pressure is calculated as the follows.
(as per API 620 para. 5.10.2.5, Spherical segment dome roof plate)
| tDesign = | 3.85 | mm | |||||
| Used Roof plate thickness ( tDesign < tUsed OK ) | tUsed = | 6.0 | mm | |||||
| where, | ||||||||
| T1 | : Meridional unit forces T1 = Rs / 2 × ( Pg - W/At ) [API 620 5.10.2.5 a) Eqn(4)] | T1 = | 125.02 | N/mm | ||||
| T2 | : Latitudinal unit forces T2 = Rs × Pg - T1 [API 620 5.10.2.5 a) Eqn(6)] | T2 = | 141.329 | N/mm | ||||
| T | : Larger of meridional (T1) and latitudinal (T2) unit forces | T = | 141.329 | N/mm | ||||
| T = Max(T1, T2) = Max(125.02, 141.329) | ||||||||
| Pg | : Design internal pressure provided to roof plate, Pg= 6.864655 (kPa) | Pg = | 0.0068647 | MPa | ||||
| D | : Tank Diameter | D = | 43106 | mm | ||||
| Rs | : Spherical Dome Roof plate Radius (Rs = 0.90011 × D) | Rs = | 38800 | mm | ||||
| W | : Weight of Roof Plate, W = 625.493 (Ton) | W = | 613,399 | N | ||||
| At | : Section Area of tank, At = π×D²/ 4 = 1459.37 m² | At = | 1.459E9 | mm² | ||||
| Sts | : Allowable tensile stress at design condition (for A283-C) | Sts = | 104.8 | MPa | ||||
| E | : Joint efficiency (single weld butt joint with backing strip) | E = | 0.35 | |||||
| CA | : Corrosion allowance | CA = | 0.0 | mm | ||||
8.4.2 Pneumatic Test Pressure Condition
The minimum thickness of roof plate for pneumatic test pressure is calculated as the follows.
| tTest = | 2.84 | mm | |||||
| Used Roof plate thickness ( tTest < tUsed OK ) | tUsed = | 6.0 | mm | |||||
| where, | ||||||||
| T1 | : Meridional unit forces T1 = Rs / 2 × ( Pt - W/At ) [API 620 5.10.2.5 a) Eqn(4)] | T1 = | 158.298 | N/mm | ||||
| T2 | : Latitudinal unit forces T2 = Rs × Pt - T1 [API 620 5.10.2.5 a) Eqn(6)] | T2 = | 174.606 | N/mm | ||||
| T | : Larger of meridional (T1) and latitudinal (T2) unit forces | T = | 174.606 | N/mm | ||||
| T = Max(T1, T2) = Max(158.298, 174.606) | ||||||||
| Ptest | : Pneumatic Test Pressure provided to roof plate, Pt = 1.25×Pg | Pt = | 0.00858 | MPa | ||||
| D | : Tank Diameter | D = | 43106 | mm | ||||
| Rs | : Spherical Dome Roof plate Radius (Rs = 0.90011 × D) | Rs = | 38800 | mm | ||||
| Sts | : Allowable tensile stress at test condition (for A283-C) Sts = Min( 0.55 × Ft, 0.85 × Fy) | Sts = | 175.816 | MPa | ||||
| E | is the joint efficiency (single weld butt joint with backing strip) | E = | 0.35 | |||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
최소 필요한 Roof Plate 두께를 계산 합니다. ( 계산서에 포함 시키지 마세요 )
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA) [원본 일본어 ] [한글 번역본]
8.4.3 External Pressure (Vacuum) Condition ( When, Self Support Dome Roof )
The minimum roof plate thickness(without roof rafter) for vacuum pressure is calculated as the follows.
(as per API 620 Annex F.3.3.2)
| tVacuum = | 14.78 | mm | |||||
| where, | ||||||||
| Pe : | Design External Pressure, Pe = 0.5 (kPa) | Pe = | 0.00050 | MPa | ||||
| T1 : | T1 = Rs / 2 × ( -Pe - W/At ) [Annex F.3.3.2] | T1 = | -38.8 | N/mm | ||||
| T2 : | T2 = Rs × ( -Pe - W/At ) - T1 [Annex F.3.3.2] | T2 = | -38.8 | N/mm | ||||
| D : | Tank Diameter | D = | 43106 | mm | ||||
| Rs : | Spherical Dome roof radius, Rs = 0.9 × D | Rs = | 38800 | mm | ||||
| W : | Roof Total Weight Wt = Roof Plate + Structure + SNOW + Deck(and Insu.) + Etc) | W = | 223.027 | Ton | ||||
| At : | Projection Area of Tank, A = π × D | A = | 1459.37 | m² | ||||
| W/At : | Roof Design Load, W / At = 223.027 (Ton) / 1459.370 (m²) | W/A = | 0.0015 | MPa | ||||
| Proof : | Vacuum plus Roof Load, ProofMax = Pe + W/At, (Pv_MPa = 0.005 Mpa) | Pe+W/A = | 0.002 | MPa | ||||
| Sca : | Max. Allowable Compressive Stress [Annex F.3.3.2], Sca=1,000,000 psi | Sca = | 6894.76 | MPa | ||||
| CA : | is the corrosion allowance | CA = | 0.0 | mm | ||||
Roof Plate 두께 (API 620 Annex F 3.3)
Allowable External Pressure( Pmax = Pe + W/A) 역 계산
| 두께(t) | Allowable Pressure Formula (Pmax) CA = 0 (mm), Rs = 38800 (mm) Sca = 6894.757(Mpa) = 1,000,000(psi) Pmax = (t-CA)2 × Sca × 2 / Rs2 = OOO kPa | Pmax (kPa) | Pmax (mmAq) | Remark |
| 1 | Pmax(t) = (1 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.009 | 0.9 | |
| 2 | Pmax(t) = (2 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.037 | 3.7 | |
| 3 | Pmax(t) = (3 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.082 | 8.4 | |
| 4 | Pmax(t) = (4 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.147 | 14.9 | |
| 5 | Pmax(t) = (5 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.229 | 23.4 | |
| 6 | Pmax(t) = (6 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.330 | 33.6 | |
| 7 | Pmax(t) = (7 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.449 | 45.8 | |
| 8 | Pmax(t) = (8 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.586 | 59.8 | |
| 9 | Pmax(t) = (9 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.742 | 75.7 | |
| 10 | Pmax(t) = (10 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.916 | 93.4 | |
| 11 | Pmax(t) = (11 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.108 | 113.0 | |
| 12 | Pmax(t) = (12 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.319 | 134.5 | |
| 13 | Pmax(t) = (13 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.548 | 157.9 | |
| 14 | Pmax(t) = (14 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.795 | 183.1 | |
| 15 | Pmax(t) = (15 - CA)2 × Sca × 2 / Rs2 × 1000 | 2.061 | 210.2 |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
12. Compression-Ring Calculation (Based on API 620 11th Edi. 5.12.4)
1) Sketch drawing
1) Sketch drawing
| 2) Compression Ring Design condition : | Material= | A537-CL1+S5 | ||
| Radial Joint efficiency of compression-ring | E = | 1.0 | ||
| Max. allowable tensile strength, Sts = 144.79[MPa] ×145.0377 = 21000 psi | Sts = | 21000 | psi | |
| Total weight of roof plate and structure & accessory, W=200.123 [Ton] | W= | 1962.536 | kN | |
| Summation weight of roof | F = | 0 | kN | |
| Total weight (Wt = W + F) | Wt = | 1962.536 | kN | |
| 3) Equivalent pressure of roof total weight | ||||
| Cross sectional area of tank, At = π × Rc² | At = | 14593697 | cm2 | |
| Design Vapour pressure | Pg = | 6.865 | kPa | |
| Vertical unit pressure of roof weight, Pc = (W+F) / At | Pc = | 1.34478 | kPa | |
| Sum of total pressure, P = Pg - Pc | P = | 5.52 | kPa | |
| 4) Compression ring calculation | ||||
| Corrosion allowance (Shell side) | CA_sh = | 0.00 | mm | |
| Corrosion allowance (Roof side) | CA_rf = | 0.00 | mm | |
| Dome roof radius | R2 = | 38800 | mm | |
| Inside radius of tank shell | Rc = | 21553 | mm | |
| Compression ring thk. of top shell (Excl. CA) | tc = | 18.00 | mm | |
| Compression ring thk. of roof end (Excl. CA) | th = | 18.00 | mm | |
| Max. width of top shell, Wc = 0.6 × √(Rc × tc) | Wc = | 373.72 | mm | |
| Max. width of roof end, Wh = Min[32×th, 0.6×√(R2 × th)] | Wh = | 501.42 | mm | |
| Projection length of roof compression-ring edge part | L = | 100 | mm | |
| Where, Wh ≥ L ≤ 16th and Wh ≤ 32×th | 32×th = | 576 | mm | |
| 5) Effective sectional area of compression ring | ||||
| Aact = (Wh + L + tc) × th + Wc × tc | Aact = | 178.76 | cｍ² | |
| 6) Total circumferential force force in compression ring (API 620 Para. 5.12.4.3) | ||||
| Angle of Roof to shell(Refer to figure 5-6) α=56.2555 deg. Sin(α)=0.8315 | Cos(α) = | 0.5555 | ||
| T1 = 0.5 × Rc / Cos(α) × (Pg － Pc) | T1 = | 107.08 | N/mm | |
| T2 = Rc / Cos(α) × Pg － T1 | T2 = | 159.26 | N/mm | |
| T2s = Pg × Rc | T2s = | 147.95 | N/mm | |
| Q[kN] = T2 × Wh ＋ T2s × Wc － T1 × Rc × Sin(α) | Q[kN] = | -1783.93 | kN | |
| Q = Q[kN] × 224.8089(kN to lb) = -401043 (lb) | Q = | -401043 | lb | |
| 7) Required cross sectional area of Compression ring | ||||
| Areq_in = Q / 15000 psi, When, Q is Negative Value (-) | Areq_in = | 26.74 | in² | |
| Areq = Areq_in × 2.54² | Areq = | 172.49 | cｍ² | |
| 8) Evaluation of Compression-ring sectional area | ||||
| Areq ( 172.49 cｍ²) < Aact ( 178.76 cｍ² ) Areq / Aact = 0.965 < 1.0 | Acceptable. OK | |||
| 9) Used thickness and used width dimension of Compression Ring | ||||
| Used thickness of top shell course | tc = | 18.00 | mm | |
| Used thickness of roof end part | th = | 18.00 | mm | |
| Actual width of top shell course | Wc_used = | 600 | mm | |
| Actual width of roof end part | Wh_used = | 600 | mm | |
| Atot_used : Total sectional area of used dimension | Atot_used = | 216 | cｍ² | |
| 10) Assumed Net Weight of Compression Ring | ||||
| Shell Compression Ring [t: 18 × W: 600 × L: 135.535 (m)] | Wt_shell = | 11,491 | kg | |
| Roof Compression Ring [t: 18 × W: 600 × L: 134.168 (m)] | Wt_roof = | 11,375 | kg | |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
3.5 Intermediate stiffener Calculation ( as per EN 14620-2 SEC. 5.2.1.1.2)
3.5.1) The maximum height of unstiffened side wall (Ls) (equ. 18. 10)
According to “Collapse by instability of thin cylindrical shell under external pressure”
by D. F. Windenburg and C. Trilling. Refer to Guide to STORAGE TANK & EQUIPMENT, Bob Long
The David Taylor model basin Formula is used to decide upon the pitching of the stiffeners on the tank shell.
This is taken from the work of Windenburg and Trilling (Reference 18.4), some of which is based on test work
carried out on behalf of the US Navy as far back as 1929.
3.5.2) The number of stiffeners required to stabilise the shell is given by : (equ. 18. 11)
3.5.3) Start - Summary of Inner Stiffer Rings
|
3.5.1) The maximum height of unstiffened side wall (Ls) (equ. 18. 10)
According to “Collapse by instability of thin cylindrical shell under external pressure”
by D. F. Windenburg and C. Trilling. Refer to Guide to STORAGE TANK & EQUIPMENT, Bob Long
The David Taylor model basin Formula is used to decide upon the pitching of the stiffeners on the tank shell.
This is taken from the work of Windenburg and Trilling (Reference 18.4), some of which is based on test work
carried out on behalf of the US Navy as far back as 1929.
|
Ns = (He / Ls) - 1 = (12296 / 2364) - 1 = 4.201, Ns = 5 EA
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
[RRR-START]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
11-2) Maximum unstiffened shell height for Wind Stiddener (H1, Hsafe)
H1 = 9.47 × t × √(t / D)3 × ( 1.72 / Pwd ) = 14.510 (mm)
Lmin = Min(H1, Hsafe) = Min( 14.510, 13.636) = 13.636 (mm)
11-3) The number of stiffeners required to stabilise the shell is given by : (equ. 18. 11)Nstiff = ( HTR / Lmin ) - 1 = ( 12296 / 13636 ) - 1 = 0.902, Nstiff = 0 EA
| 1. | V (3 sec. gust) = | 30.0 | m/sec | 108.0 | km/hr |
| 1. | Pwv(1) = 0.613·Kz·Kzt·Kd·V²·I·Gf / 1000 | 0.574 | kPa | 0.574 | kPa |
| 1. | Pwv(2) = 1.48 × ( V / 190)² | 0.478 | kPa | 0.478 | kPa |
| 1. | Pwd = Pwv + 0.24 | 0.718 | kPa | 0.718 | kPa |
| 2. | Pe = | 0.490 | kPa | 0.49 | kPa |
| 3. | Ps = | 0.490 | kPa | 0.49 | |
| 4. | ψ = | 1.253 | m/sec | 1.253 | |
| 6. | Em = | 199,000 | MPa | 199,000 | MPa |
| 7. | Fy = | 250 | MPa | 250 | MPa |
| 8. | checkVal = | 0.036 | 0.036 | ||
| 10. | HTS = | 12296 | mm | 12296 | mm |
| 11. | Dm = | 43.106 | m | 43106 | mm |
| 12. | tsmin = | 8.000 | mm | 8.000 | mm |
| 13. | Hsafe1 = | 13.636 | m | 13.636 | m |
| 14. | Hsafe2 = | 5.695 | m | 5.695 | m |
| 15. | Hsafe = Max( Hsafe1, Hsafe2) | 13.636 | m | 13.636 | m |
| 16. | Lmin = Min(H1, Hsafe) = | 13.636 | m | 13.636 | m |
| 16. | Ns = | 0 | EA | ||
| 17. | Stiffener Pitch, sPitch = HTS / Ns | 12296 | mm |
| Stiff, No. | Shell Course No. | t-CA (mm) | ▼ Location Actual (mm) | ▽ Location Transforged (mm) | HTs < Ls (mm) | Stiff Pitch L1(mm) | Stiff Pitch L2 (mm) | Average Pitch La=(L1+L2)/2 (mm) | Stiffener Ring Size | Ireq < Iact OK (cm4) | Areq < Aact OK (cm2) | Stiffener Ring Weight (Ton) | ||
| Stiffener Ring Net Weight (Ton) | 0.000 | |||||||||||||
La : Actual height of the tank associated with the particular stiffener
(Acutal distance of stiffener & stiffener or stiffener & top shell)
Tav : Average thickness of inner shell plate with corrosion, Tav =15.552 mm
Fa : Allowable Compressive Stress, 15,000 psi, Fa = 103.421 MPa
Nwave : Calculate the number of buckling waves,
| Nwave = |
| = 52.79 < 100, N = Min( √Nwave, 10 ) = 7 |
[RRR-END]
[RPT_RESULT[10] = BUCKLING_CALC() [
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
at[at[0].tid].in_OR_out=[1]
| No, | Load Combination for Buckling Stress Check | ||
| 1 | DL + Pg + PL | DL = Dead Load = Shell and Roof Weight | Design Pressure (100%) + Full Liquid(DLL) |
| 2 | DL + Po | DL + Operating Pressure, Po = (0.005 MPa) | Operating + Operating Pressure |
| 3 | DL | Shutdown ( Construction ) | Shutdown ( 0 × Pg + Empty(=zero DLL) |
| 4 | DL + Pg | DL + Design Pressure, Pg = (0.006864655 MPa) | Shutdown + 100% Design Pressure (1.0×Pg+DL+Empty) |
| 5 | DL + HT | DL + Hydrostatic-Test(F/W + 1.25×Pg) | Hydrostatic(F/W=HTL) + Pneumatic Pressure (1.25×Pg) |
| 6 | DL + PT | DL + Pneumatic Test(=1.5×Pg+Empty) | Pneumatic Test Pressure (1.5×Pg+DL+Empty) |
| 7 | DL + W | DL + Wind Force (Tank Up-lift) | Wind Pressure(Up Lift Force Auto Calc.) |
| 8 | DL+Pg+Lr+0.1×S | DL + Lr(=20 psf) + S(=1000 kg/m²) | Design Pressure (100%) + Lr(20psf) + 10% Snow Load |
| 9 | DL + Pe | DL + Pe( External Pressure = -50 mmWTR) | Vacuum Pressure (-50 mmWTR) |
[Check Condition : CASE 1 / 9], Design Pressure (100%) + Full Liquid(DLL) Pg= 6.865 (kPa), DLL = 0 (m), SG = 0.0, Wr = 223.027(Ton)
| Design Condition DLL= 25082 (mm), Tank No. : 벽산남해화학 AMMONIA API 620 OUTER TANK | Tank D= 43106, R= 21553 (mm) Wroof = [223.027] Ton] | Total Roof Load : Wsum = [ 223.027 ] Ton Wroof = [223.027] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [223.027] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (＋인장) Stress Ratio SR = St / Sts SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 223.027 | Ton | Wsum = | 223.027 | Ton | ||||||||||||||||||||
| 9 | A537-CL1+S5 | 502 | 6.865 | 147.954 | 56.860 | 1.022 | < | 25.00 (＋17.06) | 13.350 | 25.0 | 0.001160 | 236.377 | 3385537 | ＋2.274 (인장) | ＋5.918 (인장) | 144.79 | St[9] : 5.918 / 144.790(Sts) = | 0.041 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [5.171] MPa < σeq_allow | Sca_620=M·Scs= 0.979×14.395= 14.092 (MPa) | σx,Rcr = 14.035 (MPa) | |||||
| 8 | A537-CL1+S5 | 3500 | 6.865 | 147.954 | 54.704 | 1.022 | < | 8.00 (＋0.06) | 29.770 | 8.0 | 0.000371 | 266.147 | 1083372 | ＋6.838 (인장) | ＋18.494 (인장) | St[8] : 18.494 / 144.790(Sts) = | 0.128 < 1.0 OK | σeq = [16.197] MPa < σeq_allow | Sca_620=M·Scs= 0.930×4.606= 4.284 (MPa) | σx,Rcr = 4.491 (MPa) | |||||||
| 7 | A537-CL1+S5 | 3500 | 6.865 | 147.954 | 52.548 | 1.022 | < | 8.00 (＋0.06) | 29.770 | 8.0 | 0.000371 | 295.917 | 1083372 | ＋6.568 (인장) | ＋18.494 (인장) | St[7] : 18.494 / 144.790(Sts) = | 0.128 < 1.0 OK | σeq = [16.239] MPa < σeq_allow | Sca_620=M·Scs= 0.930×4.606= 4.284 (MPa) | σx,Rcr = 4.491 (MPa) | |||||||
| 6 | A537-CL1+S5 | 3500 | 6.865 | 147.954 | 50.123 | 1.022 | < | 9.00 (＋1.06) | 33.490 | 9.0 | 0.000418 | 329.407 | 1218793 | ＋5.569 (인장) | ＋16.439 (인장) | St[6] : 16.439 / 144.790(Sts) = | 0.114 < 1.0 OK | σeq = [14.481] MPa < σeq_allow | Sca_620=M·Scs= 0.938×5.182= 4.863 (MPa) | σx,Rcr = 5.053 (MPa) | |||||||
| 5 | A537-CL1+S5 | 3500 | 6.865 | 147.954 | 46.889 | 1.022 | < | 12.00 (＋4.06) | 44.660 | 12.0 | 0.000557 | 374.067 | 1625058 | ＋3.907 (인장) | ＋12.329 (인장) | St[5] : 12.329 / 144.790(Sts) = | 0.085 < 1.0 OK | σeq = [10.914] MPa < σeq_allow | Sca_620=M·Scs= 0.955×6.910= 6.597 (MPa) | σx,Rcr = 6.737 (MPa) | |||||||
| 4 | A537-CL1+S5 | 3500 | 6.865 | 147.954 | 42.576 | 1.022 | < | 16.00 (＋8.06) | 59.550 | 16.0 | 0.000742 | 433.617 | 2166744 | ＋2.661 (인장) | ＋9.247 (인장) | St[4] : 9.247 / 144.790(Sts) = | 0.064 < 1.0 OK | σeq = [8.245] MPa < σeq_allow | Sca_620=M·Scs= 0.967×9.213= 8.905 (MPa) | σx,Rcr = 8.982 (MPa) | |||||||
| 3 | A537-CL1+S5 | 3500 | 6.865 | 147.954 | 37.185 | 1.022 | < | 20.00 (＋12.06) | 74.450 | 20.0 | 0.000928 | 508.067 | 2708430 | ＋1.859 (인장) | ＋7.398 (인장) | St[3] : 7.398 / 144.790(Sts) = | 0.051 < 1.0 OK | σeq = [6.665] MPa < σeq_allow | Sca_620=M·Scs= 0.973×11.516= 11.211 (MPa) | σx,Rcr = 11.228 (MPa) | |||||||
| 2 | A537-CL1+S5 | 3500 | 6.865 | 147.954 | 30.985 | 1.022 | < | 23.00 (＋15.06) | 85.620 | 23.0 | 0.001067 | 593.687 | 3114694 | ＋1.347 (인장) | ＋6.433 (인장) | St[2] : 6.433 / 144.790(Sts) = | 0.044 < 1.0 OK | σeq = [5.876] MPa < σeq_allow | Sca_620=M·Scs= 0.977×13.244= 12.940 (MPa) | σx,Rcr = 12.912 (MPa) | |||||||
| 1 | A537-CL1+S5 | 3500 | 6.865 | 147.954 | 23.705 | 1.022 | < | 27.00 (＋19.06) | 100.520 | 27.0 | 0.001253 | 694.207 | 3656380 | ＋0.878 (인장) | ＋5.480 (인장) | St[1] : 5.480 / 144.790(Sts) = | 0.038 < 1.0 OK | σeq = [5.098] MPa < σeq_allow | Sca_620=M·Scs= 0.981×15.547= 15.244 (MPa) | σx,Rcr = 15.158 (MPa) | |||||||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 2 / 9], Operating + Operating Pressure Pg= 0.034 (kPa), DLL = 0 (m), SG = 0.0, Wr = 223.027(Ton)
| Design Condition DLL= 25082 (mm), Tank No. : 벽산남해화학 AMMONIA API 620 OUTER TANK | Tank D= 43106, R= 21553 (mm) Wroof = [223.027] Ton] | Total Roof Load : Wsum = [ 223.027 ] Ton Wroof = [223.027] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [223.027] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (－압축) Stress Ratio SR = Sc / Sca SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 223.027 | Ton | Wsum = | 223.027 | Ton | ||||||||||||||||||||
| 9 | A537-CL1+S5 | 502 | 0.034 | 0.740 | -16.748 | 0.005 | < | 25.00 (＋17.06) | 13.350 | 25.0 | 0.001160 | 236.377 | 3385537 | －0.670 (압축) | ＋0.030 (인장) | 144.79 | 0.0002 | 0.9999 | 14.395 | 14.394 | 0.047 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [0.685] MPa < σeq_allow | Sca_620=M·Scs= 1.000×14.395= 14.394 (MPa) | σx,Rcr = 14.035 (MPa) | ||
| 8 | A537-CL1+S5 | 3500 | 0.034 | 0.740 | -18.903 | 0.005 | < | 8.00 (＋0.06) | 29.770 | 8.0 | 0.000371 | 266.147 | 1083372 | －2.363 (압축) | ＋0.092 (인장) | 0.0006 | 0.9997 | 4.606 | 4.605 | 0.513 < 1.0 OK | σeq = [2.41] MPa < σeq_allow | Sca_620=M·Scs= 1.000×4.606= 4.605 (MPa) | σx,Rcr = 4.491 (MPa) | ||||
| 7 | A537-CL1+S5 | 3500 | 0.034 | 0.740 | -21.059 | 0.005 | < | 8.00 (＋0.06) | 29.770 | 8.0 | 0.000371 | 295.917 | 1083372 | －2.632 (압축) | ＋0.092 (인장) | 0.0006 | 0.9997 | 4.606 | 4.605 | 0.572 < 1.0 OK | σeq = [2.68] MPa < σeq_allow | Sca_620=M·Scs= 1.000×4.606= 4.605 (MPa) | σx,Rcr = 4.491 (MPa) | ||||
| 6 | A537-CL1+S5 | 3500 | 0.034 | 0.740 | -23.484 | 0.005 | < | 9.00 (＋1.06) | 33.490 | 9.0 | 0.000418 | 329.407 | 1218793 | －2.609 (압축) | ＋0.082 (인장) | 0.0006 | 0.9997 | 5.182 | 5.181 | 0.504 < 1.0 OK | σeq = [2.651] MPa < σeq_allow | Sca_620=M·Scs= 1.000×5.182= 5.181 (MPa) | σx,Rcr = 5.053 (MPa) | ||||
| 5 | A537-CL1+S5 | 3500 | 0.034 | 0.740 | -26.718 | 0.005 | < | 12.00 (＋4.06) | 44.660 | 12.0 | 0.000557 | 374.067 | 1625058 | －2.227 (압축) | ＋0.062 (인장) | 0.0004 | 0.9998 | 6.910 | 6.908 | 0.322 < 1.0 OK | σeq = [2.258] MPa < σeq_allow | Sca_620=M·Scs= 1.000×6.910= 6.908 (MPa) | σx,Rcr = 6.737 (MPa) | ||||
| 4 | A537-CL1+S5 | 3500 | 0.034 | 0.740 | -31.031 | 0.005 | < | 16.00 (＋8.06) | 59.550 | 16.0 | 0.000742 | 433.617 | 2166744 | －1.939 (압축) | ＋0.046 (인장) | 0.0003 | 0.9998 | 9.213 | 9.212 | 0.211 < 1.0 OK | σeq = [1.963] MPa < σeq_allow | Sca_620=M·Scs= 1.000×9.213= 9.212 (MPa) | σx,Rcr = 8.982 (MPa) | ||||
| 3 | A537-CL1+S5 | 3500 | 0.034 | 0.740 | -36.422 | 0.005 | < | 20.00 (＋12.06) | 74.450 | 20.0 | 0.000928 | 508.067 | 2708430 | －1.821 (압축) | ＋0.037 (인장) | 0.0003 | 0.9999 | 11.516 | 11.515 | 0.158 < 1.0 OK | σeq = [1.84] MPa < σeq_allow | Sca_620=M·Scs= 1.000×11.516= 11.515 (MPa) | σx,Rcr = 11.228 (MPa) | ||||
| 2 | A537-CL1+S5 | 3500 | 0.034 | 0.740 | -42.622 | 0.005 | < | 23.00 (＋15.06) | 85.620 | 23.0 | 0.001067 | 593.687 | 3114694 | －1.853 (압축) | ＋0.032 (인장) | 0.0002 | 0.9999 | 13.244 | 13.242 | 0.140 < 1.0 OK | σeq = [1.869] MPa < σeq_allow | Sca_620=M·Scs= 1.000×13.244= 13.242 (MPa) | σx,Rcr = 12.912 (MPa) | ||||
| 1 | A537-CL1+S5 | 3500 | 0.034 | 0.740 | -49.902 | 0.005 | < | 27.00 (＋19.06) | 100.520 | 27.0 | 0.001253 | 694.207 | 3656380 | －1.848 (압축) | ＋0.027 (인장) | 0.0002 | 0.9999 | 15.547 | 15.546 | 0.119 < 1.0 OK | σeq = [1.862] MPa < σeq_allow | Sca_620=M·Scs= 1.000×15.547= 15.546 (MPa) | σx,Rcr = 15.158 (MPa) | ||||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 8 / 9], Design Pressure (100%) + Lr(20psf) + 10% Snow Load Pg= 6.865 (kPa), DLL = 0 (m), SG = 0.0, Lr = 102(kg/m²)×A(m²)= 145.94(Ton), Wr = 368.967(Ton)
| Design Condition DLL= 25082 (mm), Tank No. : 벽산남해화학 AMMONIA API 620 OUTER TANK | Tank D= 43106, R= 21553 (mm) Wroof = [368.967] Ton] | Total Roof Load : Wsum = [ 368.967 ] Ton Wroof = [368.967] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [368.967] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (＋인장) Stress Ratio SR = St / Sts SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 368.967 | Ton | Wsum = | 368.967 | Ton | ||||||||||||||||||||
| 9 | A537-CL1+S5 | 502 | 6.865 | 147.954 | 46.291 | 1.022 | < | 25.00 (＋17.06) | 13.350 | 25.0 | 0.001160 | 382.317 | 3385537 | ＋1.852 (인장) | ＋5.918 (인장) | 144.79 | St[9] : 5.918 / 144.790(Sts) = | 0.041 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [5.244] MPa < σeq_allow | Sca_620=M·Scs= 0.979×14.395= 14.092 (MPa) | σx,Rcr = 14.035 (MPa) | |||||
| 8 | A537-CL1+S5 | 3500 | 6.865 | 147.954 | 44.135 | 1.022 | < | 8.00 (＋0.06) | 29.770 | 8.0 | 0.000371 | 412.087 | 1083372 | ＋5.517 (인장) | ＋18.494 (인장) | St[8] : 18.494 / 144.790(Sts) = | 0.128 < 1.0 OK | σeq = [16.445] MPa < σeq_allow | Sca_620=M·Scs= 0.930×4.606= 4.284 (MPa) | σx,Rcr = 4.491 (MPa) | |||||||
| 7 | A537-CL1+S5 | 3500 | 6.865 | 147.954 | 41.980 | 1.022 | < | 8.00 (＋0.06) | 29.770 | 8.0 | 0.000371 | 441.857 | 1083372 | ＋5.247 (인장) | ＋18.494 (인장) | St[7] : 18.494 / 144.790(Sts) = | 0.128 < 1.0 OK | σeq = [16.508] MPa < σeq_allow | Sca_620=M·Scs= 0.930×4.606= 4.284 (MPa) | σx,Rcr = 4.491 (MPa) | |||||||
| 6 | A537-CL1+S5 | 3500 | 6.865 | 147.954 | 39.554 | 1.022 | < | 9.00 (＋1.06) | 33.490 | 9.0 | 0.000418 | 475.347 | 1218793 | ＋4.395 (인장) | ＋16.439 (인장) | St[6] : 16.439 / 144.790(Sts) = | 0.114 < 1.0 OK | σeq = [14.742] MPa < σeq_allow | Sca_620=M·Scs= 0.938×5.182= 4.863 (MPa) | σx,Rcr = 5.053 (MPa) | |||||||
| 5 | A537-CL1+S5 | 3500 | 6.865 | 147.954 | 36.320 | 1.022 | < | 12.00 (＋4.06) | 44.660 | 12.0 | 0.000557 | 520.007 | 1625058 | ＋3.027 (인장) | ＋12.329 (인장) | St[5] : 12.329 / 144.790(Sts) = | 0.085 < 1.0 OK | σeq = [11.129] MPa < σeq_allow | Sca_620=M·Scs= 0.955×6.910= 6.597 (MPa) | σx,Rcr = 6.737 (MPa) | |||||||
| 4 | A537-CL1+S5 | 3500 | 6.865 | 147.954 | 32.008 | 1.022 | < | 16.00 (＋8.06) | 59.550 | 16.0 | 0.000742 | 579.557 | 2166744 | ＋2.000 (인장) | ＋9.247 (인장) | St[4] : 9.247 / 144.790(Sts) = | 0.064 < 1.0 OK | σeq = [8.427] MPa < σeq_allow | Sca_620=M·Scs= 0.967×9.213= 8.905 (MPa) | σx,Rcr = 8.982 (MPa) | |||||||
| 3 | A537-CL1+S5 | 3500 | 6.865 | 147.954 | 26.617 | 1.022 | < | 20.00 (＋12.06) | 74.450 | 20.0 | 0.000928 | 654.007 | 2708430 | ＋1.331 (인장) | ＋7.398 (인장) | St[3] : 7.398 / 144.790(Sts) = | 0.051 < 1.0 OK | σeq = [6.83] MPa < σeq_allow | Sca_620=M·Scs= 0.973×11.516= 11.211 (MPa) | σx,Rcr = 11.228 (MPa) | |||||||
| 2 | A537-CL1+S5 | 3500 | 6.865 | 147.954 | 20.416 | 1.022 | < | 23.00 (＋15.06) | 85.620 | 23.0 | 0.001067 | 739.627 | 3114694 | ＋0.888 (인장) | ＋6.433 (인장) | St[2] : 6.433 / 144.790(Sts) = | 0.044 < 1.0 OK | σeq = [6.038] MPa < σeq_allow | Sca_620=M·Scs= 0.977×13.244= 12.940 (MPa) | σx,Rcr = 12.912 (MPa) | |||||||
| 1 | A537-CL1+S5 | 3500 | 6.865 | 147.954 | 13.137 | 1.022 | < | 27.00 (＋19.06) | 100.520 | 27.0 | 0.001253 | 840.147 | 3656380 | ＋0.487 (인장) | ＋5.480 (인장) | St[1] : 5.480 / 144.790(Sts) = | 0.038 < 1.0 OK | σeq = [5.253] MPa < σeq_allow | Sca_620=M·Scs= 0.981×15.547= 15.244 (MPa) | σx,Rcr = 15.158 (MPa) | |||||||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 9 / 9], Vacuum Pressure (-50 mmWTR) Pe= -0.5 (kPa), DLL = 0 (m), SG = 0.0, Lr = 102(kg/m²)×A(m²)= 145.94(Ton), Wr = 368.967(Ton)
| Design Condition DLL= 25082 (mm), Tank No. : 벽산남해화학 AMMONIA API 620 OUTER TANK | Tank D= 43106, R= 21553 (mm) Wroof = [368.967] Ton] | Total Roof Load : Wsum = [ 368.967 ] Ton Wroof = [368.967] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [368.967] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (－압축) Stress Ratio SR = Sc / Sca SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 368.967 | Ton | Wsum = | 368.967 | Ton | ||||||||||||||||||||
| 9 | A537-CL1+S5 | 502 | -0.5 | -10.776 | -33.074 | 25.00 (＋17.06) | 13.350 | 25.0 | 0.001160 | 382.317 | 3385537 | －1.323 (압축) | －0.431 (압축) | 144.79 | 0.0000 | 1.0000 | 14.395 | 7.997 | 0.165 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [1.169] MPa < σeq_allow | Sca_620=M·Scs= 1.000×14.395= 7.997 (MPa) | σx,Rcr = 14.035 (MPa) | ||||
| 8 | A537-CL1+S5 | 3500 | -0.5 | -10.776 | -35.230 | 8.00 (＋0.06) | 29.770 | 8.0 | 0.000371 | 412.087 | 1083372 | －4.404 (압축) | －1.347 (압축) | 0.0000 | 1.0000 | 4.606 | 2.559 | 1.721 > 1.0 NG | σeq = [3.908] MPa < σeq_allow | Sca_620=M·Scs= 1.000×4.606= 2.559 (MPa) | σx,Rcr = 4.491 (MPa) | ||||||
| 7 | A537-CL1+S5 | 3500 | -0.5 | -10.776 | -37.386 | 8.00 (＋0.06) | 29.770 | 8.0 | 0.000371 | 441.857 | 1083372 | －4.673 (압축) | －1.347 (압축) | 0.0000 | 1.0000 | 4.606 | 2.559 | 1.826 > 1.0 NG | σeq = [4.166] MPa < σeq_allow | Sca_620=M·Scs= 1.000×4.606= 2.559 (MPa) | σx,Rcr = 4.491 (MPa) | ||||||
| 6 | A537-CL1+S5 | 3500 | -0.5 | -10.776 | -39.811 | 9.00 (＋1.06) | 33.490 | 9.0 | 0.000418 | 475.347 | 1218793 | －4.423 (압축) | －1.197 (압축) | 0.0000 | 1.0000 | 5.182 | 2.879 | 1.536 > 1.0 NG | σeq = [3.963] MPa < σeq_allow | Sca_620=M·Scs= 1.000×5.182= 2.879 (MPa) | σx,Rcr = 5.053 (MPa) | ||||||
| 5 | A537-CL1+S5 | 3500 | -0.5 | -10.776 | -43.045 | 12.00 (＋4.06) | 44.660 | 12.0 | 0.000557 | 520.007 | 1625058 | －3.587 (압축) | －0.898 (압축) | 0.0000 | 1.0000 | 6.910 | 3.839 | 0.934 < 1.0 OK | σeq = [3.233] MPa < σeq_allow | Sca_620=M·Scs= 1.000×6.910= 3.839 (MPa) | σx,Rcr = 6.737 (MPa) | ||||||
| 4 | A537-CL1+S5 | 3500 | -0.5 | -10.776 | -47.357 | 16.00 (＋8.06) | 59.550 | 16.0 | 0.000742 | 579.557 | 2166744 | －2.960 (압축) | －0.674 (압축) | 0.0000 | 1.0000 | 9.213 | 5.118 | 0.578 < 1.0 OK | σeq = [2.687] MPa < σeq_allow | Sca_620=M·Scs= 1.000×9.213= 5.118 (MPa) | σx,Rcr = 8.982 (MPa) | ||||||
| 3 | A537-CL1+S5 | 3500 | -0.5 | -10.776 | -52.749 | 20.00 (＋12.06) | 74.450 | 20.0 | 0.000928 | 654.007 | 2708430 | －2.637 (압축) | －0.539 (압축) | 0.0000 | 1.0000 | 11.516 | 6.398 | 0.412 < 1.0 OK | σeq = [2.414] MPa < σeq_allow | Sca_620=M·Scs= 1.000×11.516= 6.398 (MPa) | σx,Rcr = 11.228 (MPa) | ||||||
| 2 | A537-CL1+S5 | 3500 | -0.5 | -10.776 | -58.949 | 23.00 (＋15.06) | 85.620 | 23.0 | 0.001067 | 739.627 | 3114694 | －2.563 (압축) | －0.469 (압축) | 0.0000 | 1.0000 | 13.244 | 7.358 | 0.348 < 1.0 OK | σeq = [2.364] MPa < σeq_allow | Sca_620=M·Scs= 1.000×13.244= 7.358 (MPa) | σx,Rcr = 12.912 (MPa) | ||||||
| 1 | A537-CL1+S5 | 3500 | -0.5 | -10.776 | -66.228 | 27.00 (＋19.06) | 100.520 | 27.0 | 0.001253 | 840.147 | 3656380 | －2.453 (압축) | －0.399 (압축) | 0.0000 | 1.0000 | 15.547 | 8.637 | 0.284 < 1.0 OK | σeq = [2.28] MPa < σeq_allow | Sca_620=M·Scs= 1.000×15.547= 8.637 (MPa) | σx,Rcr = 15.158 (MPa) | ||||||
| Max. Allowable Compressive Stress(Sca) : | Sca(5.5.4.3 식 적용), T1 < 0 and T2 < 0 일 경우 Sca = 1,000,000 × tc/R × 0.006894757 (MPa) When, 0.00667 < tc/R Sca = 5,650 + 154,200 × tc/R × 0.006894757 (MPa) When, 0.0175 < tc/R Sca = 8,340 × 0.006894757 (MPa) | HELP ; [MATWEB]][CS-2] | [REMARK] | ||||||||||||||||||||||||
| 평가 : (텡크 Shell 압축에 의한 허용압축강도 초과 Sca] Stell 좌굴발생 위험) Nos : | #6 #7 #8 | [REMARK] | |||||||||||||||||||||||||
[END OF RPT_RESULT[10] = BUCKLING_CALC() [
AAA k = 0 = API 650 = k = 0, dCode = 1, AAA D = 43.106 (mm), Hd[0] = 28502.0 (mm) Hd[1] = 28502.0 (mm) Ht[0] = 0.0 mm
seisResult[1] =
[
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
<canvas name=canvasSpect id=seisDesignSpect_4> <img name=imgvasSpect id=imgsDesignSpect_4>
 |
 |  |
 |  |
기상청 Magnitude 환산 Formula M = 2.0 × [Log10(Sa×980) + 1]
MMI : 수정머칼리 진도척도(Modified Mercalli Intensity(MMI) Scale) [ I ~ XII 까지 12단계 ]
MMI = 3.0 × [Log10(Sa×980) + 0.5]
[지반가속도 와 규모의 관계그래프.xlsx]
출처 : 나무위키 지진
1.[기상청] 지진표준교재
2.[기상청] 중고등교재
3.[기상청] 초등교재
END - [스펙트럼 그래프 그리기]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| 1) | 지진계수 Seismic Data ( KGS GC203 2018년 + KDS 41 17 00) | ||||
| KGS GC 203 내진설계 성능수준 | 기능수행 | 붕괴방지 | Unit | ||
| 중요도 등급 : GC203 표2.2.1.2.2 | 특 | 특 | |||
| 내진 등급 : GC203 표2.2.3.1 내진등급 분류 | 내진 특 | 내진 특 | |||
| - 재현주기 : GC203 표2.4 가스시설 내진성능목표 | RYEAR = | 200 | 2400 | 년 | |
| - 위험도계수 ( I ) : GC203 표2.5.3.2 위험도 계수 | I = | 0.73 | 2 | ||
| 지역 계수 ( Z ) : GC203 표2.5.3.1 지진구역계수(Z) | Z = | 0.201 | 0.11 | g | |
| 유효수평 지반가속도 S = Z × I | S = | 0.1467 | 0.2200 | g | |
| 지반의 분류 : 표.2.5.5 지반의 분류 ( Ground Type ) | SOIL = | S3 | S3 | ||
| 단주기 증폭계수 : 지반증폭 계수 (GC203 표 2.5.6.1.2) | Fa = | 1.6066 | 1.46 | ||
| 장주기 증폭계수 : 지반증폭 계수 (GC203 표 2.5.6.1.2) | Fv = | 1.6533 | 1.58 | ||
| 유효 지반가속도 : EGA = Fa × S | EGA = | 0.2357 | 0.3212 | g | |
| 2) | 표준설계응답스펙트럼 설계수평 지반가속도 계산 | ||||
| 단주기 설계 스펙트럼 가속도, SDS = 2.5 · Fa · S | SDS = | 0.5892 | 0.8030 | g | |
| 1 sec. 설계 스펙트럼 가속도, SD1 = Fv · S | SD1 = | 0.2425 | 0.3476 | g | |
| 전이주기의 계산 : To = 0.2 · Ts | To = | 0.0823 | 0.0866 | sec | |
| 전이주기의 계산 : Ts = Fv / (2.5 · Fa) | Ts = | 0.4116 | 0.4329 | sec | |
| 장 주기, GC203 표 2.5.6.1.1(1) | TL = | 3 | 3 | sec |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
DEBUG START 625 at[tid].seisResu[0] = [at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.22, S1 = 0.22, Fa = 1.46, Fv = 1.58
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.4015x(183,831,111x10.688 + 4,620,697x11.017 + 2,187,148x31.86 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(95,410,161x18.663)]2)
Mrw = 837,278,330 [N-m] = 837,278 [KN-m] = 85,379 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.4015x(183,831,111x18.033 + 4,620,697x11.017 + 2,187,148x31.86 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(95,410,161x18.663)]2)
Ms = 1,379,399,492 [N-m] = 1,379,399 [KN-m] = 140,660 [Ton-m]
Wp = 278,600,599 [N] = 278,601 [KN] = 28,409 [Ton]
Wi = 183,831,111 [N] = 183,831 [KN] = 18,746 [Ton], Xi = 10.688 [m], Wi/Wp = 65.98[%]
Wc = 95,410,161 [N] = 95,410 [KN] = 9,729 [Ton], Xc = 18.663 [m], Wc/Wp = 34.25[%]
Ws = 4,620,697 [N] = 4,621 [KN] = 471.180 [Ton], Xs = 11.017 [m]
Wr = 2,187,148 [N] = 2,187 [KN] = 223.027 [Ton], Xr = 31.86 [m]
Wf = 831,408 [N] = 831 [KN] = 84.780 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 76,875,351 [N] = 76,875 [KN] = 7,839 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 76,875,351 [N] = 76,875 [KN] = 7,839 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 1
Ai=0.4015[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.3476 × ( 3.0 / 6.8836²) × ( 1.0 / 1.0) = 0.0 [g]
Av= 0.3774 [g]
] END OF DEBUG 625
6.2.4. 내진설계 ( KGS GS203 + API 620 Annex L )
|
API 620 L.4.3.3 (OLE) Adjustment Factors, ( Factor I , R )
Unless specifically permitted by the regulations, the OLE design forces shall not be adjusted by
an importance factor, I, or force reduction factor, R,
Nor shall the forces be reduced by the 0,7 multiplier (1/1.4) commonly applied
to convert (CLE) Contingency Level Events to ASD methods.
해석 : API 620 L.4.3.3 (OLE) 조정계수, ( OLE I, R 에 대한 특별규정 )
규정에서 특별히 허용하지 않는 한, OLE 설계력은 중요도 계수 I 또는 힘 감소 계수 R에 의해 조정되지 않아야 합니다.
또한 (CLE) 비상 수준 이벤트를 ASD 방법으로 변환하는 데 일반적으로 적용되는 0.7 승수(1/1.4)로 힘을 줄여서는 안 됩니다.
API 620 L.4.4.2 (CLE) Definition Based on ASCE 7 Method (API 650, Annex E)
To utilize API 650, Section E.4 to define the CLE ground motion,
the following modifications shall be made based on the provisions in this annex:
1) Scaling factor, Q = 1.0 , is not applicable and may be set equal to a value of 1.0;
2) Importance factor, I = 1.0
]
SlidingCheck =
[
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4.7 Sliding Resistance
According to API 650 E. 7.6, Total design base shear (horizontal force) V , should be equal
to or smaller than the value Vs obtained as follows;
Vs = μ × (Ws + Wr + Wf + Wp + Wns + Wnr ) × (1.0 - 0.4 × Av)
Where,
Vs = Allowable base shear [N]
μ = Maximum friction coefficient for tank sliding
= tan(30°) / 1.5 = 0.3849 for OBE (According to API620 L4.2.10)
= tan(30°) / 1.0 = 0.5773 for SSE (According to API620 L4.3.3)
Ws = Weight of tank Shell Plate = 4,620,697 [N], Ws = 471.18 [Ton]
Wr = Weight of tank roof = 2,187,148 [N], Wr = 223.027 [Ton]
Wf = Weight of tank bottom = 831,408 [N], Wf = 84.78 [Ton]
Wp = Weight of liquid content = 7,639,253 [N], Wp = 778.987 [Ton]
Total Weight of Steel and Liquid Content,
Wsum = (Ws+Wr+Wf+Wp+Wns+Wnr)= 286,240 kN, Wsum = 778,987 [Ton]
Av(ALE) = Vertical seismic acceleration = 0.2769 [g] for OBE
Av(CLE) = Vertical seismic acceleration = 0.3774 [g] for CLE
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.5 = 0.3849 (For ALE)
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.0 = 0.577 (For CLE)
Sliding Resistance (Vs)
Vs (ALE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.3849 × 7,639 × (1.0 - 0.4 × 0.2769) = 2,615 [kN]
Vs (CLE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.577 × 286,240 × (1.0 - 0.4 × 0.3774) = 140,228 [kN]
The following table shows the results.
Table 6.4.9 Result of sliding resistance
| 1. SI Unit Annex R , H = 28.502 m | ||||||||
| Seismic Event | Overturning moment M [kN-m] | Impulsive Base Shear Vi [kN] | Convective Base Shear Vc [kN] | Total Base Shear V =√(Vi²+ Vc²) [kN] | Check >, < | Allowable Base Shear Vs [kN] | Judgment V/Vs < 1.0 OK | Remark |
| ALE | 71,051 | 4,501 | 0 | 4,501 | > NG | 2,615 | 1.72 > 1.0 NG | V > Vs , Not Satisfied [Tank Dia 또는 DLL 조정 필요] |
| CLE | 837,278 | 76,875 | 0 | 76,875 | < OK | 140,228 | 0.55 < 1.0 OK | |
| 2. Metric-Ton Unit Annex R , H = 28.502 m | ||||||||
| Seismic Event | Overturning moment M [Ton-m] | Impulsive Base Shear Vi [Ton] | Convective Base Shear Vc [Ton] | Total Base Shear V =√(Vi²+ Vc²) [Ton] | Check >, < | Allowable Base Shear Vs [Ton] | Judgment V/Vs < 1.0 OK | Remark |
| ALE | 7245.2 | 459 | 0 | 459 | > NG | 266.6 | 1.72 > 1.0 NG | V > Vs , Not Satisfied [Tank Dia 또는 DLL 조정 필요] |
| CLE | 85378.6 | 7839.1 | 0 | 7839.1 | < OK | 14299.3 | 0.55 < 1.0 OK | |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
Min. yield strength of annulae plate (A537-CL1+S5), Fy = 345 MPa
Design Internal Pressure, Pg = 6.86466 kPa
Tank Dia. D = 43.106 (m), Tank Height Ht = 28.502(m), H = 28.502 (m), Design Liquid Level for Seismic calc,
SG = 0.683, CA = 0.0 (mm)
SEISMIC DESIGN CODE : [ KGS GC 203 ]
SITE Class : [ S3 ]
SEISMIC USE GROUP : SUG = [ II ]
6.2.4. 내진설계 ( KGS GS203 + API 620 Annex L )
| No. | Description | Symbol | SI Unit [N, mm] | Metric Unit [Ton, m, mm] | Remark | ||||
| 1) | KGS GC 203 내진설계 성능수준 | 기능수행 | 붕괴방지 | Unit | 기능수행 | 붕괴방지 | Unit | ||
| 중요도 등급 : GC203 표2.2.1.2.2 | 특 | 특 | Same as left (SI Unit) | ||||||
| 내진 등급 : GC203 표2.2.3.1 내진등급 분류 | 내진 특 | 내진 특 | |||||||
| - 재현주기 : GC203 표2.4 가스시설 내진성능목표 | RYEAR = | 200 | 2400 | 년 | |||||
| - 위험도계수 ( I ) : GC203 표2.5.3.2 위험도 계수 | I = | 0.73 | 2.0 | ||||||
| 지역 계수 ( Z ) : GC203 표2.5.3.1 지진구역계수(Z) | Z = | 0.201 | 0.11 | g | |||||
| 유효수평 지반가속도 S = Z × I | S = | 0.1467 | 0.2200 | g | |||||
| 지반의 분류 : 표.2.5.5 지반의 분류 ( Ground Type ) | SOIL = | S3 | S3 | ||||||
| 단주기 증폭계수 : 지반증폭 계수 (GC203 표 2.5.6.1.2) | Fa = | 1.6066 | 1.46 | ||||||
| 장주기 증폭계수 : 지반증폭 계수 (GC203 표 2.5.6.1.2) | Fv = | 1.6533 | 1.58 | ||||||
| 유효 지반가속도 : EGA = Fa × S | EGA = | 0.2357 | 0.3212 | g | |||||
| 2) | 표준설계응답스펙트럼 설계수평 지반가속도 계산 | Symbol | 기능수행 | 붕괴방지 | Unit | 기능수행 | 붕괴방지 | Unit | Remark |
| 단주기 설계 스펙트럼 가속도, SDS = 2.5 · Fa · S | SDS = | 0.5892 | 0.8030 | g | Same as left (SI Unit) | ||||
| 1 sec. 설계 스펙트럼 가속도, SD1 = Fv · S | SD1 = | 0.2425 | 0.3476 | g | |||||
| 전이주기의 계산 : To = 0.2 · Ts | To = | 0.0823 | 0.0866 | sec | |||||
| 전이주기의 계산 : Ts = Fv / (2.5 · Fa) | Ts = | 0.4116 | 0.4329 | sec | |||||
| 장 주기, GC203 표 2.5.6.1.1(1) | TL = | 3.0 | 3.0 | sec | |||||
| 3) | 내진설계 데이타 및 계산 ( API 620 Annex L / API 650 Annex E ) | Symbol | 기능수행 | 붕괴방지 | Unit | 기능수행 | 붕괴방지 | Unit | Remark |
| 1 | Tank Inside-Diameter | D = | 43.106 | 43.106 | m | 55 | |||
| 2 | Tank Shell Height | TankHt = | 28.502 | 28.502 | m | 57 | |||
| 3 | Liquid Level for seismic design (Annex R = DLL) | H = | 0 | 28.502 | m | 56 | |||
| 4 | Radio of Tank Diameter(D) per Liquid Level(H) | D / H = | 0 | 1.5124 | 58 | ||||
| 5 | Scaling factor | Q = | 1 | 1 | 17 | ||||
| 6 | Importance Factor | I = | 1 | 1 | 20 | ||||
| 16 | Impulsive spectral acceleration para. OLE Ai = Fa × Ss CLE Ai = SDs × ( I / Ri ) | Ai = | 0.5892 | 0.4015 | g | 0 | |||
| 17 | Convective spectral acceleration para. | Ac = | 0 | 0 | g | 1 | |||
| 18 | Vertical earthquake acceleration para. Av = 0.47·SDS | Av = | 0.2769 | 0.3774 | g | 2 | |||
| 19 | Acceleration coefficient for sloshing wave height | Af = | 0 | 0 | g | 3 | |||
| 20 | Zero(0) second period, To = 0.2 × SD1/SDS | To = | 0.0823 | 0.0866 | sec | 10 | |||
| 21 | 0.2 second Short period, Ts = SD1 / SDS | Ts = | 0.4116 | 0.4329 | sec | 11 | |||
| 22 | Regional-dependent transition long-period | TL = | 3 | 3 | sec | 12 | |||
| 23 | Impulsive period, Ti = (1/20000.5)×[Ci×H/√(tu/D)]×√(p/E)] | Ti = | 0.2 | 0.3764 | sec | 8 | |||
| 24 | Convective(sloshing) period, Tc = 1.8·Ks·D0.5 | Tc = | 0 | 6.8836 | sec | 9 | |||
| 25 | Coefficient of sloshing period Ks = 0.578 / [tanh(3.68·H/D)]0.5 | Ks = | 0 | 0.5825 | 13 | ||||
| 26 | Impulsive Adjustment Factor ( 5% Damping, Ki = 1.0 ) | Ki = | 1 | 1 | 14 | ||||
| 27 | Convective adjust Factor. ( 5% Damping, K = 1.5 ) | K = | 1.5 | 1.5 | 15 | ||||
| 28 | Annular Plate thickness with CA | ta = | 18 | 18 | mm | 48 | |||
| 29 | Shell Average Thickness with CA (Shell 평균두께) | tu = | 15.552 | 15.552 | mm | 18 | |||
| 30 | Elasatic Modulus of shell plate | E = | 203,000 | 203,000 | MPa | 19 | |||
| 31 | Force reduction factor (Impulsive mode) (반드시 재 확인바람) (Self-anchored) | Ri = | 1 | 2 | 21 | ||||
| 32 | Force reduction factor (Convective mode) (반드시 재 확인바람) (Self-anchored) | Rc = | 1 | 1 | 22 | ||||
| 33 | Sloshing wave above product design height δs = 0.42 · D · Af (API 650 E.7.2) | δs = | 0 | 0 | mm | 25 | |||
| 34 | FreeBoard by seismic sloshing motion, OLE(or SUG=III) = δs + (hs : 300 mm), CLE = δs | Free Board = | 0 | 0 | mm | 26 | |||
| 35 | Anchorage Ratio (J > 1.54 Anchor 필요함) | J = | 0.8554 | 2.543 | 27 | ||||
| 36 | Effective specific gravity, Ge = G (1.0 - 0.4·Av) | Ge = | 0.6074 | 0.5799 | 47 | ||||
| 37 | Force resisting uplift in annular region. wa=99ta√(Fy·H·Ge)≤ 201.1·H·Ge | wa = | 0 | 134514 | N/m | 33 | |||
| 38 | Calculated design uplift load due to product pressure per unit circumferential length. wint = Pi · D / 4 | wint = | 0.074 | 0.074 | N/m | 34 | |||
| 39 | Total weight of tank shell and appurtenances | Ws = | 4,621×10³ | 4,621×10³ | N | 471.2 | 471.2 | Ton | 43 |
| 40 | Total weight of fixed tank roof including framing, knuckles, any permanent attachments and 10% of snow load | Wr = | 2,187×10³ | 2,187×10³ | N | 223.0 | 223.0 | Ton | 44 |
| 41 | Weight of the tank bottom | Wf = | 831×10³ | 831×10³ | N | 84.8 | 84.8 | Ton | 45 |
| 42 | Empty Steel Weight, We = Ws + Wr + Wf | We = | 7,639×10³ | 7,639×10³ | N | 779.0 | 779.0 | Ton | 46 |
| 43 | Total weight of the tank contents | Wp = | 0.0 | 278,601×10³ | N | 0.0 | 28409.4 | Ton | 37 |
| 44 | Total Weight of Steel and Liquid Content Wtotal = Ws + Wr + Wf + Wp + Wns + Wnr | Wtotal = | 7,639×10³ | 286,240×10³ | N | 779.0 | 29188.3 | Ton | 41 |
| 45 | Effective impulsive portion of the liquid weight | Wi = | 0.0 | 183,831×10³ | N | 0.0 | 18745.6 | Ton | 38 |
| 46 | Effective convective (sloshing) portion of the liquid weight | Wc = | 0.0 | 95,410×10³ | N | 0.0 | 9729.1 | Ton | 39 |
| 47 | Overturning Moment (ring wall) | Mrw = | 71,051×10³ | 837,278×10³ | N-m | 7245.2 | 85378.6 | Ton-m | 28 |
| 48 | Overturning Moment (slab) | Ms = | 71,051×10³ | 1,379,399×10³ | N-m | 7245.2 | 140659.6 | Ton-m | 29 |
| 49 | Base shear (Impulsive mode ), Vi = Ai × (Wi + We) | Vi = | 4,501×10³ | 76,875×10³ | N | 459.0 | 7839.1 | Ton | 30 |
| 50 | Base shear (Convective mode), Vc = Ac × Wc | Vc = | 0.0 | 0.0 | N | 0.0 | 0.0 | Ton | 31 |
| 51 | Total base shear, V = √(Vi²+ Vc²) | V = | 4,501×10³ | 76,875×10³ | N | 459.0 | 7839.1 | Ton | 32 |
| 52 | Sliding Resistance Force Vs=μ×(We+Wp+Wns+Wnr )×(1.0-0.4×Av) V > Vs , Not Satisfied [Tank Dia 또는 DLL 조정 필요] | Vs = | 2,615×10³ | 140,228×10³ | N | 266.6 | 14299.3 | Ton | 42 |
| 53 | Friction coefficient. μ_OLE = tan(30°), μ_CLE = tan(30°) / 1.5 | μ = | 0.3849 | 0.577 | 40 | ||||
| 54 | Min. yield strength of annulae plate. (A537-CL1+S5) | Fy = | 344.738 | 344.738 | MPa | 49 | |||
| 55 | Xs : Gravity center of tank shell plate from bottom. | Xs = | 11.017 | 11.017 | m | 50 | |||
| 56 | Xr : Gravity center of roof from bottom. | Xr = | 31.86 | 31.86 | m | 51 | |||
| 57 | Xf : Gravity center of tank bottom plate | Xf = | 0 | 0 | m | 52 | |||
| 58 | Xi : Gravity center of liquid from bottom(Impulsive) | Xi = | 0 | 10.688 | m | 35 | |||
| 59 | Xc : Gravity center of liquid from bottom(Contivective) | Xc = | 0 | 18.663 | m | 36 | |||
| 60 | Xis : Gravity center of liquid from slab(Impulsive) | Xis = | 0 | 18.033 | m | 53 | |||
| 61 | Xcs : Gravity center of liquid from slab(Contivective) | Xcs = | 0 | 20.624 | m | 54 | |||
| 62 | Coefficient for impulsive period, Ci = Get_Ci(D, H) | Ci = | 0 | 6.1155 | 59 | ||||
| 63 | Site coefficient from ASCE 7-10 Table 11.8-1 | FPGA = | 1.2 | 1.0788 | 62 | ||||
| 64 | Peak ground acceleration adjusted for Site Class effects. PGAM = MCEG = FPGA × PGA (ASCE 7-10 Eq. 11.8-1) | PGAM = | 0.2828 | 0.3465 | g | 63 | |||
SITE Class : [ S3 ]
SEISMIC USE GROUP : SUG = [ II ]
API 620 L4.3.9 Inner Tank Freeboard
1. OLE (Operating Level Earthquake)
δs = 0.42 × D × Af + hs (300 mm), for API 620 OLE or SUG = III
δs = 0.42 × 43,106 × 0.0 + 300 = 0 (mm)
An additional shell height, hs shall be added to the calculated value above
the sloshing height as required by the governing regulations.
The minimum value of hs forthe OLE event shall be 300 mm (1 ft).
2. CLE (Contingency Level Earthquake) FOR SUG = I OR II
δs = 0.42 × D × Af
δs = 0.42 × 43,106 × 0.0 = 0 (mm)
Therefore, This Tank FreeBoard(δs) is Max( OLE, CLE) = Max( 0, 0 ) = 0 (mm)
| Where, | |||
| According to API 650 E.6.1.1 and E6.1.2, Wi, Xi, Wc, Xc are calculated as follows, | |||
| API 650 E.6.1.1 Effective Weight of Product | |||
| The effective weights Wi and Wc shall be determined by multiplying the total product weight, Wp, by the ratios Wi/Wp and Wc/Wp, respectively, Equations E.6.1.1-1 through E.6.1.1-3. | |||
| 1) The effective impulsive weight (Wi) | |||
| When D/H=(1.5124) ≥ 1.3333 (=4/3) | When D/H = (1.5124) ≥ 1.3333 | ||
| 2) The effective convective weight (Wc) | |||
| |||
API 650 E.6.1.2 Center of Action for Effective Lateral Forces
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
반응수정계수 (response modiflcation coefflcient)는 내진설계를 하면서 붕괴방지수준(CLE) 에 대해 검토시
비탄성거동인 소성영역까지 허용하여 저감된 지진력 으로 구조검토를 하게 됩니다.
탄성은 외부로부터 받은 자극이 제거되면 물체를 원래 형상으로 복원시키려는 성질인 반면,
소성은 외부의 자극이 제거되어도 변형을 그대로 유지하려는 성질입니다.
이런 비선형적 거동을 고려할수 있도록 내진설계시 R 응답수정계수를 적용해 줍니다.
Ve: 만약 구조체가 설계 지진의 지반 운동에 대하여 완전히 탄성 거동을 하게 된다고 가정하였을때 지진력에 대해저항하는힘
V: 선형 탄성영역에서의 밑면전단력
이러한 응답수정계수는 설계시 적용할때 마다 구하기는 한계가 있으므로
기준별로 정리되어있어 필요할경우 편리하게 사용하면 됩니다.
주의하실 점은 부재의 연성으로 비탄성변형으로 인한부재력의 저감은
수평력에 대해서만 적용하며， 수직력은 적용하지 않습니다.
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4. TANK CAPACITY
4.1 Liquid Levels
| Description | Symbol | Value | Unit |
| Tank Height = HLL + Sloshing Height + Margin | Shell Height = | 28502 | mm |
| Design Liquid Level 2) | HHLL = | 0 | mm |
| Maximum Operation Level 1) | HLL = | 28,502 | mm |
| Minimum Operating Level | LLLL = | 1,540 | mm |
| Pump Trip Level | LLLL = | 1,500 | mm |
Note 1) This liquid level should be used for seismic design and determination of sloshing height of inner steel tank.
2) It is the liquid level of maximum operation level plus overfill protection margin (= 200 mm).
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4.2 Operating Tank Capacity
| Coefficient of thermal expansion | α = 1.15 x 10-5/°C |
| Operating temperature | -41.5°C (Minimum) |
| Ambient temperature | 38°C (Maximum) |
| Cold diameter (DCOLD) = 54,000 x [1 - (41.5 + 38) x (1.15 x 10-5)] | = 53,951 mm |
| Cold height (HCOLD) = 34,000 x [1 - (41.5 + 38) x (1.15 x 10-5)] | = 33,969 mm |
| Maximum liquid capacity in operating condition (VCOLD) | |
| VCOLD = {π x (DCOLD)2 / 4} x ΔH = (π x 53.9512 / 4) x 30.6 = 69,954 m³ | |
| in which, ΔH = HHLL = 30,600 mm = 30.6 m | |
Table 2-1 Tank Capasity Calculation
Tank type : Full Containment Tank Elevated Bottom slab Metal Inner Tank with Suspended Deck
| Description | Symbol | INNER | OUTER | Remark |
| Service | AMMONIA | |||
| Design density | Density = | 683 | kg/m3 | |
| Net working capacity | Vnet = | 33,685 | ||
| Tank Diameter | Di = | 43,106 | 43,106 | mm |
| Tank shell height from bottom plate | Htank = | 28,502 | 28,502 | mm |
| Material of Shell Plate | MATL = | A537-CL1+S5 | A537-CL1+S5 | |
| Liquid level : | ||||
| Maximum design liquid level | LAHH (HHLL) = | 25,082 | mm | |
| Normal maximum operating level | LAH (HLL) = | 25,082 | mm | |
| Normal minimum operating level | LAL (LLL) = | 2,000 | mm | |
| Pump trip level | LALL (LLLL) = | 1,800 | mm | |
| Hydrostatic test level | HTL = | 25,082 | mm | |
| Inner tank operating temperature | Toper = | -40.0 | ℃ | |
| Maximum ambient temperature | Tamb = | 40 | ℃ | |
| Corrosion Allowance | CA = | 0.0 | 0.0 | mm |
]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
7.2.4. Dynamic hoop stress calculation (CLE) API 620 Annex L
| Scs : Maximum Allowable Longitudinal Compressive Stress, (Scs, MPa) for a cylindrical wall acted upon by an axial load with neither a tensile nor a compressive force acting concurrently in a circumferential direction (determined in accordance with 5.5.4.2 for the thickness-to-radius ratio involved); Scs = [Above Table] MPa Scs = 1,800,000 × tc/R when, 0.00667 < tc/R Scs = 10,150 + 277,400 × tc/R when, 0.00667 ≥ tc/R ≤ 0.0175 Scs = 15,000 When tc/R > 0.0175 Sts 설명 : 최대 허용 세로(수직) 압축응력 (MPa) 내압에 의한 원주 방향으로 막응력(T2, St=T2/t) 이나, 수직 방향으로의 압축력(T1, Sc)이 동시에 작용하지 않는 즉, 내압은 작용하지 않고, 수직 축하중만 압축(T1, Sc)으로 작용할 경우 아래 식에 의하여 최대허용압축응력을 계산(관련된 두께 대 반경 비율에 대해 5.5.4.2에 따라 결정됨 |
| Dynamic Hoop Stress () Hmm=28502.0, Unit : [Nh, Ni, Nv, Nv : N/mm] [σt, σa : MPa] | 압축응력 체크! Judge | Dynamic Hoop Pressure on wall (Max. Pressure at ф=0º) For FEA 후 비교 검토 ( Unt : kPa ) | Dynamic Hoop Pressure on wall (at ф=0º ~ 180º) For FEA 후 비교 검토( Unt : kPa ) | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| No. | Material | Shell width (m) | Used Thk. tu (mm) | t (mm) | Y (m) | Nh (N/mm) |
Ni (N/mm) | Nc (N/mm) | Nv (N/mm) |
σT (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | 압축응력 체크! (API 620 Annex F, Sca = M × Scs) | Y (mm) | Ph= Nh/R (kPa) | Pi= Ni/R (kPa) | Pc= Nc/R (kPa) | Pv= Nv/R (kPa) | Total Pressure Pw=σT×t/R ф=0º (kPa) | σa (MPa) | tReqd = Pw×R/σa (mm) |
Pw = (Max.ф=0º) | Pw = (ф=45º) | Pw=Ph+Pv (ф=90º) | Pw = (ф=135º) | Pw = (ф=180º) |
|||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 9 | A537-CL1+S5 | 0.502 | 25.0 | 25.0 | 0.502 | 72.47 | 43.10 | 0 | 13.68 | 4.71 | < OK | 192.57 | 0.024 < 1.0 OK | Scs=14.395 MPa, N=0.061, M=0.968, Sca= 13.937 MPa, | 0.502 | 3.36 | 2.00 | 0 | 0.63 | 5.46 | 192.57 | 0.61 | 5.46 | 4.91 | 3.99 | 1.81 | 1.26 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 8 | A537-CL1+S5 | 3.500 | 8.0 | 8.0 | 4.002 | 577.73 | 322.35 | 0 | 109.02 | 114.75 | < OK | 192.57 | 0.596 < 1.0 OK | Scs=4.607 MPa, N=0.626, M=0.527, Sca= 2.427 MPa, | 4.002 | 26.81 | 14.96 | 0 | 5.06 | 42.59 | 192.57 | 4.77 | 42.59 | 38.54 | 31.87 | 15.08 | 11.02 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 7 | A537-CL1+S5 | 3.500 | 8.0 | 8.0 | 7.502 | 1082.99 | 564.35 | 0 | 204.36 | 210.40 | > NG! | 192.57 | 1.093 > 1.0 NG! | Scs=4.607 MPa, N=1.063, M=-0.140, Sca= -0.646 MPa, | 7.502 | 50.25 | 26.18 | 0 | 9.48 | 78.10 | 192.57 | 8.74 | 78.10 | 71.05 | 59.73 | 29.45 | 22.41 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 6 | A537-CL1+S5 | 3.500 | 9.0 | 9.0 | 11.002 | 1588.26 | 769.13 | 0 | 299.71 | 268.19 | > NG! | 192.57 | 1.393 > 1.0 NG! | Scs=5.183 MPa, N=1.332, M=0.000, Sca= 0.000 MPa, | 11.002 | 73.69 | 35.69 | 0 | 13.91 | 111.99 | 192.57 | 12.53 | 111.99 | 102.51 | 87.60 | 44.87 | 35.39 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 5 | A537-CL1+S5 | 3.500 | 12.0 | 12.0 | 14.502 | 2093.52 | 936.68 | 0 | 395.05 | 259.17 | > NG! | 192.57 | 1.346 > 1.0 NG! | Scs=6.910 MPa, N=1.290, M=0.000, Sca= 0.000 MPa, | 14.502 | 97.13 | 43.46 | 0 | 18.33 | 144.30 | 192.57 | 16.15 | 144.30 | 132.91 | 115.46 | 61.35 | 49.96 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 4 | A537-CL1+S5 | 3.500 | 16.0 | 16.0 | 18.002 | 2598.78 | 1066.99 | 0 | 490.39 | 235.82 | > NG! | 192.57 | 1.225 > 1.0 NG! | Scs=9.214 MPa, N=1.186, M=0.000, Sca= 0.000 MPa, | 18.002 | 120.58 | 49.51 | 0 | 22.75 | 175.06 | 192.57 | 19.59 | 175.06 | 162.33 | 143.33 | 78.83 | 66.09 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 3 | A537-CL1+S5 | 3.500 | 20.0 | 20.0 | 21.502 | 3104.04 | 1160.07 | 0 | 585.73 | 220.18 | > NG! | 192.57 | 1.143 > 1.0 NG! | Scs=11.516 MPa, N=1.123, M=-0.329, Sca= -3.787 MPa, | 21.502 | 144.02 | 53.82 | 0 | 27.18 | 204.31 | 192.57 | 22.87 | 204.31 | 190.79 | 171.20 | 97.25 | 83.73 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 2 | A537-CL1+S5 | 3.500 | 23.0 | 23.0 | 25.002 | 3609.31 | 1215.92 | 0 | 681.08 | 217.52 | > NG! | 192.57 | 1.130 > 1.0 NG! | Scs=13.243 MPa, N=1.128, M=-0.351, Sca= -4.652 MPa, | 25.002 | 167.46 | 56.42 | 0 | 31.60 | 232.12 | 192.57 | 25.98 | 232.12 | 218.35 | 199.06 | 116.57 | 102.79 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 1 | A537-CL1+S5 | 3.500 | 27.0 | 27.0 | 28.502 | 4114.57 | 1234.53 | 0 | 776.42 | 206.41 | > NG! | 192.57 | 1.072 > 1.0 NG! | Scs=15.547 MPa, N=1.090, M=-0.216, Sca= -3.358 MPa, | 28.502 | 190.90 | 57.28 | 0 | 36.02 | 258.58 | 192.57 | 28.94 | 258.58 | 245.10 | 226.92 | 136.70 | 123.24 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| ∑W= | 28.502 | (m) | 28.502 | (m) | Allowable Dynamic Hoop Stress of A537-CL1+S5 σa = Max( 1.33 × Sts, 0.9 × Fy ) σa = Max( 1.33 × 144.79, 0.9 × 344.738) = 192.57 MPa | 압축응력 체크! Judge | Description | Dynamic Pressure on bottom For FEA 후 비교 검토( Unt : kPa ) | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES2 | Description | Pb = (Max.ф=0º) | Pb = (ф=45º) | Pb = (ф=90º) | Pb = (ф=135º) | Pb = (ф=180º) |
||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES3 | 1) Impulsive Pressure, Pib(kPa) = 2) Convective Pressure, Pcb(kPa) = 3) Total Pressure on bottom, Pb(kPa) = | -28.151 -21.297 -49.447 | -19.6 -17.569 -37.169 | 0 0 0 | 19.6 17.569 37.169 | 28.151 21.297 49.447 | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| Where : CLE Ai = SDs×(I/Rwi)= 0.4015[g], Ac=0.0[g], Av=0.3774[g], Q=1.0, I=1.0, Rwi=2.0, Rwc=1.0
|
1. 출처 : IITK-GSDMA/EQ08.pdf 2. https://www.ijaera.org/manuscript/20170304001.pdf Figure C-1. Qualitative description of hydrodynamic pressure distribution on tank wall and base | | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[TABLE 7.2.5.1] Ai = 0.4015[g], Ac = 0.0[g], Av = 0.3774[g] Wp = 278600.6 [Ton], Wi = 183831.11 [Ton], Wc = 95410.16 [Ton], Ws = 471.18 [Ton], Xs = 11.017 [m]
DLL = 28502.0 m, Hd[0] = 28502.0 m, Hmm = 28502.0 m, Wr = 223.03 [Ton], Xr = 31.860 [m], XrRoof = 3.358 [m] Knuckle 반경 = [0.0 mm, Knuckle 높이(0m) + Dome 높이(0m) = 0(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.4015 [g] × 2187.15 [kN] × 3.358(m) = 2948.79[kN-m]
Mrw_KN = 837,278 = Mrw + Mrw_Roof = 837,278 [KN-m], Mrw_Roof = 2,949 [KN-m], Mrw_Roof = 837,278 × (223 / ( 278,601 + 471 )) = 2948.79[kN-m]
| Shell Plate Information | [내,외조 공통] 1.운전시 SHELL 좌굴검토 Roof and Shell Vertical Compressive Stress | [API 620 DWT 외조 검토] 2. 지진시 압축+벤딩 좌굴검토 (TKK ARUN 계산서 와 동일한 Allowable Strezs, API 620, Scs) Overturning Moment Check | [내조] 3. 지진시 총 조합응력 검토 (TKK 에틸렌, ARUN) Combind Stress Check Dynamic Hoop + Earthquake Load < σa(1.33×Sts) | ||||||||||||||||||||||||||
| No. [n] | Material (Shell Width, mm) | Used Thk. tu (mm) | t=tu-CA (mm) | Y (m) |
Vertical Load Wr=223 Wr+Ws[1 ~ 9th] = W[i] (Ton) | Section Area A (mm²) | 두께 반경비 Ratio of t/R (mm²) | (운전시에는 Scs 적용) CASE A) 5.5.4.2, Scs Compression Sc = W/A < Scs OK Scs = 1,800,000×t/R (psi) | (운전시에는 Sca 사용하지않음) CASE B) 5.5.4.3, Sca Compression Sc = W/A < Sca[0.5555×Scs] (MPa) | Bending Moment M (kN-m) | Section Modulus Z=π×R²×t (m³) | Bending Sb = M/Z < Scs [100%] | Combind (압축+벤딩) Buckling Check Sc + Sb < 1.33 × Scs OK | Dynamic Hoop σT (MPa) | σc=[σT²+(Sc+Sb)² + (σT×Sb)]0.5 (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | Judge | Combind Buckling Check [API 620 Scs = ASME 식과 동일함] Div.1 ASME_Fa = 0.125×Em×(t/R) = 0.0625×200,000×(t/R) Sc + Sb < ASME Fa = Scs[100%] (MPa) | |||||||||
| (Roof T.W) Wr = 223.0 Ton | A | (t-c)/R | Sc=W/A | < | Scs | Sc/Scs < 1.0 OK | Ai = 0.4015[g], XrRoof= 3.358 [m] Mrw(roof)=Ai × Wr × XrRoof = | 2,949 | 0 | Sb=M/Z | < | Scs | Sb / Scs < 1.0 OK | Sc+Sb < Scs, OK | |||||||||||||||
| 9 | A537-CL1+S5 (0.502) | 25.0 | 25.0 | 0.502 | 223.0+13.350 = 236.4 | 3385537 | 0.0011599 | 0.685 | < | 14.395 | 0.048 < 1.0 OK | Sca, 적용하지 않음 | 3,208 | 36.484 | 0.088 | < | 14.395 | 0.006 < 1.0 OK | 0.773 < 19.146 OK | 4.71 | 5.14 | < | 192.57 | 0.027 | OK | 0.773 < 14.395 OK (620 : 14.395, ASME : 14.499, API650 : 48.14 MPa | |||
| 8 | A537-CL1+S5 (3.500) | 8.0 | 8.0 | 4.002 | 236.4+29.770 = 266.1 | 1083372 | 0.0003712 | 2.409 | < | 4.607 | 0.523 < 1.0 OK | Sca, 적용하지 않음 | 19,398 | 11.675 | 1.661 | < | 4.607 | 0.361 < 1.0 OK | 4.070 < 6.127 OK | 114.75 | 116.84 | < | 192.57 | 0.607 | OK | 4.070 < 4.607 OK (620 : 4.607, ASME : 4.640, API650 : 15.40 MPa | |||
| 7 | A537-CL1+S5 (3.500) | 8.0 | 8.0 | 7.502 | 266.1+29.770 = 295.9 | 1083372 | 0.0003712 | 2.679 | < | 4.607 | 0.582 < 1.0 OK | 1.047 > 1.0 NG! (N/A) | 60,751 | 11.675 | 5.203 | > | 4.607 | 1.129 > 1.0 NG! | 7.882 > 6.127 NG! | 210.40 | 214.45 | > | 192.57 | 1.114 | NG! | 7.882 > 4.607 NG! (620 : 4.607, ASME : 4.640, API650 : 15.40 MPa | |||
| 6 | A537-CL1+S5 (3.500) | 9.0 | 9.0 | 11.002 | 295.9+33.490 = 329.4 | 1218793 | 0.0004176 | 2.650 | < | 5.182 | 0.511 < 1.0 OK | Sca, 적용하지 않음 | 127,266 | 13.134 | 9.690 | > | 5.182 | 1.870 > 1.0 NG! | 12.340 > 6.893 NG! | 268.19 | 274.57 | > | 192.57 | 1.426 | NG! | 12.340 > 5.182 NG! (620 : 5.182, ASME : 5.220, API650 : 17.33 MPa | |||
| 5 | A537-CL1+S5 (3.500) | 12.0 | 12.0 | 14.502 | 329.4+44.660 = 374.1 | 1625058 | 0.0005568 | 2.257 | < | 6.910 | 0.327 < 1.0 OK | Sca, 적용하지 않음 | 218,943 | 17.512 | 12.502 | > | 6.910 | 1.809 > 1.0 NG! | 14.759 > 9.190 NG! | 259.17 | 266.86 | > | 192.57 | 1.386 | NG! | 14.759 > 6.910 NG! (620 : 6.910, ASME : 6.960, API650 : 23.11 MPa | |||
| 4 | A537-CL1+S5 (3.500) | 16.0 | 16.0 | 18.002 | 374.1+59.550 = 433.6 | 2166744 | 0.0007424 | 1.963 | < | 9.213 | 0.213 < 1.0 OK | Sca, 적용하지 않음 | 335,783 | 23.350 | 14.380 | > | 9.213 | 1.561 > 1.0 NG! | 16.343 > 12.253 NG! | 235.82 | 244.40 | > | 192.57 | 1.269 | NG! | 16.343 > 9.213 NG! (620 : 9.213, ASME : 9.279, API650 : 30.81 MPa | |||
| 3 | A537-CL1+S5 (3.500) | 20.0 | 20.0 | 21.502 | 433.6+74.450 = 508.1 | 2708430 | 0.0009279 | 1.840 | < | 11.516 | 0.160 < 1.0 OK | Sca, 적용하지 않음 | 477,786 | 29.187 | 16.370 | > | 11.516 | 1.421 > 1.0 NG! | 18.210 > 15.317 NG! | 220.18 | 229.83 | > | 192.57 | 1.193 | NG! | 18.210 > 11.516 NG! (620 : 11.516, ASME : 11.599, API650 : 38.51 MPa | |||
| 2 | A537-CL1+S5 (3.500) | 23.0 | 23.0 | 25.002 | 508.1+85.620 = 593.7 | 3114694 | 0.0010671 | 1.869 | < | 13.244 | 0.141 < 1.0 OK | Sca, 적용하지 않음 | 644,951 | 33.566 | 19.215 | > | 13.244 | 1.451 > 1.0 NG! | 21.084 > 17.614 NG! | 217.52 | 228.79 | > | 192.57 | 1.188 | NG! | 21.084 > 13.244 NG! (620 : 13.244, ASME : 13.339, API650 : 44.29 MPa | |||
| 1 | A537-CL1+S5 (3.500) | 27.0 | 27.0 | 28.502 | 593.7+100.520 = 694.2 | 3656380 | 0.0012527 | 1.862 | < | 15.547 | 0.120 < 1.0 OK | Sca, 적용하지 않음 | 837,278 | 39.403 | 21.249 | > | 15.547 | 1.367 > 1.0 NG! | 23.111 > 20.678 NG! | 206.41 | 218.88 | > | 192.57 | 1.137 | NG! | 23.111 > 15.547 NG! (620 : 15.547, ASME : 15.659, API650 : 51.99 MPa | |||
| Total Weight( Roof + Shell ) = | 223.0+471.2= 694.2 Ton | [API 620 5.5.4.3] Scs = (t/R≤0.00667 ? 1,800,000×t/R:(t/R≤0.0175 ? 10,150+277,400×t/R: 15000) × 0.006894757 (MPa) [API 620 5.5.4.3] Sca = Scs × 0.555 = (t/R≤0.00667 ? 1,000,000×t/R:(t/R≤0.0175 ? 5,650+154,200×t/R: 8340) × 0.006894757 (MPa) | SPARE 1 | SPARE 2 | |||||||||||||||||||||||||
| Picture (출처 / 근거식) | | SPARE 3 | SPARE 4 | ||||||||||||||||||||||||||
API 620 CLE [0] Level Accelation : Ai = Fa×Ss×(I/Rwi)= 0.4015[g], Ac=0.0[g], Av=0.3774[g], Q=1.0, I=1.0, Rwi=2.0, Rwc=1.0
SDS=Q×Ss×Fa=0.803[g], SD1=Q×S1×Fv=0.3476[g], Ss=0.22[g], Fa=1.46, S1=0.22[g], Fv=1.58, Ti=0.3764[s], Tc=6.8836[s]
J=2.543, Mrw=837,278[KN-m] , Ms=1,379,399[KN-m], V=76875.0[KN]
Wp=278600.599[kN] Wi=183831.111[kN] Wc=95410.161 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.22, S1 = 0.22, Fa = 1.46, Fv = 1.58
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.4015x(183,831,111x10.688 + 4,620,697x11.017 + 2,187,148x31.86 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(95,410,161x18.663)]2)
Mrw = 837,278,330 [N-m] = 837,278 [KN-m] = 85,379 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.4015x(183,831,111x18.033 + 4,620,697x11.017 + 2,187,148x31.86 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(95,410,161x18.663)]2)
Ms = 1,379,399,492 [N-m] = 1,379,399 [KN-m] = 140,660 [Ton-m]
Wp = 278,600,599 [N] = 278,601 [KN] = 28,409 [Ton]
Wi = 183,831,111 [N] = 183,831 [KN] = 18,746 [Ton], Xi = 10.688 [m], Wi/Wp = 65.98[%]
Wc = 95,410,161 [N] = 95,410 [KN] = 9,729 [Ton], Xc = 18.663 [m], Wc/Wp = 34.25[%]
Ws = 4,620,697 [N] = 4,621 [KN] = 471.180 [Ton], Xs = 11.017 [m]
Wr = 2,187,148 [N] = 2,187 [KN] = 223.027 [Ton], Xr = 31.86 [m]
Wf = 831,408 [N] = 831 [KN] = 84.780 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 76,875,351 [N] = 76,875 [KN] = 7,839 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 76,875,351 [N] = 76,875 [KN] = 7,839 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 1
Ai=0.4015[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.3476 × ( 3.0 / 6.8836²) × ( 1.0 / 1.0) = 0.0 [g]
Av= 0.3774 [g]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
7.2.6. Dynamic hoop stress calculation (ALE) API 620 Annex L
| Scs : Maximum Allowable Longitudinal Compressive Stress, (Scs, MPa) for a cylindrical wall acted upon by an axial load with neither a tensile nor a compressive force acting concurrently in a circumferential direction (determined in accordance with 5.5.4.2 for the thickness-to-radius ratio involved); Scs = [Above Table] MPa Scs = 1,800,000 × tc/R when, 0.00667 < tc/R Scs = 10,150 + 277,400 × tc/R when, 0.00667 ≥ tc/R ≤ 0.0175 Scs = 15,000 When tc/R > 0.0175 Sts 설명 : 최대 허용 세로(수직) 압축응력 (MPa) 내압에 의한 원주 방향으로 막응력(T2, St=T2/t) 이나, 수직 방향으로의 압축력(T1, Sc)이 동시에 작용하지 않는 즉, 내압은 작용하지 않고, 수직 축하중만 압축(T1, Sc)으로 작용할 경우 아래 식에 의하여 최대허용압축응력을 계산(관련된 두께 대 반경 비율에 대해 5.5.4.2에 따라 결정됨 |
| Dynamic Hoop Stress () Hmm=28502.0, Unit : [Nh, Ni, Nv, Nv : N/mm] [σt, σa : MPa] | 압축응력 체크! Judge | Dynamic Hoop Pressure on wall (Max. Pressure at ф=0º) For FEA 후 비교 검토 ( Unt : kPa ) | Dynamic Hoop Pressure on wall (at ф=0º ~ 180º) For FEA 후 비교 검토( Unt : kPa ) | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| No. | Material | Shell width (m) | Used Thk. tu (mm) | t (mm) | Y (m) | Nh (N/mm) |
Ni (N/mm) | Nc (N/mm) | Nv (N/mm) |
σT (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | 압축응력 체크! (API 620 Annex F, Sca = M × Scs) | Y (mm) | Ph= Nh/R (kPa) | Pi= Ni/R (kPa) | Pc= Nc/R (kPa) | Pv= Nv/R (kPa) | Total Pressure Pw=σT×t/R ф=0º (kPa) | σa (MPa) | tReqd = Pw×R/σa (mm) |
Pw = (Max.ф=0º) | Pw = (ф=45º) | Pw=Ph+Pv (ф=90º) | Pw = (ф=135º) | Pw = (ф=180º) |
|||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 9 | A537-CL1+S5 | 0.502 | 25.0 | 25.0 | 0.502 | 72.47 | 63.26 | 0 | 20.07 | 5.55 | < OK | 192.57 | 0.029 < 1.0 OK | Scs=14.395 MPa, N=0.061, M=0.968, Sca= 13.937 MPa, | 0.502 | 3.36 | 2.94 | 0 | 0.93 | 6.44 | 192.57 | 0.72 | 6.44 | 5.64 | 4.29 | 1.08 | 0.28 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 8 | A537-CL1+S5 | 3.500 | 8.0 | 8.0 | 4.002 | 577.73 | 473.04 | 0 | 159.97 | 134.64 | < OK | 192.57 | 0.699 < 1.0 OK | Scs=4.607 MPa, N=0.626, M=0.527, Sca= 2.427 MPa, | 4.002 | 26.81 | 21.95 | 0 | 7.42 | 49.98 | 192.57 | 5.59 | 49.98 | 44.01 | 34.23 | 9.61 | 3.64 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 7 | A537-CL1+S5 | 3.500 | 8.0 | 8.0 | 7.502 | 1082.99 | 828.19 | 0 | 299.88 | 245.48 | > NG! | 192.57 | 1.275 > 1.0 NG! | Scs=4.607 MPa, N=1.063, M=-0.140, Sca= -0.646 MPa, | 7.502 | 50.25 | 38.43 | 0 | 13.91 | 91.12 | 192.57 | 10.20 | 91.12 | 80.78 | 64.16 | 19.72 | 9.38 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 6 | A537-CL1+S5 | 3.500 | 9.0 | 9.0 | 11.002 | 1588.26 | 1128.70 | 0 | 439.79 | 311.07 | > NG! | 192.57 | 1.615 > 1.0 NG! | Scs=5.183 MPa, N=1.332, M=0.000, Sca= 0.000 MPa, | 11.002 | 73.69 | 52.37 | 0 | 20.41 | 129.90 | 192.57 | 14.54 | 129.90 | 115.97 | 94.10 | 31.41 | 17.48 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 5 | A537-CL1+S5 | 3.500 | 12.0 | 12.0 | 14.502 | 2093.52 | 1374.57 | 0 | 579.70 | 298.78 | > NG! | 192.57 | 1.552 > 1.0 NG! | Scs=6.910 MPa, N=1.290, M=0.000, Sca= 0.000 MPa, | 14.502 | 97.13 | 63.78 | 0 | 26.90 | 166.35 | 192.57 | 18.62 | 166.35 | 149.64 | 124.03 | 44.62 | 27.91 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 4 | A537-CL1+S5 | 3.500 | 16.0 | 16.0 | 18.002 | 2598.78 | 1565.80 | 0 | 719.60 | 270.13 | > NG! | 192.57 | 1.403 > 1.0 NG! | Scs=9.214 MPa, N=1.186, M=0.000, Sca= 0.000 MPa, | 18.002 | 120.58 | 72.65 | 0 | 33.39 | 200.53 | 192.57 | 22.44 | 200.53 | 181.85 | 153.97 | 59.31 | 40.62 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 3 | A537-CL1+S5 | 3.500 | 20.0 | 20.0 | 21.502 | 3104.04 | 1702.40 | 0 | 859.51 | 250.56 | > NG! | 192.57 | 1.301 > 1.0 NG! | Scs=11.516 MPa, N=1.123, M=-0.329, Sca= -3.787 MPa, | 21.502 | 144.02 | 78.99 | 0 | 39.88 | 232.51 | 192.57 | 26.02 | 232.51 | 212.65 | 183.90 | 75.39 | 55.53 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 2 | A537-CL1+S5 | 3.500 | 23.0 | 23.0 | 25.002 | 3609.31 | 1784.35 | 0 | 999.42 | 245.85 | > NG! | 192.57 | 1.277 > 1.0 NG! | Scs=13.243 MPa, N=1.128, M=-0.351, Sca= -4.652 MPa, | 25.002 | 167.46 | 82.79 | 0 | 46.37 | 262.36 | 192.57 | 29.36 | 262.36 | 242.14 | 213.83 | 92.78 | 72.57 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 1 | A537-CL1+S5 | 3.500 | 27.0 | 27.0 | 28.502 | 4114.57 | 1811.67 | 0 | 1139.32 | 231.66 | > NG! | 192.57 | 1.203 > 1.0 NG! | Scs=15.547 MPa, N=1.090, M=-0.216, Sca= -3.358 MPa, | 28.502 | 190.90 | 84.06 | 0 | 52.86 | 290.21 | 192.57 | 32.48 | 290.21 | 270.44 | 243.76 | 111.36 | 91.60 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| ∑W= | 28.502 | (m) | 28.502 | (m) | Allowable Dynamic Hoop Stress of A537-CL1+S5 σa = Max( 1.33 × Sts, 0.9 × Fy ) σa = Max( 1.33 × 144.79, 0.9 × 344.738) = 192.57 MPa | 압축응력 체크! Judge | Description | Dynamic Pressure on bottom For FEA 후 비교 검토( Unt : kPa ) | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES2 | Description | Pb = (Max.ф=0º) | Pb = (ф=45º) | Pb = (ф=90º) | Pb = (ф=135º) | Pb = (ф=180º) |
||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES3 | 1) Impulsive Pressure, Pib(kPa) = 2) Convective Pressure, Pcb(kPa) = 3) Total Pressure on bottom, Pb(kPa) = | -28.151 -21.297 -49.447 | -19.6 -17.569 -37.169 | 0 0 0 | 19.6 17.569 37.169 | 28.151 21.297 49.447 | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| Where : OLE Ai = SDs = 0.5892[g], Ac=0.0[g], Av=0.2769[g], Q=1.0, I=1.0, Rwi=1.0, Rwc=1.0
|
1. 출처 : IITK-GSDMA/EQ08.pdf 2. https://www.ijaera.org/manuscript/20170304001.pdf Figure C-1. Qualitative description of hydrodynamic pressure distribution on tank wall and base | | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[TABLE 7.2.5.3] Ai = 0.5892[g], Ac = 0.0[g], Av = 0.2769[g] Wp = 0.0 [Ton], Wi = 0.0 [Ton], Wc = 0.0 [Ton], Ws = 471.18 [Ton], Xs = 11.017 [m]
DLL = 28502.0 m, Hd[0] = 28502.0 m, Hmm = 28502.0 m, Wr = 223.03 [Ton], Xr = 31.860 [m], XrRoof = 3.358 [m] Knuckle 반경 = [0.0 mm, Knuckle 높이(0m) + Dome 높이(0m) = 0(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.5892 [g] × 2187.15 [kN] × 3.358(m) = 4327.35[kN-m]
Mrw_KN = 71,051 = Mrw + Mrw_Roof = 71,051 [KN-m], Mrw_Roof = 4,327 [KN-m], Mrw_Roof = 71,051 × (223 / ( 0 + 471 )) = 4327.35[kN-m]
| Shell Plate Information | [내,외조 공통] 1.운전시 SHELL 좌굴검토 Roof and Shell Vertical Compressive Stress | [API 620 DWT 외조 검토] 2. 지진시 압축+벤딩 좌굴검토 (TKK ARUN 계산서 와 동일한 Allowable Strezs, API 620, Scs) Overturning Moment Check | [내조] 3. 지진시 총 조합응력 검토 (TKK 에틸렌, ARUN) Combind Stress Check Dynamic Hoop + Earthquake Load < σa(1.33×Sts) | ||||||||||||||||||||||||||
| No. [n] | Material (Shell Width, mm) | Used Thk. tu (mm) | t=tu-CA (mm) | Y (m) |
Vertical Load Wr=223 Wr+Ws[1 ~ 9th] = W[i] (Ton) | Section Area A (mm²) | 두께 반경비 Ratio of t/R (mm²) | (운전시에는 Scs 적용) CASE A) 5.5.4.2, Scs Compression Sc = W/A < Scs OK Scs = 1,800,000×t/R (psi) | (운전시에는 Sca 사용하지않음) CASE B) 5.5.4.3, Sca Compression Sc = W/A < Sca[0.5555×Scs] (MPa) | Bending Moment M (kN-m) | Section Modulus Z=π×R²×t (m³) | Bending Sb = M/Z < Scs [100%] | Combind (압축+벤딩) Buckling Check Sc + Sb < 1.33 × Scs OK | Dynamic Hoop σT (MPa) | σc=[σT²+(Sc+Sb)² + (σT×Sb)]0.5 (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | Judge | Combind Buckling Check [API 620 Scs = ASME 식과 동일함] Div.1 ASME_Fa = 0.125×Em×(t/R) = 0.0625×200,000×(t/R) Sc + Sb < ASME Fa = Scs[100%] (MPa) | |||||||||
| (Roof T.W) Wr = 223.0 Ton | A | (t-c)/R | Sc=W/A | < | Scs | Sc/Scs < 1.0 OK | Ai = 0.5892[g], XrRoof= 3.358 [m] Mrw(roof)=Ai × Wr × XrRoof = | 4,327 | 0 | Sb=M/Z | < | Scs | Sb / Scs < 1.0 OK | Sc+Sb < Scs, OK | |||||||||||||||
| 9 | A537-CL1+S5 (0.502) | 25.0 | 25.0 | 0.502 | 223.0+13.350 = 236.4 | 3385537 | 0.0011599 | 0.685 | < | 14.395 | 0.048 < 1.0 OK | Sca, 적용하지 않음 | 4,348 | 36.484 | 0.119 | < | 14.395 | 0.008 < 1.0 OK | 0.804 < 19.146 OK | 5.55 | 5.99 | < | 192.57 | 0.031 | OK | 0.804 < 14.395 OK (620 : 14.395, ASME : 14.499, API650 : 48.14 MPa | |||
| 8 | A537-CL1+S5 (3.500) | 8.0 | 8.0 | 4.002 | 236.4+29.770 = 266.1 | 1083372 | 0.0003712 | 2.409 | < | 4.607 | 0.523 < 1.0 OK | Sca, 적용하지 않음 | 5,643 | 11.675 | 0.483 | < | 4.607 | 0.105 < 1.0 OK | 2.892 < 6.127 OK | 134.64 | 136.11 | < | 192.57 | 0.707 | OK | 2.892 < 4.607 OK (620 : 4.607, ASME : 4.640, API650 : 15.40 MPa | |||
| 7 | A537-CL1+S5 (3.500) | 8.0 | 8.0 | 7.502 | 266.1+29.770 = 295.9 | 1083372 | 0.0003712 | 2.679 | < | 4.607 | 0.582 < 1.0 OK | 1.047 > 1.0 NG! (N/A) | 8,950 | 11.675 | 0.767 | < | 4.607 | 0.167 < 1.0 OK | 3.446 < 6.127 OK | 245.48 | 247.22 | > | 192.57 | 1.284 | NG! | 3.446 < 4.607 OK (620 : 4.607, ASME : 4.640, API650 : 15.40 MPa | |||
| 6 | A537-CL1+S5 (3.500) | 9.0 | 9.0 | 11.002 | 295.9+33.490 = 329.4 | 1218793 | 0.0004176 | 2.650 | < | 5.182 | 0.511 < 1.0 OK | Sca, 적용하지 않음 | 14,269 | 13.134 | 1.086 | < | 5.182 | 0.210 < 1.0 OK | 3.736 < 6.893 OK | 311.07 | 312.96 | > | 192.57 | 1.625 | NG! | 3.736 < 5.182 OK (620 : 5.182, ASME : 5.220, API650 : 17.33 MPa | |||
| 5 | A537-CL1+S5 (3.500) | 12.0 | 12.0 | 14.502 | 329.4+44.660 = 374.1 | 1625058 | 0.0005568 | 2.257 | < | 6.910 | 0.327 < 1.0 OK | Sca, 적용하지 않음 | 21,601 | 17.512 | 1.233 | < | 6.910 | 0.178 < 1.0 OK | 3.490 < 9.190 OK | 298.78 | 300.54 | > | 192.57 | 1.561 | NG! | 3.490 < 6.910 OK (620 : 6.910, ASME : 6.960, API650 : 23.11 MPa | |||
| 4 | A537-CL1+S5 (3.500) | 16.0 | 16.0 | 18.002 | 374.1+59.550 = 433.6 | 2166744 | 0.0007424 | 1.963 | < | 9.213 | 0.213 < 1.0 OK | Sca, 적용하지 않음 | 30,945 | 23.350 | 1.325 | < | 9.213 | 0.144 < 1.0 OK | 3.288 < 12.253 OK | 270.13 | 271.79 | > | 192.57 | 1.411 | NG! | 3.288 < 9.213 OK (620 : 9.213, ASME : 9.279, API650 : 30.81 MPa | |||
| 3 | A537-CL1+S5 (3.500) | 20.0 | 20.0 | 21.502 | 433.6+74.450 = 508.1 | 2708430 | 0.0009279 | 1.840 | < | 11.516 | 0.160 < 1.0 OK | Sca, 적용하지 않음 | 42,301 | 29.187 | 1.449 | < | 11.516 | 0.126 < 1.0 OK | 3.289 < 15.317 OK | 250.56 | 252.22 | > | 192.57 | 1.310 | NG! | 3.289 < 11.516 OK (620 : 11.516, ASME : 11.599, API650 : 38.51 MPa | |||
| 2 | A537-CL1+S5 (3.500) | 23.0 | 23.0 | 25.002 | 508.1+85.620 = 593.7 | 3114694 | 0.0010671 | 1.869 | < | 13.244 | 0.141 < 1.0 OK | Sca, 적용하지 않음 | 55,670 | 33.566 | 1.659 | < | 13.244 | 0.125 < 1.0 OK | 3.528 < 17.614 OK | 245.85 | 247.63 | > | 192.57 | 1.286 | NG! | 3.528 < 13.244 OK (620 : 13.244, ASME : 13.339, API650 : 44.29 MPa | |||
| 1 | A537-CL1+S5 (3.500) | 27.0 | 27.0 | 28.502 | 593.7+100.520 = 694.2 | 3656380 | 0.0012527 | 1.862 | < | 15.547 | 0.120 < 1.0 OK | Sca, 적용하지 않음 | 71,051 | 39.403 | 1.803 | < | 15.547 | 0.116 < 1.0 OK | 3.665 < 20.678 OK | 231.66 | 233.51 | > | 192.57 | 1.213 | NG! | 3.665 < 15.547 OK (620 : 15.547, ASME : 15.659, API650 : 51.99 MPa | |||
| Total Weight( Roof + Shell ) = | 223.0+471.2= 694.2 Ton | [API 620 5.5.4.3] Scs = (t/R≤0.00667 ? 1,800,000×t/R:(t/R≤0.0175 ? 10,150+277,400×t/R: 15000) × 0.006894757 (MPa) [API 620 5.5.4.3] Sca = Scs × 0.555 = (t/R≤0.00667 ? 1,000,000×t/R:(t/R≤0.0175 ? 5,650+154,200×t/R: 8340) × 0.006894757 (MPa) | SPARE 1 | SPARE 2 | |||||||||||||||||||||||||
| Picture (출처 / 근거식) | | SPARE 3 | SPARE 4 | ||||||||||||||||||||||||||
API 620 OLE [1] Level Accelation : Ai = Fa×Ss = 0.5892[g], Ac=0.0[g], Av=0.2769[g], Q=1.0, I=1.0, Rwi=1.0, Rwc=1.0
SDS=Q×Ss×Fa=0.5892[g], SD1=Q×S1×Fv=0.2425[g], Ss=0.1467[g], Fa=1.6066, S1=0.1467[g], Fv=1.6533, Ti=0.2[s], Tc=0.0[s]
J=0.8554, Mrw=71,051[KN-m] , Ms=71,051[KN-m], V=4501.0[KN]
Wp=0.0[kN] Wi=0[kN] Wc=0 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.1467, S1 = 0.1467, Fa = 1.6066, Fv = 1.6533
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.5892x(0x0 + 4,620,697x11.017 + 2,187,148x31.86 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(0x0)]2)
Mrw = 71,050,894 [N-m] = 71,051 [KN-m] = 7,245 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.5892x(0x0 + 4,620,697x11.017 + 2,187,148x31.86 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(0x0)]2)
Ms = 71,050,894 [N-m] = 71,051 [KN-m] = 7,245 [Ton-m]
Wp = 0 [N] = 0 [KN] = 0 [Ton]
Wi = 0 [N] = 0 [KN] = 0 [Ton], Xi = 0 [m], Wi/Wp = ?[%]
Wc = 0 [N] = 0 [KN] = 0 [Ton], Xc = 0 [m], Wc/Wp = ?[%]
Ws = 4,620,697 [N] = 4,621 [KN] = 471.180 [Ton], Xs = 11.017 [m]
Wr = 2,187,148 [N] = 2,187 [KN] = 223.027 [Ton], Xr = 31.86 [m]
Wf = 831,408 [N] = 831 [KN] = 84.780 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 4,501,048 [N] = 4,501 [KN] = 459 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 4,501,048 [N] = 4,501 [KN] = 459 [Ton] CLEOLE = 1, dCode = 1, at[tid].in_OR_out = 1
Ai=0.5892[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.2425 × ( 3.0 / 0.0²) × ( 1.0 / 1.0) = 0.0 [g]
Av= 0.2769 [g]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| Symbol | Description of acceleration parameter | CLE | OLE | ALE |
| Ai : | Impulsive spectral acceleration parameter. [g] | 0.4015 | 0.5892 | 0.2008 |
| Ac : | Convective spectral acceleration parameter. [g] | 0.0000 | 0.0000 | 0.0000 |
| Av : | Vertical earthquake acceleration parameter. [g] | 0.3774 | 0.2769 | 0.1887 |
| G | : | Design Specific gravity | 0.683 | ||||||
| D | : | Tank diameter | 43.106 | m | |||||
| R | : | Tank radius | 21.553 | m | |||||
| H | : | Max. Design product level (at Operation) | 28.502 | m | |||||
| D/H | : | Ratio of tank diameter to design liquid level, D/H=1.512 > 1.333 | 1.512 | ||||||
| t | : | Thickness of the shell under consideration. t = tu - CA | mm | ||||||
| Y | : | Distance from liquid surface to analysis point. (positive down) | m | ||||||
| Nh | : | Product hydrostatic membrane force in shell. (API 620) Nh = 9.80665·G·Y·D / 2 | N/mm | ||||||
| Nv | : | Vertical force in shell.(API 620) Nv = Av·Nh / 2.5 | N/mm | ||||||
| Ni | : | Impulsive hoop membrane force in shell. | N/mm | ||||||
| Nc | : | Convective hoop membrane force in shell. | N/mm | ||||||
| Nv | : | Vertical force in shell.(API 620) Nv = Av×Nh / 2.5 | N/mm | ||||||
| σT | : | Total combined hoop stress in each shell (API 650 Annex E.6.1.4-6) | MPa | ||||||
| |||||||||
| Pt | : | Dynamic pressure in each shell (Reverse calculation by σT) | kPa | ||||||
| |||||||||
| Fty | : | Min. yield strength of shell course, | 344.74 | MPa | |||||
| Sd | : | Product design stress of shell course, | 144.79 | MPa | |||||
| σa | : | Allowable stress of shell course, σa=Min(0.9·Fty, 1.33·Sd) | 192.57 | MPa |
No.5. 벽산남해화학 AMMONIA Tank Size, D= 43.106, H= 28.502 (m), Storage Capacity = 0 (m³)
[tid=[8] b[0] = RPT_RESULT[5] = API 620 OR API 650 ONE-Foot Weight Summary
PLATE MATERIAL LIST ( 자재구매비 추정금액 )
Tank No. : 벽산남해화학 AMMONIA / OUTER TANK
[TABLE 3] H-BEAM SECTION PROPERTY INFOMATION FOR ROOF STRUCTURE (RAFTER and RING GIRDER)
ATTACHMENT A. WELD METAL PURCHASE COST / 용접봉 구매 비용
Note
1. 평판 용접자세 (1G~4G) [인터넷 자료]
2. 용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율)
div id='atDiv_4_8', at[8].divRPT[4] Contents 내용 = 벽산남해화학 AMMONIA] 4.Weld Metal] 44 [KB][tid=[8] b[0] = RPT_RESULT[5] = API 620 OR API 650 ONE-Foot Weight Summary
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
Tank No. : 벽산남해화학 AMMONIA / OUTER TANK
| 0. Project Description (Tank No.) | 1. Design Code | 2. Containment System | 3. 내외조구분 | 4. Content | 16. SG | 18. Design Pressure (MPa) | 19. Design temperature (℃) | 10. Diameter (mm) | 11. Height (mm) | 13. CA (mm) | 12. Joint Efficiency | 14. DLL (mm) | 15. HTL (mm) |
| 벽산남해화학 AMMONIA | API 620 | SINGLE | OUTER | AMMONIA | 0.683 | 0.0068647 | -40 | 43106 | 28502 | 0 | 1 | 25082 | 25082 |
| 1. [OUTER TANK] Shell Plate | |||||||||||||||||||
| Net Weight (설계중량) | Gross Weight (자재구매 중량) | 자재구매가격 Shell Plate Purchsing Price | Remark | ||||||||||||||||
| Shell Course No. | Material | Thk. (mm) | Width (mm) | Length (mm) | Qty (SHT) | Net WT (Ton) | Shell Course No. | Material | Thk. (mm) | Width (mm) | Length (mm) | Qty (SHT) | Gross WT (Ton) | Loss Grs/net Ratio(%) | 수입 자재단가 (USD/Ton) | 수입 자재금액 (USD) | 내수 자재단가 (천원/Ton) | 내수 자재금액 (천원) | Remark |
| 9 th Shell Plate | A537-CL1+S5 | 25.0 | 502 | 13550 | 10 | 13.350 | 9 | A537-CL1+S5 | 25.0 | 552 | 13600 | 10 | 14.730 | 10.34 | 1,541.67 | 22,709 | 1,850.00 | 27,250 | This shell plate is Compression Ring |
| 8 th Shell Plate | A537-CL1+S5 | 8.0 | 3500 | 13544 | 10 | 29.770 | 8 | A537-CL1+S5 | 8.0 | 3550 | 13590 | 11 | 33.330 | 11.96 | 1,541.67 | 51,384 | 1,850.00 | 61,660 | Stiff and jig 부착 PAD PLATE 1 Sheet 포함 |
| 7 th Shell Plate | A537-CL1+S5 | 8.0 | 3500 | 13544 | 10 | 29.770 | 7 | A537-CL1+S5 | 8.0 | 3550 | 13590 | 10 | 30.300 | 1.78 | 1,541.67 | 46,713 | 1,850.00 | 56,055 | |
| 6 th Shell Plate | A537-CL1+S5 | 9.0 | 3500 | 13544 | 10 | 33.490 | 6 | A537-CL1+S5 | 9.0 | 3550 | 13590 | 10 | 34.080 | 1.76 | 1,541.67 | 52,540 | 1,850.00 | 63,048 | |
| 5 th Shell Plate | A537-CL1+S5 | 12.0 | 3500 | 13545 | 10 | 44.660 | 5 | A537-CL1+S5 | 12.0 | 3550 | 13590 | 10 | 45.450 | 1.77 | 1,541.67 | 70,069 | 1,850.00 | 84,082 | |
| 4 th Shell Plate | A537-CL1+S5 | 16.0 | 3500 | 13547 | 10 | 59.550 | 4 | A537-CL1+S5 | 16.0 | 3550 | 13590 | 10 | 60.600 | 1.76 | 1,541.67 | 93,425 | 1,850.00 | 112,110 | |
| 3 rd Shell Plate | A537-CL1+S5 | 20.0 | 3500 | 13548 | 10 | 74.450 | 3 | A537-CL1+S5 | 20.0 | 3550 | 13590 | 10 | 75.740 | 1.73 | 1,541.67 | 116,766 | 1,850.00 | 140,119 | |
| 2 nd Shell Plate | A537-CL1+S5 | 23.0 | 3500 | 13549 | 10 | 85.620 | 2 | A537-CL1+S5 | 23.0 | 3550 | 13590 | 10 | 87.110 | 1.74 | 1,541.67 | 134,295 | 1,850.00 | 161,154 | |
| 1 st Shell Plate | A537-CL1+S5 | 27.0 | 3500 | 13550 | 10 | 100.520 | 1 | A537-CL1+S5 | 27.0 | 3550 | 13600 | 11 | 112.563 | 11.98 | 1,541.67 | 173,535 | 1,850.00 | 208,242 | 1st Shell Nozzzle and Openning PAD PLATE 1 Sheet 포함 |
| [OUTER TANK] Shell Plate Total = | 90 | 471.180 | Total Qty and Weight = | 92 | 493.903 | 4.82 | 1,541.67 | 761,435 | 1,850.00 | 913,721 | (천원) | ||||||||
| 2. [OUTER TANK] Bottom / Annular / Roof Plate / Compression Ring / Suspended Deck | |||||||||||||||||||
| Net Weight (설계중량) | Gross Weight (자재구매 중량) | 자재구매가격 Shell Plate Purchsing Price | Remark | ||||||||||||||||
| Part Name | Material | Shell Course No. | Qty (SHT) | Net WT (Ton) | Thickness Range (mm) | Width (mm) | Length (mm) | Qty (SHT) | Gross WT (Ton) | Loss Grs/net Ratio(%) | 수입 자재단가 (USD/Ton) | 수입 자재금액 (USD) | 내수 자재단가 (천원/Ton) | 내수 자재금액 (천원) | Remark | ||||
| 1. Bottom Plate | A516-60N+S5 | 6.5 | 2438 | 6096 | 92.70 | 70.310 | 1 | A516-60N+S5 | 6.5 | 2438 | 6096 | 99 | 75.042 | 6.73 | 1,300.00 | 97,555 | 1,690.00 | 126,821 | |
| 2. Annular Plate | A537-CL1+S5 | 18.0 | 2438 | 6096 | 6.90 | 14.470 | 2 | A537-CL1+S5 | 18.0 | 2438 | 6096 | 8 | 16.800 | 16.10 | 1,541.67 | 25,900 | 1,850.00 | 31,080 | |
| 3. Roof Plate | A537-CL1+S5 | 6.0 | 2438 | 6096 | 109.40 | 76.560 | 3 | A537-CL1+S5 | 6.0 | 2438 | 6096 | 118 | 82.600 | 7.89 | 1,541.67 | 127,342 | 1,850.00 | 152,810 | |
| 4. Comp. Ring | A283-C | 18.0 | 600 | 4368 | 31.00 | 11.375 | 4 | A283-C | 18.0 | 750 | 4518 | 33 | 15.807 | 38.96 | 1,137.00 | 17,973 | 1,690.00 | 26,714 | |
| 5. Suspended Deck | Aluminum OR CS | 1.2 | 2438 | 6096 350 | 1 SET | 58.375 | 5 | Aluminum OR CS | 1.2 | 2438 | 6096 350 | 1 | 58.375 | 10.00 | 1,300.00 | 83,477 | 1,690.00 | 108,520 | 중량 산출근거 : 알루미늄 면적당 : 40.0 kg/m²× 1.459 (m²) |
| [OUTER TANK] Bottom / Annular / Total = | 231.090 | Total Qty and Weight = | 254.462 | 352,246 | USD | 445,945 | (천원) | ||||||||||||
| [OUTER TANK] Grand Total = | 702.270 | Grand Total Qty and Weight = | 748.365 | 1,113,681 | USD | 1,359,665 | (천원) | ||||||||||||
| OUTER / Dome Roof Structure 견적예상중량 | ||||||||||||||||||||
| Net Weight (설계 중량) | Gross Weight (자재구매 중량) | 자재구매가격(Ton) | Remark | |||||||||||||||||
| No | DESCRIPTION | SIZE | Material | Unit Wt (kg/m) | RING QTY (PCS) | SEGMENT LENGTH (mm) | NET LENGTH (m / pcs) | QTY (PCS) | TOTAL LENGTH (m) | Net Weight (Ton) | SIZE | Material | Unit Wt (kg/m) | 발주길이 (PCS) | 1 PCS 중량 (kg) | 발주수량 (PCS) | 총 발주 중량 (Ton) | 현대제철 자재단가 (천원/Ton) | 자재 구매금액 (천원) | Remark |
| 1. | RAFTER (H-BEAM) | H300X150X6.5X9 | A36 | 36.7 | 5.0 | 3969.7 | 19.849 | 56.0 | 1111.544 | 40.796 | H300X150X6.5X9 | A36 | 36.7 | 11100 | 407.4 | 115 | 46.848 | 1300.00 | 60,902 | SPACE 3 PCS 포함, 양끝단 벤딩여유(600mm) |
| 2. | RING GIRDER (H-BEAM) | H300X150X6.5X9 | A36 | 36.7 | 5.0 Rings | N/A | 419.6 | 1 식 | 419.6 | 15.399 | H300X150X6.5X9 | A36 | 36.7 | 11000 | 403.7 | 39 | 15.744 | 1300.00 | 20,467 | |
| TOTAL | H300X150X6.5X9 | A36 | T.W = | 56.195 | H300X150X6.5X9 | A36 | 36.7 | T.W = | 62.592 | Ton | 81,370 | |||||||||
| kid = 7 | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16 | 17 | 18 | 19 | 20 | 21 | 22 | 23 | 24 | 25 |
| id | SIZE mm | H mm | B mm | t₁ mm | t₂ mm | r1 mm | r2 mm | A cm² | W Kg/m | Ix cm⁴ | Iy cm⁴ | rx cm | ry cm | Sx cm³ | Sy cm³ | ex cm | ey cm | Zx cm³ | Zy cm³ | Cw(비틀림) cm6x1000 | J(뒤틀링) cm4 | rts | λf=B/tf | λw=H-2tf/tw | L=5m/ry< 300 OK |
| 7 | H300X150X6.5X9 | 300 | 150 | 6.5 | 9 | 13 | 46.78 | 36.7 | 7210 | 508 | 12.4 | 3.29 | 481 | 67.7 | 15 | 7.5 | 542 | 105 | 107000 | 12.7 | 3.92 | 8.33 | 43.38 | L/r=81 < 200 OK Limit:24.8(M) |
ATTACHMENT A. WELD METAL PURCHASE COST / 용접봉 구매 비용
| CAP2 Propane(C3/C4) / INNER TANK, D= 71.3 (m), H= 24.8 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 9th) | A537-CL2+S5 | t 41 ~ 9.525 | 24800 | 14007 | 16 | 144 | 1119.2 | SAW-2G (수평용접) | 2240.0 | 402.85 | 98.0 | 1190.35 | 6600 | 1.00 | 7,261 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 1428.42 | 3500 | 1.00 | 4,999 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 396.8 | -9.00 | 90.0 | -3.48 | 6100 | 1.00 | -21 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A537-CL2+S5 | t 8×ø67046 | 2438 | 6096 | N/A | N/A | 221.72 | FCAW FILLET (2F) | 1218.2 | 38.40 | 90.0 | 408.00 | 6100 | 1.00 | 2,489 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL2+S5 | t 27×(ø71568 - ø66946) | 2311 | N/A | 32 | 106.57 | SMAW V-GROOVE (1G+4G) | 74.0 | 451.40 | 60.0 | 436.75 | 59000 | 1.00 | 25,768 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 4. STIFFENER / TOP GIRDER | A537-CL2+S5 | L450x9.525+120x9.525 FB 150x12 | 14007 | 16 | 5 개소 (양쪽필렛연속) | 30.39 | FCAW FILLET (2F+4F) 양면필렛연속용접 | 1120.0 | 270.00 | 90.0 | 2637.60 | 3200 | 1.00 | 8,440 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |
| CAP2 Propane(C3/C4) / INNER TANK Weld Metal Total = | 5720.89 | kg | 48,936 | (천원) | ||||||||||||
| CAP2 Propane(C3/C4) / Outer TANK, D= 73.3 (m), H= 25.9 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 10th) | A537-CL2+S5 | t 34 ~ 9.525 | 25900 | 12799 | 18 | 180 | 1002.0 | SAW-2G (수평용접) | 2530.0 | 327.57 | 98.0 | 936.45 | 6600 | 1.00 | 5,712 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 1123.74 | 3500 | 1.00 | 3,933 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 466.2 | -10.00 | 90.0 | -4.07 | 6100 | 1.00 | -25 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A516-60N+S5 | t 8×ø66706 | 2438 | 6096 | N/A | N/A | 219.47 | FCAW FILLET (2F) | 1207.3 | 38.40 | 90.0 | 404.00 | 6100 | 1.00 | 2,464 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL2+S5 | t 23×(ø73540 - ø66606) | 3467 | N/A | 36 | 134.81 | SMAW V-GROOVE (1G+4G) | 124.8 | 313.50 | 60.0 | 511.93 | 59000 | 1.00 | 30,204 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 5.1 ROOF PLATE | A516-70 | t 9, RR=65970 | 2399 | 4482 | N/A | N/A | 313.62 | FCAW(1G) BUTT OR SINGLE LAP | 4588.3 | 72.25 | 70.0 | 3717.61 | 3200 | 1.00 | 11,896 | FCAW ROOF (OD 1.4 DS 7100), About Unit Price = 3200 (원/kg) |
| 5.2 ROOF PLATE to Rafter/Girder | A36 | H400X200X8X13 | 35858(L) | 96 Rafters + 8 Rings(L:1146.0m) | 302.82 | FCAW (4F) ø1.2 DS7100 E71T-1C | 4588.3 | 72.25 | 70.0 | 3717.61 | 3200 | 1.00 | 11,896 | FCAW(DS7100), About Unit Price = 3200 (원/kg) | ||
| CAP2 Propane(C3/C4) / Outer TANK Weld Metal Total = | 9955.34 | kg | 66,080 | (천원) | ||||||||||||
| INNER/OUTER TANK TOTAL = | 15676.23 | kg | 115,016 | (천원) | ||||||||||||
| 벽산남해화학 AMMONIA / OUTER TANK, D= 43.106 (m), H= 28.502 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 9th) | A537-CL1+S5 | t 27 ~ 25 | 28502 | 13550 | 10 | 90 | 471.2 | SAW-2G (수평용접) | 1350.0 | 538.10 | 98.0 | 716.45 | 3900 | 1.00 | 2,723 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 859.74 | 3300 | 1.00 | 2,837 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 285.0 | -9.00 | 90.0 | -2.44 | 3800 | 1.00 | -9 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A516-60N+S5 | t 6.5×ø41886 | 2438 | 6096 | N/A | N/A | 70.31 | FCAW FILLET (2F) | 522.5 | 25.35 | 90.0 | 116.00 | 3800 | 1.00 | 441 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL1+S5 | t 18×(ø43318 - ø41786) | 766 | N/A | 20 | 14.47 | SMAW V-GROOVE (1G+4G) | 15.3 | 200.60 | 60.0 | 40.2 | 59000 | 1.00 | 2,372 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 5.1 ROOF PLATE | A283-C | t 6, RR=38800 | 2418 | 3970 | N/A | N/A | 76.56 | FCAW(1G) BUTT OR SINGLE LAP | 1531.1 | 18.00 | 70.0 | 309.07 | 3200 | 1.00 | 989 | FCAW ROOF (OD 1.4 DS 7100), About Unit Price = 3200 (원/kg) |
| 5.2 ROOF PLATE to Rafter/Girder | A36 | H300X150X6.5X9 | 19848(L) | 56 Rafters + 5 Rings(L:419.6m) | 56.2 | FCAW (4F) ø1.2 DS7100 E71T-1C | 1531.1 | 36.00 | 70.0 | 618.13 | 3200 | 1.00 | 1,978 | FCAW(DS7100), About Unit Price = 3200 (원/kg) | ||
| 벽산남해화학 AMMONIA / OUTER TANK Weld Metal Total = | 2676.95 | kg | 11,331 | (천원) | ||||||||||||
| INNER/OUTER TANK TOTAL = | 2676.95 | kg | 11,331 | (천원) | ||||||||||||
1. 평판 용접자세 (1G~4G) [인터넷 자료]
2. 용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율)
| A) 링컨 X-Groove 용접부 단면적 계산 | B) 또 다른 용접부 단면적 계산 |
No.5. 벽산남해화학 AMMONIA Tank Size, D= 43.106, H= 28.502 (m), Storage Capacity = 0 (m³)
[RPT_RESULT[7] = API 650 ONE-FOOT WELD METAL Summary
1. Welding MAP / Welding 공수 / 용접봉 금액 ( API 620 TANK ) [링컨 용접봉 Web calculation] 평판 용접자세 (1G~4G) [인터넷 자료]
2. WELD METAL PURCHASING COST / 용접봉 구매 비용
Note
1. 평판 용접자세 (1G~4G) [인터넷 자료]
2. 용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율)
API 650 STD. Tank 수평 / 수직용접
Annular Plate + 1st Shell plate 용접
API 650 SEC. 8 RT MAP.png
div id='atDiv_8_8', at[8].divRPT[8] Contents 내용 = 벽산남해화학 AMMONIA] 8.Roof Structure] 116 [KB][RPT_RESULT[7] = API 650 ONE-FOOT WELD METAL Summary
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
1. Welding MAP / Welding 공수 / 용접봉 금액 ( API 620 TANK ) [링컨 용접봉 Web calculation] 평판 용접자세 (1G~4G) [인터넷 자료]
| CAP2 Propane(C3/C4) / Outer TANK Net Weight (설계중량) D= 73.3 (m), H= 25.9 (m) | Horizontal Weld (수평용접 : 2G) [자동:SAW or 수동:SMAW] [용착효율:SAW (95%) / 수동:SMAW (60%)] | Vertical Weld (수직용접) [ FCAW 용착효율: (90%) ] | 합계중량 | REMARK | [새창에서] CAP2 Propane(C3/C4) / Outer TANK 큰 이미지 로 보기 [새창에서] PDF 도면 보기 [새창에서] SHOP_WPS_PQR_SUMBAWA_50K PDF 보기 |
||||||||||||||||
| No. | Material | Thickness (mm) | Width (mm) | Length (mm) | Qty (SHT) | Weight (Ton) | Joint No. | 수평용접 총길이 (m) | 용입부 단면적 A(mm²) | 용접봉 NET중량 (kg) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | Joint No. | shCirQty=[18] 수직용접 총길이 VL = 18 PCS × Each S.W(m) | 용입부 단면적 A(mm²) | 용접봉 NET중량 (kg) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 수평+수직 용접봉중량 (kg) | REMARK | |
| 10 | A537-CL2+S5 (Comp. Ring+Top Shell) | 9.5 | 700 | 12794 | 18 | 12.060 | 2G-H10 | 230 | 53.35 | 96.32 | 95 | 101.39 | 3G-V10 | 0.7m ×18= 12.6 m | -1.00 | -0.10 | 90 | -0.11 | 101.28 | ||
| 9 | A537-CL2+S5 | 9.5 | 2800 | 12794 | 18 | 48.222 | 2G-H9 | 230 | -1.00 | -1.81 | 95 | -1.91 | 3G-V9 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| 8 | A537-CL2+S5 | 18.0 | 2800 | 12796 | 18 | 91.134 | 2G-H8 | 230 | -1.00 | -1.81 | 95 | -1.91 | 3G-V8 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| 7 | A537-CL2+S5 | 18.0 | 2800 | 12796 | 18 | 91.134 | 2G-H7 | 230 | -1.00 | -1.81 | 95 | -1.91 | 3G-V7 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| 6 | A537-CL2+S5 | 18.0 | 2800 | 12796 | 18 | 91.134 | 2G-H6 | 230 | -1.00 | -1.81 | 95 | -1.91 | 3G-V6 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| 5 | A537-CL2+S5 | 19.0 | 2800 | 12796 | 18 | 96.192 | 2G-H5 | 230 | -1.00 | -1.81 | 95 | -1.91 | 3G-V5 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| 4 | A537-CL2+S5 | 23.0 | 2800 | 12797 | 18 | 116.442 | 2G-H4 | 230 | -1.00 | -1.81 | 95 | -1.91 | 3G-V4 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| 3 | A537-CL2+S5 | 26.0 | 2800 | 12797 | 18 | 131.634 | 2G-H3 | 230 | -1.00 | -1.81 | 95 | -1.91 | 3G-V3 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| 2 | A537-CL2+S5 | 30.0 | 2800 | 12798 | 18 | 151.902 | 2G-H2 | 230 | -1.00 | -1.81 | 95 | -1.91 | 3G-V2 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| 1 | A537-CL2+S5 | 34.0 | 2800 | 12799 | 18 | 172.170 | 2G-H1 | 230 | -1.00 | -1.81 | 98 | -1.91 | 3G-V1 | 2.8m ×18= 50.4 m | -1.00 | -0.40 | 90 | -0.44 | -2.35 | ||
| A) | 1st Shell + Annular Plate | t1st= 34 tAnn= 22.5 | 2800 | 12799 | N/A | N/A | 1F-An | 230.0 | 283.22 | 511.35 | 60 | 852.25 | - | - | - | - | - | - | -1.91 | ||
| CAP2 Propane(C3/C4) / Outer TANK Total = | 180 | 1002.0 | HLEN = | 2530.0 | 327.57 | 591.38 | 98 | 936.45 | VLEN = | 466.200 | -10.00 | -3.70 | 90 | -4.07 | 932.38 | ||||||
| 벽산남해화학 AMMONIA / OUTER TANK Net Weight (설계중량) D= 43.106 (m), H= 28.502 (m) | Horizontal Weld (수평용접 : 2G) [자동:SAW or 수동:SMAW] [용착효율:SAW (95%) / 수동:SMAW (60%)] | Vertical Weld (수직용접) [ FCAW 용착효율: (90%) ] | 합계중량 | REMARK | [새창에서] 벽산남해화학 AMMONIA / OUTER TANK 큰 이미지 로 보기 [새창에서] PDF 도면 보기 [새창에서] SHOP_WPS_PQR_SUMBAWA_50K PDF 보기 |
||||||||||||||||
| No. | Material | Thickness (mm) | Width (mm) | Length (mm) | Qty (SHT) | Weight (Ton) | Joint No. | 수평용접 총길이 (m) | 용입부 단면적 A(mm²) | 용접봉 NET중량 (kg) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | Joint No. | shCirQty=[10] 수직용접 총길이 VL = 10 PCS × Each S.W(m) | 용입부 단면적 A(mm²) | 용접봉 NET중량 (kg) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 수평+수직 용접봉중량 (kg) | REMARK | |
| 9 | A537-CL1+S5 (Comp. Ring+Top Shell) | 25.0 | 502 | 13550 | 10 | 13.350 | 2G-H9 | 135 | 367.50 | 389.46 | 95 | 409.96 | 3G-V9 | 0.502m ×10= 5.02 m | -1.00 | -0.04 | 90 | -0.04 | 409.92 | ||
| 8 | A537-CL1+S5 | 8.0 | 3500 | 13544 | 10 | 29.770 | 2G-H8 | 135 | -1.00 | -1.06 | 95 | -1.12 | 3G-V8 | 3.5m ×10= 35 m | -1.00 | -0.27 | 90 | -0.30 | -1.42 | ||
| 7 | A537-CL1+S5 | 8.0 | 3500 | 13544 | 10 | 29.770 | 2G-H7 | 135 | -1.00 | -1.06 | 95 | -1.12 | 3G-V7 | 3.5m ×10= 35 m | -1.00 | -0.27 | 90 | -0.30 | -1.42 | ||
| 6 | A537-CL1+S5 | 9.0 | 3500 | 13544 | 10 | 33.490 | 2G-H6 | 135 | -1.00 | -1.06 | 95 | -1.12 | 3G-V6 | 3.5m ×10= 35 m | -1.00 | -0.27 | 90 | -0.30 | -1.42 | ||
| 5 | A537-CL1+S5 | 12.0 | 3500 | 13545 | 10 | 44.660 | 2G-H5 | 135 | -1.00 | -1.06 | 95 | -1.12 | 3G-V5 | 3.5m ×10= 35 m | -1.00 | -0.27 | 90 | -0.30 | -1.42 | ||
| 4 | A537-CL1+S5 | 16.0 | 3500 | 13547 | 10 | 59.550 | 2G-H4 | 135 | -1.00 | -1.06 | 95 | -1.12 | 3G-V4 | 3.5m ×10= 35 m | -1.00 | -0.27 | 90 | -0.30 | -1.42 | ||
| 3 | A537-CL1+S5 | 20.0 | 3500 | 13548 | 10 | 74.450 | 2G-H3 | 135 | -1.00 | -1.06 | 95 | -1.12 | 3G-V3 | 3.5m ×10= 35 m | -1.00 | -0.27 | 90 | -0.30 | -1.42 | ||
| 2 | A537-CL1+S5 | 23.0 | 3500 | 13549 | 10 | 85.620 | 2G-H2 | 135 | -1.00 | -1.06 | 95 | -1.12 | 3G-V2 | 3.5m ×10= 35 m | -1.00 | -0.27 | 90 | -0.30 | -1.42 | ||
| 1 | A537-CL1+S5 | 27.0 | 3500 | 13550 | 10 | 100.520 | 2G-H1 | 135 | -1.00 | -1.06 | 98 | -1.12 | 3G-V1 | 3.5m ×10= 35 m | -1.00 | -0.27 | 90 | -0.30 | -1.42 | ||
| A) | 1st Shell + Annular Plate | t1st= 27 tAnn= 18 | 3500 | 13550 | N/A | N/A | 1F-An | 135.0 | 178.60 | 189.27 | 60 | 315.45 | - | - | - | - | - | - | -1.12 | ||
| 벽산남해화학 AMMONIA / OUTER TANK Total = | 90 | 471.2 | HLEN = | 1350.0 | 538.10 | 570.25 | 98 | 716.45 | VLEN = | 285.020 | -9.00 | -2.20 | 90 | -2.44 | 714.01 | ||||||
2. WELD METAL PURCHASING COST / 용접봉 구매 비용
| CAP2 Propane(C3/C4) / INNER TANK, D= 71.3 (m), H= 24.8 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 9th) | A537-CL2+S5 | t 41 ~ 9.525 | 24800 | 14007 | 16 | 144 | 1119.2 | SAW-2G (수평용접) | 2240.0 | 402.85 | 98.0 | 1190.35 | 6600 | 1.00 | 7,261 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 1428.42 | 3500 | 1.00 | 4,999 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 396.8 | -9.00 | 90.0 | -3.48 | 6100 | 1.00 | -21 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A537-CL2+S5 | t 8×ø67046 | 2438 | 6096 | N/A | N/A | 221.72 | FCAW FILLET (2F) | 1218.2 | 38.40 | 90.0 | 408.00 | 6100 | 1.00 | 2,489 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL2+S5 | t 27×(ø71568 - ø66946) | 2311 | N/A | 32 | 106.57 | SMAW V-GROOVE (1G+4G) | 74.0 | 451.40 | 60.0 | 436.75 | 59000 | 1.00 | 25,768 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 4. STIFFENER / TOP GIRDER | A537-CL2+S5 | L450x9.525+120x9.525 FB 150x12 | 14007 | 16 | 5 개소 (양쪽필렛연속) | 30.39 | FCAW FILLET (2F+4F) 양면필렛연속용접 | 1120.0 | 270.00 | 90.0 | 2637.60 | 3200 | 1.00 | 8,440 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |
| CAP2 Propane(C3/C4) / INNER TANK Weld Metal Total = | 5720.89 | kg | 48,936 | (천원) | ||||||||||||
| CAP2 Propane(C3/C4) / Outer TANK, D= 73.3 (m), H= 25.9 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 10th) | A537-CL2+S5 | t 34 ~ 9.525 | 25900 | 12799 | 18 | 180 | 1002.0 | SAW-2G (수평용접) | 2530.0 | 327.57 | 98.0 | 936.45 | 6600 | 1.00 | 5,712 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 1123.74 | 3500 | 1.00 | 3,933 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 466.2 | -10.00 | 90.0 | -4.07 | 6100 | 1.00 | -25 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A516-60N+S5 | t 8×ø66706 | 2438 | 6096 | N/A | N/A | 219.47 | FCAW FILLET (2F) | 1207.3 | 38.40 | 90.0 | 404.00 | 6100 | 1.00 | 2,464 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL2+S5 | t 23×(ø73540 - ø66606) | 3467 | N/A | 36 | 134.81 | SMAW V-GROOVE (1G+4G) | 124.8 | 313.50 | 60.0 | 511.93 | 59000 | 1.00 | 30,204 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 5.1 ROOF PLATE | A516-70 | t 9, RR=65970 | 2399 | 4482 | N/A | N/A | 313.62 | FCAW(1G) BUTT OR SINGLE LAP | 4588.3 | 72.25 | 70.0 | 3717.61 | 3200 | 1.00 | 11,896 | FCAW ROOF (OD 1.4 DS 7100), About Unit Price = 3200 (원/kg) |
| 5.2 ROOF PLATE to Rafter/Girder | A36 | H400X200X8X13 | 35858(L) | 96 Rafters + 8 Rings(L:1146.0m) | 302.82 | FCAW (4F) ø1.2 DS7100 E71T-1C | 4588.3 | 72.25 | 70.0 | 3717.61 | 3200 | 1.00 | 11,896 | FCAW(DS7100), About Unit Price = 3200 (원/kg) | ||
| CAP2 Propane(C3/C4) / Outer TANK Weld Metal Total = | 9955.34 | kg | 66,080 | (천원) | ||||||||||||
| INNER/OUTER TANK TOTAL = | 15676.23 | kg | 115,016 | (천원) | ||||||||||||
| 벽산남해화학 AMMONIA / OUTER TANK, D= 43.106 (m), H= 28.502 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 9th) | A537-CL1+S5 | t 27 ~ 25 | 28502 | 13550 | 10 | 90 | 471.2 | SAW-2G (수평용접) | 1350.0 | 538.10 | 98.0 | 716.45 | 3900 | 1.00 | 2,723 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 859.74 | 3300 | 1.00 | 2,837 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 285.0 | -9.00 | 90.0 | -2.44 | 3800 | 1.00 | -9 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A516-60N+S5 | t 6.5×ø41886 | 2438 | 6096 | N/A | N/A | 70.31 | FCAW FILLET (2F) | 522.5 | 25.35 | 90.0 | 116.00 | 3800 | 1.00 | 441 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL1+S5 | t 18×(ø43318 - ø41786) | 766 | N/A | 20 | 14.47 | SMAW V-GROOVE (1G+4G) | 15.3 | 200.60 | 60.0 | 40.2 | 59000 | 1.00 | 2,372 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 5.1 ROOF PLATE | A283-C | t 6, RR=38800 | 2418 | 3970 | N/A | N/A | 76.56 | FCAW(1G) BUTT OR SINGLE LAP | 1531.1 | 18.00 | 70.0 | 309.07 | 3200 | 1.00 | 989 | FCAW ROOF (OD 1.4 DS 7100), About Unit Price = 3200 (원/kg) |
| 5.2 ROOF PLATE to Rafter/Girder | A36 | H300X150X6.5X9 | 19848(L) | 56 Rafters + 5 Rings(L:419.6m) | 56.2 | FCAW (4F) ø1.2 DS7100 E71T-1C | 1531.1 | 36.00 | 70.0 | 618.13 | 3200 | 1.00 | 1,978 | FCAW(DS7100), About Unit Price = 3200 (원/kg) | ||
| 벽산남해화학 AMMONIA / OUTER TANK Weld Metal Total = | 2676.95 | kg | 11,331 | (천원) | ||||||||||||
| INNER/OUTER TANK TOTAL = | 2676.95 | kg | 11,331 | (천원) | ||||||||||||
1. 평판 용접자세 (1G~4G) [인터넷 자료]
2. 용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율)
| A) 링컨 X-Groove 용접부 단면적 계산 | B) 또 다른 용접부 단면적 계산 |
API 650 STD. Tank 수평 / 수직용접
Annular Plate + 1st Shell plate 용접
API 650 SEC. 8 RT MAP.png
No.5. 벽산남해화학 AMMONIA Tank Size, D= 43.106, H= 28.502 (m), Storage Capacity = 0 (m³)
출처 : BOB-LONG Guide to Storage Tank ( Roof Structure Design, Page : 144 ~ 146 )
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
?pid=3&tid=8 img src='http://apitank.co.kr/api650/upload/3.imgRoof_4.png'
[imgGA_8]
출처 : BOB-LONG Guide to Storage Tank ( Roof Structure Design, Page : 144 ~ 146 )
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
CR=0.9001067 mm, RR=38800 mm, WR=200 kg/m2] CRT Roof Slope= 1/0.0, Roof Plate CA= 0 mm, Rafter CA= 0.0 mm
Tank Dia, D = 43.106(m), SRMAX = 0.9, CA(one side) = 0.0 (mm), RAFTER 등분(NPL) = [5]등분 X RAFTER 1개 길이 = 3.97 (m)
Roof Weight, Wr = 291.87 (Ton), Dome Roof Radius(RR=0.90010671368255*D = 38.8 m), Main Rafter 길이 = 19.848(m), Tank 단면적(Atank) = 1459.37(m2),
Tank Dia, D = 43.106(m), SRMAX = 0.9, CA(one side) = 0.0 (mm), RAFTER 등분(NPL) = [50]등분 X RAFTER 1개 길이 = 0.397 (m)
Roof Weight, Wr = 291.87 (Ton), Dome Roof Radius(RR=0.90010671368255*D = 38.8 m), Main Rafter 길이 = 19.848(m), Tank 단면적(Atank) = 1459.37(m2),
TABLE A1) H-BEAM PROPERTY TABLE [변수명 : HBEAM_PROPERTY_TABLE] 부식여유 CA = 0.0 mm 일 경우
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
div id='atDiv_2_10', at[10].divRPT[2] Contents 내용 = 한화 AMMONIA] 2.강도계산서] 316 [KB]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
?pid=3&tid=8 img src='http://apitank.co.kr/api650/upload/3.imgRoof_4.png'
[imgGA_8]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| [Table 1.1] Main Rafter Calculation Result, tSum[0][0~19] | [Table 1.2] RAFTER SIZE [CA= 0.0 mm] | [Table 1.3] AISC-360 Calculation Result, rAry[0~11] | |||||||||||||||||||||||||||||||||||
| 번호 | tSum[0][ 0 ] | [ 1 ] | [ 2 ] | [ 3 ] | [ 4 ] | [ 5 ] | [ 6 ] | [ 7 ] | [ 8 ] | [ 9 ] | [ 10 ] | [ 11 ] | [ 12 ] | [ 13 ] | [ 14 ] | [ 15 ] | [ 16 ] | [ 17 ] | [ 18 ] | tSum[0][ 19 ] | id | HBs[id][3] | HBs[id][10] | HBs[id][16] | HBs[id][11] | rAry[ 1 ] | [ 2 ] | [ 3 ] | [ 4 ] | [ 5 ] | [ 6 ] | [ 7 ] | [ 8 ] | [ 9 ] | [ 10 ] | rAry[ 11 ] | |
| No. | Tank Dia. D (m) | CR (m) | RR=CR×D (m) | Roof Load TL (kPa) | Wr (Ton) | RAFTER 총수량 NMR(EA) | RAFTER 분할수량/1 EA NPL(EA) | RAF 등분각도 NMR(deg) | RAF 길이 NPL_arc(m) | BM (kN-m) | COM (kN) | Roof HT (m) | Atank (m2) | BWL=π×D / NMR BWL(m) | BM Rec. No. | BM Max. X =R (m) | BM Max. Y =H (m) | COM Rec. No. | COM Max. X =R (m) | COM Max. Y =H (m) | id | RAFTER SIZE | Area (cm2) | Sx (cm3) | Unit Wt (kg/m) | fc=COM/A (MPa) | Fc (MPa) | SRc= fc/Fc (MPa) | fb=BM/Sx (MPa) | Fb (MPa) | SRb= fb/Fb (MPa) | SR=0.5×SRc + SRb < 1.0 OK | Ring Len (m) | (1)Rafter Weight (Ton) | (2) Ring Weight (Ton) | (1)+(2) Rafter+Ring Weight (Ton) | |
| RF 1 | 43.106 | 0.900 | 38.800 | 1.961 | 291.870 | 56 | 5 | 5.862 | 3.970 | 42.887 | 75.819 | 6.537 | 1459.370 | 2.418 | 30 | 14.548 | 3.706 | 50 | 21.553 | 0.0 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 16.208 | 69.183 | 0.234 | 89.162 | 125.535 | 0.71 | 0.866< 0.9 OK! | 419.6 | 40.8 | 15.4 | 56.2 | 1개 Rafter 길이계산 : Raf수량:56.0 EA x (Ring:5.0(분할) x 길이(1등분/m) : 3.97 (m) = 1111.5(m) |
| kid=7 | SIZE : H300X150X6.5X9 (36.7 kg/m), A= 46.78 cm2, Sx= 481 cm4 | ||||||||||||||||||||||||||
| 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16 | 17 | 18 | 19 | 20 | 21 | 22 | 23 | 24 | 25 | 26 | 27 | |
| 일반주문 (O,X) | 주문생산 (Ton) | CODE | SIZE mm | H mm | B mm | t₁ mm | t₂ mm | r1 mm | r2 mm | A cm² | W Kg/m | Ix cm⁴ | Iy cm⁴ | rx cm | ry cm | Sx cm³ | Sy cm³ | ex cm | ey cm | Zx cm³ | Zy cm³ | Cw(비틀림) cm6x1000 | J(뒤틀링) cm4 | rts | λf=B/tf | λw=H-2tf/tw | L=5m/ry< 300 OK |
| O | H300150 | H300X150X6.5X9 | 300 | 150 | 6.5 | 9 | 13 | 46.78 | 36.7 | 7210 | 508 | 12.4 | 3.29 | 481 | 67.7 | 15 | 7.5 | 542 | 105 | 107000 | 12.7 | 3.92 | 8.33 | 43.38 | L/r=81 < 200 OK Limit:24.8(M) | ||
출처 : BOB-LONG Guide to Storage Tank ( Roof Structure Design, Page : 144 ~ 146 )
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
CR=0.9001067 mm, RR=38800 mm, WR=200 kg/m2] CRT Roof Slope= 1/0.0, Roof Plate CA= 0 mm, Rafter CA= 0.0 mm
| 1 | Tank Diameter D = | 43.106 | m | |||||
| 2 | Radius, R = | 21.553 | m | F1 = | 0.0774 | rad | 4.435 | deg |
| 3 | F2 = | 0.58895 | rad | 33.744 | deg | |||
| 4 | Dome Roof Radius, RR = | 38.800 | m | F3 = | 0.51155 | rad | 29.310 | deg |
| 5 | (Center Ring R) RU = | 3.000 | m | F4 = | 6.421 | m | ||
| 6 | ARC = | 19.848 | m | |||||
| 7 | Atank = 3.14*D²/ 4 | 1459.4 | m² | (Input) Wr_Ton = | 200.123 | (Ton) | ||
| 8 | (Design Load) WR = | 200 | kg/m² | (Design Load) TL = WR/101.9716 | 1.961 | kN/m² | ||
| 9 | (RAFTER 수량) NMR = | 56 | EA | (RL-RU) * 2 = | 37.106 | m | ||
| 10 | PCL = | 0.99026 | kN | AREA of Rafter = | 5150 | mm² | ||
| 11 | HTR = | 0.66017 | KN/m | Z of Rafter = | 561200 | mm³ | ||
| 12 | HTT = | 4.08272 | KN/m | CA of Rafter = | 0 | mm | ||
| 13 | ( Horizontal ) HTH = | 57.036 | kN | Max(COM) = | Bellow Table | kN | ||
| 14 | ( Vertical ) VTH = | 51.112 | kN | Max(BM) = | Bellow Table | kN-m | ||
| 15 | Between Length = | 2.418 | (m) | Total Roof Load Wroof = TL * Atank | 291.870 | (Ton) | ||
Roof Weight, Wr = 291.87 (Ton), Dome Roof Radius(RR=0.90010671368255*D = 38.8 m), Main Rafter 길이 = 19.848(m), Tank 단면적(Atank) = 1459.37(m2),
| [Table 2] Beam Force[COM] and Moment[BM] Calculation (Purling Location Beam Stress) | 최적 MAIN RAFTER SIZE 계산(찾기) | ||||||||||||||||||||||||||||||
| F0 | F1 | F2 | F3 | F4 | F5 | F6 | F7 | F8 | F9 | F10 | F11 | F12 | F13 | F14 | F15 | F16 | F17 | F18 | F19 | F20 | F21 | F22 | F23 | F24 | F25 | F26 | F27 | F28 | F29 | F30 | F31 |
| Rec. No. | From CL degree[i] | 호길이 누적(m) | 사용안함 SPARE 필드 | Radius X (m) | Height Y (m) | XN (m) | F7= XN/RR (rad) | HD (m) | F8 (m) | BM (kN-m) | F10 (kN) | SF (kN) | COM (kN) | id | RAFTER SIZE | Area (cm2) | Sx (cm3) | Unit Wt (kg/m) | fc=COM/A (MPa) | Fc (MPa) | SRc= fc/Fc (MPa) | fb=BM/Sx (MPa) | Fb (MPa) | SRb= fb/Fb (MPa) | SR=SRc+SRb SR < 1.0 OK | (1)Rafter Weight (Ton) | RING Qty (EA) | RIMG LEN/1 EA (mm) | RING LEN(m) | (2)Girder Weight (Ton) | (1)+(2) Total Weight (Ton) |
| 0 | 4.43451 | 3.00300 | 3.000 | 6.421 | 0.000 | 0.000 | 0.000 | 0.000 | 0.990 | -3.423 | 56.942 | 2 | H200X100X5.5X8 | 27.16 | 184 | 21.3 | 20.965 | 27.478 | 0.763 | 0.000 | 105.292 | 0.000 | 0.763 < 0.9 OK! | 4.735 | 56 | 336.6 | 18.85 | 0.401 | 5.136 | ||
| 1 | 10.29650 | 6.97266 | 6.935 | 5.912 | 3.970 | 0.10231 | 3.935 | 0.509 | -17.770 | 5.292 | -4.988 | 57.064 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 14.628 | 78.849 | 0.186 | 64.152 | 139.805 | 0.459 | 0.552 < 0.9 OK! | 6.803 | 56 | 778.13 | 43.58 | 1.333 | 8.136 | |
| 2 | 16.15849 | 10.94233 | 10.798 | 5.004 | 7.939 | 0.20462 | 7.798 | 1.417 | -35.615 | 12.829 | -3.551 | 58.353 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 12.474 | 69.183 | 0.180 | 74.044 | 125.535 | 0.590 | 0.680 < 0.9 OK! | 8.159 | 56 | 1211.52 | 67.84 | 2.490 | 10.649 | |
| 3 | 22.02047 | 14.91200 | 14.548 | 3.706 | 11.909 | 0.30693 | 11.548 | 2.714 | -42.887 | 23.286 | 0.202 | 61.606 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.169 | 69.183 | 0.190 | 89.162 | 125.535 | 0.710 | 0.805 < 0.9 OK! | 8.159 | 56 | 1632.24 | 91.41 | 3.355 | 11.514 | |
| 4 | 27.88246 | 18.88166 | 18.145 | 2.033 | 15.879 | 0.40924 | 15.145 | 4.388 | -32.162 | 36.227 | 5.348 | 67.356 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 14.398 | 69.183 | 0.208 | 66.865 | 125.535 | 0.533 | 0.682 < 0.9 OK! | 8.159 | 56 | 2035.88 | 114.01 | 4.184 | 12.343 | |
| 5 | 33.74445 | 22.85133 | 21.553 | 0.000 | 19.848 | 0.51155 | 18.553 | 6.421 | 0.000 | 51.112 | 10.818 | 75.819 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 25.023 | 63.107 | 0.397 | 0.000 | 147.799 | 0.000 | 0.397 < 0.9 OK! | 5.291 | 0 | 0 | 0 | 0.000 | 5.291 | |
| Max. Bending Moment(BM) and Vertical Axial Force(COM) | MaxBM = | 42.887 | kN-m | MaxCOM = | 75.819 | kN | Roof Stru Weight (Ton) = | 53.069 | |||||||||||||||||||||||
| MaxBM = | 4.373 | ton-m | MaxCOM = | 7.731 | ton | ||||||||||||||||||||||||||
Roof Weight, Wr = 291.87 (Ton), Dome Roof Radius(RR=0.90010671368255*D = 38.8 m), Main Rafter 길이 = 19.848(m), Tank 단면적(Atank) = 1459.37(m2),
| [Table 3] Beam Force[COM] and Moment[BM] Calculation of Max. 100 divide location | 최적 SIZE 찾기 | ||||||||||||||||||||||||||||||
| F0 | F1 | F2 | F3 | F4 | F5 | F6 | F7 | F8 | F9 | F10 | F11 | F12 | F13 | F14 | F15 | F16 | F17 | F18 | F19 | F20 | F21 | F22 | F23 | F24 | F25 | F26 | F27 | F28 | F29 | F30 | F31 |
| Rec. No. | From CL degree[i] | 호길이 누적(m) | 사용안함 SPARE 필드 | Radius X (m) | Height Y (m) | XN (m) | F7= XN/RR (rad) | HD (m) | F8 (m) | BM (kN-m) | F10 (kN) | SF (kN) | COM (kN) | id | RAFTER SIZE | Area (cm2) | Sx (cm3) | Unit Wt (kg/m) | fc=COM/A (MPa) | Fc (MPa) | SRc= fc/Fc (MPa) | fb=BM/Sx (MPa) | Fb (MPa) | SRb= fb/Fb (MPa) | SR=SRc+SRb SR < 1.0 OK | (1)Rafter Weight (Ton) | RING Qty (EA) | RIMG LEN/1 EA (mm) | RING LEN(m) | (2)Girder Weight (Ton) | (1)+(2) Total Weight (Ton) |
| 0 | 4.43451 | 3.00300 | 3.000 | 6.421 | 0.000 | 0.000 | 0.000 | 0.000 | 0.990 | -3.423 | 56.942 | 2 | H200X100X5.5X8 | 27.16 | 184 | 21.3 | 20.965 | 27.478 | 0.763 | 0.000 | 105.292 | 0.000 | 0.763 < 0.9 OK! | 4.735 | 56 | 336.6 | 18.85 | 0.401 | 5.136 | ||
| 1 | 5.02071 | 3.39996 | 3.396 | 6.388 | 0.397 | 0.01023 | 0.396 | 0.033 | -1.420 | 1.269 | -3.728 | 56.928 | 2 | H200X100X5.5X8 | 27.16 | 184 | 21.3 | 20.960 | 27.478 | 0.763 | 7.717 | 105.292 | 0.073 | 0.828 < 0.9 OK! | 4.735 | 56 | 380.99 | 21.34 | 0.454 | 5.189 | |
| 2 | 5.60691 | 3.79693 | 3.791 | 6.351 | 0.794 | 0.02046 | 0.791 | 0.069 | -2.955 | 1.581 | -3.999 | 56.918 | 2 | H200X100X5.5X8 | 27.16 | 184 | 21.3 | 20.957 | 27.478 | 0.763 | 16.060 | 105.292 | 0.153 | 0.898 < 0.9 OK! | 4.735 | 56 | 425.33 | 23.82 | 0.507 | 5.242 | |
| 3 | 6.19311 | 4.19390 | 4.186 | 6.310 | 1.191 | 0.03069 | 1.186 | 0.110 | -4.591 | 1.928 | -4.237 | 56.911 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 18.783 | 63.107 | 0.298 | 33.757 | 147.799 | 0.228 | 0.501 < 0.9 OK! | 5.291 | 56 | 469.64 | 26.3 | 0.626 | 5.917 | |
| 4 | 6.77931 | 4.59086 | 4.580 | 6.266 | 1.588 | 0.04092 | 1.580 | 0.155 | -6.314 | 2.308 | -4.441 | 56.910 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 18.782 | 63.107 | 0.298 | 46.426 | 147.799 | 0.314 | 0.577 < 0.9 OK! | 5.291 | 56 | 513.89 | 28.78 | 0.685 | 5.976 | |
| 5 | 7.36551 | 4.98783 | 4.974 | 6.217 | 1.985 | 0.05116 | 1.974 | 0.204 | -8.112 | 2.722 | -4.612 | 56.914 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 18.783 | 63.107 | 0.298 | 59.647 | 147.799 | 0.404 | 0.656 < 0.9 OK! | 5.291 | 56 | 558.09 | 31.25 | 0.744 | 6.035 | |
| 6 | 7.95170 | 5.38480 | 5.368 | 6.164 | 2.382 | 0.06139 | 2.368 | 0.257 | -9.972 | 3.170 | -4.751 | 56.926 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 18.787 | 63.107 | 0.298 | 73.324 | 147.799 | 0.496 | 0.739 < 0.9 OK! | 5.291 | 56 | 602.24 | 33.73 | 0.803 | 6.094 | |
| 7 | 8.53790 | 5.78176 | 5.760 | 6.107 | 2.779 | 0.07162 | 2.760 | 0.314 | -11.880 | 3.651 | -4.857 | 56.946 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 18.794 | 63.107 | 0.298 | 87.353 | 147.799 | 0.591 | 0.823 < 0.9 OK! | 5.291 | 56 | 646.31 | 36.19 | 0.861 | 6.152 | |
| 8 | 9.12410 | 6.17873 | 6.153 | 6.046 | 3.176 | 0.08185 | 3.153 | 0.375 | -13.824 | 4.165 | -4.932 | 56.975 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 14.605 | 78.849 | 0.185 | 49.906 | 139.805 | 0.357 | 0.450 < 0.9 OK! | 6.803 | 56 | 690.33 | 38.66 | 1.183 | 7.986 | |
| 9 | 9.71030 | 6.57570 | 6.544 | 5.981 | 3.573 | 0.09208 | 3.544 | 0.440 | -15.791 | 4.712 | -4.975 | 57.014 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 14.615 | 78.849 | 0.185 | 57.007 | 139.805 | 0.408 | 0.500 < 0.9 OK! | 6.803 | 56 | 734.26 | 41.12 | 1.258 | 8.061 | |
| 10 | 10.29650 | 6.97266 | 6.935 | 5.912 | 3.970 | 0.10231 | 3.935 | 0.509 | -17.770 | 5.292 | -4.988 | 57.064 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 14.628 | 78.849 | 0.186 | 64.152 | 139.805 | 0.459 | 0.552 < 0.9 OK! | 6.803 | 56 | 778.13 | 43.58 | 1.333 | 8.136 | |
| 11 | 10.88270 | 7.36963 | 7.325 | 5.839 | 4.367 | 0.11254 | 4.325 | 0.582 | -19.747 | 5.904 | -4.970 | 57.125 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 14.644 | 78.849 | 0.186 | 71.289 | 139.805 | 0.510 | 0.603 < 0.9 OK! | 6.803 | 56 | 821.91 | 46.03 | 1.408 | 8.211 | |
| 12 | 11.46890 | 7.76660 | 7.715 | 5.762 | 4.764 | 0.12277 | 4.715 | 0.659 | -21.712 | 6.549 | -4.923 | 57.199 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 14.663 | 78.849 | 0.186 | 78.383 | 139.805 | 0.561 | 0.654 < 0.9 OK! | 6.803 | 56 | 865.6 | 48.47 | 1.483 | 8.286 | |
| 13 | 12.05510 | 8.16356 | 8.103 | 5.681 | 5.161 | 0.13300 | 5.103 | 0.739 | -23.652 | 7.225 | -4.846 | 57.287 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 14.685 | 78.849 | 0.186 | 85.386 | 139.805 | 0.611 | 0.704 < 0.9 OK! | 6.803 | 56 | 909.21 | 50.92 | 1.558 | 8.361 | |
| 14 | 12.64129 | 8.56053 | 8.491 | 5.596 | 5.558 | 0.14324 | 5.491 | 0.824 | -25.556 | 7.933 | -4.741 | 57.390 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 14.712 | 78.849 | 0.187 | 92.260 | 139.805 | 0.660 | 0.753 < 0.9 OK! | 6.803 | 56 | 952.72 | 53.35 | 1.633 | 8.436 | |
| 15 | 13.22749 | 8.95750 | 8.878 | 5.507 | 5.954 | 0.15347 | 5.878 | 0.913 | -27.412 | 8.673 | -4.608 | 57.507 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 14.742 | 78.849 | 0.187 | 98.960 | 139.805 | 0.708 | 0.801 < 0.9 OK! | 6.803 | 56 | 996.12 | 55.78 | 1.707 | 8.510 | |
| 16 | 13.81369 | 9.35446 | 9.264 | 5.415 | 6.351 | 0.16370 | 6.264 | 1.006 | -29.211 | 9.443 | -4.448 | 57.641 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 14.776 | 78.849 | 0.187 | 105.455 | 139.805 | 0.754 | 0.848 < 0.9 OK! | 6.803 | 56 | 1039.43 | 58.21 | 1.781 | 8.584 | |
| 17 | 14.39989 | 9.75143 | 9.649 | 5.318 | 6.748 | 0.17393 | 6.649 | 1.103 | -30.941 | 10.244 | -4.262 | 57.792 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 14.815 | 78.849 | 0.188 | 111.700 | 139.805 | 0.799 | 0.893 < 0.9 OK! | 6.803 | 56 | 1082.63 | 60.63 | 1.855 | 8.658 | |
| 18 | 14.98609 | 10.14840 | 10.033 | 5.217 | 7.145 | 0.18416 | 7.033 | 1.203 | -32.591 | 11.076 | -4.050 | 57.960 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 12.390 | 69.183 | 0.179 | 67.757 | 125.535 | 0.540 | 0.629 < 0.9 OK! | 8.159 | 56 | 1125.71 | 63.04 | 2.314 | 10.473 | |
| 19 | 15.57229 | 10.54536 | 10.416 | 5.113 | 7.542 | 0.19439 | 7.416 | 1.308 | -34.152 | 11.937 | -3.812 | 58.147 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 12.430 | 69.183 | 0.180 | 71.002 | 125.535 | 0.566 | 0.655 < 0.9 OK! | 8.159 | 56 | 1168.67 | 65.45 | 2.402 | 10.561 | |
| 20 | 16.15849 | 10.94233 | 10.798 | 5.004 | 7.939 | 0.20462 | 7.798 | 1.417 | -35.615 | 12.829 | -3.551 | 58.353 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 12.474 | 69.183 | 0.180 | 74.044 | 125.535 | 0.590 | 0.680 < 0.9 OK! | 8.159 | 56 | 1211.52 | 67.84 | 2.490 | 10.649 | |
| 21 | 16.74469 | 11.33930 | 11.179 | 4.892 | 8.336 | 0.21485 | 8.179 | 1.529 | -36.969 | 13.749 | -3.266 | 58.579 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 12.522 | 69.183 | 0.181 | 76.859 | 125.535 | 0.612 | 0.703 < 0.9 OK! | 8.159 | 56 | 1254.23 | 70.24 | 2.578 | 10.737 | |
| 22 | 17.33088 | 11.73626 | 11.558 | 4.775 | 8.733 | 0.22508 | 8.558 | 1.645 | -38.205 | 14.699 | -2.959 | 58.825 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 12.575 | 69.183 | 0.182 | 79.428 | 125.535 | 0.633 | 0.724 < 0.9 OK! | 8.159 | 56 | 1296.82 | 72.62 | 2.665 | 10.824 | |
| 23 | 17.91708 | 12.13323 | 11.936 | 4.655 | 9.130 | 0.23532 | 8.936 | 1.766 | -39.315 | 15.677 | -2.630 | 59.093 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 12.632 | 69.183 | 0.183 | 81.736 | 125.535 | 0.651 | 0.742 < 0.9 OK! | 8.159 | 56 | 1339.27 | 75 | 2.752 | 10.911 | |
| 24 | 18.50328 | 12.53020 | 12.314 | 4.531 | 9.527 | 0.24555 | 9.314 | 1.890 | -40.290 | 16.683 | -2.280 | 59.382 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 12.694 | 69.183 | 0.183 | 83.763 | 125.535 | 0.667 | 0.759 < 0.9 OK! | 8.159 | 56 | 1381.57 | 77.37 | 2.839 | 10.998 | |
| 25 | 19.08948 | 12.92716 | 12.689 | 4.403 | 9.924 | 0.25578 | 9.689 | 2.017 | -41.123 | 17.717 | -1.911 | 59.694 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 12.761 | 69.183 | 0.184 | 85.495 | 125.535 | 0.681 | 0.773 < 0.9 OK! | 8.159 | 56 | 1423.74 | 79.73 | 2.926 | 11.085 | |
| 26 | 19.67568 | 13.32413 | 13.064 | 4.271 | 10.321 | 0.26601 | 10.064 | 2.149 | -41.805 | 18.778 | -1.522 | 60.028 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 12.832 | 69.183 | 0.185 | 86.913 | 125.535 | 0.692 | 0.785 < 0.9 OK! | 8.159 | 56 | 1465.75 | 82.08 | 3.012 | 11.171 | |
| 27 | 20.26188 | 13.72110 | 13.437 | 4.136 | 10.718 | 0.27624 | 10.437 | 2.285 | -42.329 | 19.866 | -1.116 | 60.386 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 12.909 | 69.183 | 0.187 | 88.002 | 125.535 | 0.701 | 0.794 < 0.9 OK! | 8.159 | 56 | 1507.62 | 84.43 | 3.098 | 11.257 | |
| 28 | 20.84808 | 14.11806 | 13.809 | 3.997 | 11.115 | 0.28647 | 10.809 | 2.424 | -42.689 | 20.980 | -0.692 | 60.768 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 12.990 | 69.183 | 0.188 | 88.751 | 125.535 | 0.707 | 0.801 < 0.9 OK! | 8.159 | 56 | 1549.32 | 86.76 | 3.184 | 11.343 | |
| 29 | 21.43428 | 14.51503 | 14.179 | 3.853 | 11.512 | 0.29670 | 11.179 | 2.567 | -42.877 | 22.120 | -0.253 | 61.175 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.077 | 69.183 | 0.189 | 89.141 | 125.535 | 0.710 | 0.805 < 0.9 OK! | 8.159 | 56 | 1590.86 | 89.09 | 3.270 | 11.429 | |
| 30 | 22.02047 | 14.91200 | 14.548 | 3.706 | 11.909 | 0.30693 | 11.548 | 2.714 | -42.887 | 23.286 | 0.202 | 61.606 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.169 | 69.183 | 0.190 | 89.162 | 125.535 | 0.710 | 0.805 < 0.9 OK! | 8.159 | 56 | 1632.24 | 91.41 | 3.355 | 11.514 | |
| 31 | 22.60667 | 15.30896 | 14.915 | 3.556 | 12.306 | 0.31716 | 11.915 | 2.865 | -42.715 | 24.476 | 0.671 | 62.062 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.267 | 69.183 | 0.192 | 88.805 | 125.535 | 0.707 | 0.803 < 0.9 OK! | 8.159 | 56 | 1673.44 | 93.71 | 3.439 | 11.598 | |
| 32 | 23.19287 | 15.70593 | 15.281 | 3.401 | 12.703 | 0.32740 | 12.281 | 3.019 | -42.353 | 25.691 | 1.152 | 62.545 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.370 | 69.183 | 0.193 | 88.052 | 125.535 | 0.701 | 0.798 < 0.9 OK! | 8.159 | 56 | 1714.47 | 96.01 | 3.524 | 11.683 | |
| 33 | 23.77907 | 16.10290 | 15.645 | 3.243 | 13.100 | 0.33763 | 12.645 | 3.178 | -41.798 | 26.930 | 1.646 | 63.053 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.479 | 69.183 | 0.195 | 86.898 | 125.535 | 0.692 | 0.790 < 0.9 OK! | 8.159 | 56 | 1755.32 | 98.3 | 3.608 | 11.767 | |
| 34 | 24.36527 | 16.49986 | 16.007 | 3.081 | 13.497 | 0.34786 | 13.007 | 3.340 | -41.045 | 28.192 | 2.151 | 63.587 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.593 | 69.183 | 0.196 | 85.333 | 125.535 | 0.680 | 0.778 < 0.9 OK! | 8.159 | 56 | 1795.98 | 100.58 | 3.691 | 11.850 | |
| 35 | 24.95147 | 16.89683 | 16.368 | 2.916 | 13.894 | 0.35809 | 13.368 | 3.505 | -40.089 | 29.477 | 2.665 | 64.148 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.713 | 69.183 | 0.198 | 83.345 | 125.535 | 0.664 | 0.763 < 0.9 OK! | 8.159 | 56 | 1836.46 | 102.84 | 3.774 | 11.933 | |
| 36 | 25.53767 | 17.29380 | 16.727 | 2.746 | 14.291 | 0.36832 | 13.727 | 3.675 | -38.928 | 30.785 | 3.189 | 64.735 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.838 | 69.183 | 0.200 | 80.931 | 125.535 | 0.645 | 0.773 < 0.9 OK! | 8.159 | 56 | 1876.75 | 105.1 | 3.857 | 12.016 | |
| 37 | 26.12387 | 17.69076 | 17.084 | 2.573 | 14.688 | 0.37855 | 14.084 | 3.847 | -37.557 | 32.114 | 3.719 | 65.350 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.970 | 69.183 | 0.202 | 78.081 | 125.535 | 0.622 | 0.755 < 0.9 OK! | 8.159 | 56 | 1916.84 | 107.34 | 3.939 | 12.098 | |
| 38 | 26.71006 | 18.08773 | 17.440 | 2.397 | 15.085 | 0.38878 | 14.440 | 4.024 | -35.974 | 33.464 | 4.257 | 65.991 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 14.107 | 69.183 | 0.204 | 74.790 | 125.535 | 0.596 | 0.733 < 0.9 OK! | 8.159 | 56 | 1956.73 | 109.58 | 4.021 | 12.180 | |
| 39 | 27.29626 | 18.48470 | 17.793 | 2.216 | 15.482 | 0.39901 | 14.793 | 4.204 | -34.176 | 34.835 | 4.800 | 66.660 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 14.250 | 69.183 | 0.206 | 71.052 | 125.535 | 0.566 | 0.709 < 0.9 OK! | 8.159 | 56 | 1996.41 | 111.8 | 4.103 | 12.262 | |
| 40 | 27.88246 | 18.88166 | 18.145 | 2.033 | 15.879 | 0.40924 | 15.145 | 4.388 | -32.162 | 36.227 | 5.348 | 67.356 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 14.398 | 69.183 | 0.208 | 66.865 | 125.535 | 0.533 | 0.682 < 0.9 OK! | 8.159 | 56 | 2035.88 | 114.01 | 4.184 | 12.343 | |
| 41 | 28.46866 | 19.27863 | 18.495 | 1.845 | 16.276 | 0.41948 | 15.495 | 4.576 | -29.930 | 37.637 | 5.898 | 68.080 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 14.553 | 69.183 | 0.210 | 62.225 | 125.535 | 0.496 | 0.651 < 0.9 OK! | 8.159 | 56 | 2075.15 | 116.21 | 4.265 | 12.424 | |
| 42 | 29.05486 | 19.67560 | 18.843 | 1.654 | 16.673 | 0.42971 | 15.843 | 4.767 | -27.479 | 39.067 | 6.451 | 68.831 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 17.644 | 78.849 | 0.224 | 99.202 | 139.805 | 0.710 | 0.855 < 0.9 OK! | 6.803 | 56 | 2114.19 | 118.39 | 4.345 | 11.148 | |
| 43 | 29.64106 | 20.07256 | 19.189 | 1.460 | 17.070 | 0.43994 | 16.189 | 4.961 | -24.808 | 40.515 | 7.005 | 69.610 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 17.844 | 78.849 | 0.226 | 89.560 | 139.805 | 0.641 | 0.796 < 0.9 OK! | 6.803 | 56 | 2153.01 | 120.57 | 4.425 | 11.228 | |
| 44 | 30.22726 | 20.46953 | 19.533 | 1.261 | 17.467 | 0.45017 | 16.533 | 5.159 | -21.917 | 41.981 | 7.559 | 70.416 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 18.051 | 78.849 | 0.229 | 79.123 | 139.805 | 0.566 | 0.732 < 0.9 OK! | 6.803 | 56 | 2191.61 | 122.73 | 4.504 | 11.307 | |
| 45 | 30.81346 | 20.86650 | 19.875 | 1.060 | 17.863 | 0.46040 | 16.875 | 5.361 | -18.807 | 43.463 | 8.112 | 71.249 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 18.264 | 78.849 | 0.232 | 67.895 | 139.805 | 0.486 | 0.663 < 0.9 OK! | 6.803 | 56 | 2229.98 | 124.88 | 4.583 | 11.386 | |
| 46 | 31.39966 | 21.26346 | 20.215 | 0.855 | 18.260 | 0.47063 | 17.215 | 5.566 | -15.478 | 44.963 | 8.662 | 72.109 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 18.485 | 78.849 | 0.234 | 55.877 | 139.805 | 0.400 | 0.590 < 0.9 OK! | 6.803 | 56 | 2268.11 | 127.01 | 4.661 | 11.464 | |
| 47 | 31.98585 | 21.66043 | 20.553 | 0.646 | 18.657 | 0.48086 | 17.553 | 5.775 | -11.930 | 46.478 | 9.209 | 72.997 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 18.712 | 78.849 | 0.237 | 43.069 | 139.805 | 0.308 | 0.511 < 0.9 OK! | 6.803 | 56 | 2306.01 | 129.14 | 4.739 | 11.542 | |
| 48 | 32.57205 | 22.05739 | 20.888 | 0.434 | 19.054 | 0.49109 | 17.888 | 5.987 | -8.167 | 48.008 | 9.751 | 73.911 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 24.393 | 63.107 | 0.387 | 60.051 | 147.799 | 0.406 | 0.748 < 0.9 OK! | 5.291 | 56 | 2343.67 | 131.25 | 4.817 | 10.108 | |
| 49 | 33.15825 | 22.45436 | 21.222 | 0.219 | 19.451 | 0.50132 | 18.222 | 6.202 | -4.189 | 49.553 | 10.288 | 74.852 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 24.704 | 63.107 | 0.391 | 30.801 | 147.799 | 0.208 | 0.577 < 0.9 OK! | 5.291 | 56 | 2381.08 | 133.34 | 4.894 | 10.185 | |
| 50 | 33.74445 | 22.85133 | 21.553 | 0.000 | 19.848 | 0.51155 | 18.553 | 6.421 | 0.000 | 51.112 | 10.818 | 75.819 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 25.023 | 63.107 | 0.397 | 0.000 | 147.799 | 0.000 | 0.397 < 0.9 OK! | 5.291 | 0 | 0 | 0 | 0.000 | 5.291 | |
| Max. Bending Moment(BM) and Vertical Axial Force(COM) | MaxBM = | 42.887 | kN-m | MaxCOM = | 75.819 | kN | Roof Stru Weight (Ton) = | 497.735 | |||||||||||||||||||||||
| MaxBM = | 4.373 | ton-m | MaxCOM = | 7.731 | ton | ||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
| No. | 0 | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16 | 17 | 18 | 19 | 20 | 21 | 22 | 23 | 24 | 25 | 26 | 27 | 28 | 29 | CASE A) Self Weight, def(δ) = 5×W×L⁴/ 384EI δ < Δmax(L/200) OK! | CASE B) Roof Design Load + Beam Self Weight WR=160 kg/m2, W=320 kg/m δ < Δmax(L/200) OK! | ||||||||
| No. | 일반주문 (O,X) | 주문생산 (Ton) | CODE | SIZE mm | H mm | B mm | t₁ mm | t₂ mm | r1 mm | r2 mm | A cm² | W Kg/m | Ix cm⁴ | Iy cm⁴ | rx cm | ry cm | Sx cm³ | Sy cm³ | ex cm | ey cm | Zx cm³ | Zy cm³ | Cw(비틀림) cm6x1000 | J(뒤틀링) cm4 | rts | λf=B/tf | λw=H-2tf/tw | L=5m/ry< 300 OK | Lp m | Lr m | L= 6 (m) δ<30 mm | L= 7 (m) δ<35 mm | L= 8 (m) δ<40 mm | L= 9 (m) δ<45 mm | L= 10 (m) δ<50 mm | L= 6 (m) δ<30 mm | L= 7 (m) δ<35 mm | L= 8 (m) δ<40 mm | L= 9 (m) δ<45 mm | L= 10 (m) δ<50 mm |
| 2 | O | H200100 | H200X100X5.5X8 | 200 | 100 | 5.5 | 8 | 11 | 0 | 27.16 | 21.3 | 1840 | 134 | 8.24 | 2.22 | 184 | 26.8 | 10 | 5 | 210 | 41.9 | 12300 | 5.89 | 2.64 | 6.25 | 33.45 | 225 | 1.105 | 3.994 | 0.96 | 1.77 | 3.03 | 4.85 | 7.39 | 14.39 | 26.67 | 45.49 > 40 CHK! | 72.87 > 45 CHK! | 111.06 > 50 CHK! | |
| 3 | O | H125125 | H125X125X6.5X9 | 125 | 125 | 6.5 | 9 | 10 | 0 | 30.3 | 23.8 | 847 | 293 | 5.29 | 3.11 | 136 | 47 | 6.25 | 6.25 | 154 | 71.9 | 9860 | 8.68 | 3.54 | 6.94 | 16.46 | 161 | 1.548 | 8.755 | 2.33 | 4.31 | 7.35 | 11.77 | 17.94 | 31.27 > 30 CHK! | 57.93 > 35 CHK! | 98.83 > 40 CHK! | 158.30 > 45 CHK! | 241.27 > 50 CHK! | |
| 5 | O | H194150 | H194X150X6X9 | 194 | 150 | 6 | 9 | 13 | 0 | 39.01 | 30.6 | 2690 | 507 | 8.3 | 3.61 | 277 | 67.6 | 9.7 | 7.5 | 309 | 104 | 43300 | 11 | 4.11 | 8.33 | 29.33 | 139 | 1.797 | 6.773 | 0.94 | 1.74 | 2.98 | 4.77 | 7.26 | 9.85 | 18.24 | 31.12 | 49.84 > 45 CHK! | 75.97 > 50 CHK! | |
| 6 | O | H150150 | H150X150X7X10 | 150 | 150 | 7 | 10 | 11 | 0 | 40.14 | 31.5 | 1640 | 563 | 6.39 | 3.75 | 219 | 75.1 | 7.5 | 7.5 | 246 | 115 | 27600 | 13.8 | 4.24 | 7.5 | 18.57 | 133 | 1.867 | 9.550 | 1.59 | 2.95 | 5.02 | 8.05 | 12.27 | 16.15 | 29.92 | 51.04 > 40 CHK! | 81.76 > 45 CHK! | 124.61 > 50 CHK! | |
| 7 | O | H300150 | H300X150X6.5X9 | 300 | 150 | 6.5 | 9 | 13 | 0 | 46.78 | 36.7 | 7210 | 508 | 12.4 | 3.29 | 481 | 67.7 | 15 | 7.5 | 542 | 105 | 107000 | 12.7 | 3.92 | 8.33 | 43.38 | 152 | 1.638 | 5.085 | 0.42 | 0.78 | 1.33 | 2.13 | 3.25 | 3.67 | 6.81 | 11.61 | 18.60 | 28.34 | |
| 8 | O | H346174 | H346X174X6X9 | 346 | 174 | 6 | 9 | 14 | 0 | 52.68 | 41.4 | 11100 | 792 | 14.5 | 3.88 | 642 | 91 | 17.3 | 8.7 | 716 | 140 | 224000 | 13.7 | 4.56 | 9.67 | 54.67 | 129 | 1.931 | 5.575 | 0.31 | 0.57 | 0.98 | 1.56 | 2.38 | 2.39 | 4.42 | 7.54 | 12.08 | 18.41 | |
| 9 | O | H244175 | H244X175X7X11 | 244 | 175 | 7 | 11 | 16 | 0 | 56.24 | 44.1 | 6120 | 984 | 10.4 | 4.18 | 502 | 113 | 12.2 | 8.75 | 558 | 173 | 133000 | 23.2 | 4.77 | 7.95 | 31.71 | 120 | 2.081 | 7.646 | 0.60 | 1.10 | 1.88 | 3.02 | 4.60 | 4.33 | 8.02 | 13.68 | 21.91 | 33.39 | |
| 10 | O | H350175 | H350X175X7X11 | 350 | 175 | 7 | 11 | 14 | 0 | 63.14 | 49.6 | 13600 | 984 | 14.7 | 3.95 | 777 | 112 | 17.5 | 8.75 | 868 | 174 | 282000 | 23 | 4.63 | 7.95 | 46.86 | 127 | 1.966 | 5.972 | 0.30 | 0.56 | 0.95 | 1.53 | 2.33 | 1.95 | 3.61 | 6.15 | 9.86 | 15.03 | |
| 11 | O | H200200 | H200X200X8X12 | 200 | 200 | 8 | 12 | 13 | 0 | 63.53 | 49.9 | 4720 | 1600 | 8.62 | 5.02 | 472 | 160 | 10 | 10 | 526 | 244 | 141000 | 30.2 | 5.64 | 8.33 | 22 | 100 | 2.499 | 11.191 | 0.87 | 1.62 | 2.77 | 4.43 | 6.75 | 5.61 | 10.40 | 17.73 | 28.41 | 43.30 | |
| 15 | O | H396199 | H396X199X7X11 | 396 | 199 | 7 | 11 | 16 | 0 | 72.16 | 56.6 | 20000 | 1450 | 16.7 | 4.48 | 1010 | 145 | 19.8 | 9.95 | 1130 | 224 | 536000 | 27.1 | 5.25 | 9.05 | 53.43 | 112 | 2.23 | 6.522 | 0.23 | 0.43 | 0.74 | 1.19 | 1.81 | 1.32 | 2.45 | 4.19 | 6.70 | 10.22 | |
| 16 | O | H400200 | H400X200X8X13 | 400 | 200 | 8 | 13 | 16 | 0 | 84.12 | 66 | 23700 | 1740 | 16.8 | 4.54 | 1190 | 174 | 20 | 10 | 1330 | 268 | 650000 | 42.2 | 5.31 | 7.69 | 46.75 | 110 | 2.26 | 6.921 | 0.23 | 0.43 | 0.73 | 1.17 | 1.78 | 1.12 | 2.07 | 3.53 | 5.66 | 8.62 | |
| 19 | O | H450200 | H450X200X9X14 | 450 | 200 | 9 | 14 | 18 | 0 | 96.76 | 76 | 33500 | 1870 | 18.6 | 4.4 | 1490 | 187 | 22.5 | 10 | 1680 | 291 | 887000 | 57.1 | 5.23 | 7.14 | 46.89 | 114 | 2.19 | 6.751 | 0.19 | 0.35 | 0.59 | 0.95 | 1.45 | 0.79 | 1.46 | 2.50 | 4.00 | 6.10 | |
| 20 | O | H300300 | H300X300X10X15 | 300 | 300 | 10 | 15 | 18 | 0 | 119.8 | 94 | 20400 | 6750 | 13.1 | 7.51 | 1360 | 450 | 15 | 15 | 1500 | 684 | 1370000 | 89 | 8.41 | 10 | 27 | 67 | 3.739 | 14.208 | 0.38 | 0.71 | 1.21 | 1.93 | 2.94 | 1.30 | 2.41 | 4.10 | 6.57 | 10.02 | |
| 25 | O | H350350 | H350X350X12X19 | 350 | 350 | 12 | 19 | 20 | 0 | 173.9 | 137 | 40300 | 13600 | 15.2 | 8.84 | 2300 | 776 | 17.5 | 17.5 | 2550 | 1180 | 3720000 | 200 | 9.89 | 9.21 | 26 | 57 | 4.401 | 17.610 | 0.28 | 0.52 | 0.89 | 1.42 | 2.17 | 0.66 | 1.22 | 2.08 | 3.33 | 5.07 | |
| 27 | O | H400400 | H400X400X13X21 | 400 | 400 | 13 | 21 | 22 | 0 | 218.7 | 172 | 66600 | 22400 | 17.5 | 10.1 | 3330 | 1120 | 20 | 20 | 3670 | 1700 | 8040000 | 304 | 11.29 | 9.52 | 27.54 | 50 | 5.028 | 19.434 | 0.21 | 0.40 | 0.68 | 1.08 | 1.65 | 0.40 | 0.74 | 1.26 | 2.01 | 3.07 | |
No.6. 한화 AMMONIA Tank Size, D= 40, H= 32.8 (m), Storage Capacity = 0 (m³)
여기부터 Bottom Plate 시작함 BOTTOM_ANNULAR_ROPORT()
[rvBottom] = tid = 10, tdFoot[1] = 7.938 (mm), tuFoot[1] = 31.0 (mm)
4. Bottom plate and Annular plate of calculation
8.4 Roof Plate
The roof plate is designed to withstand the internal pressures in design and pneumatic test
conditions in accordance with Section 5.10 of API 620.
8.4.1 Design Internal Pressure Condition
The minimum thickness of roof plate for design pressure is calculated as the follows.
(as per API 620 para. 5.10.2.5, Spherical segment dome roof plate)
8.4.2 Pneumatic Test Pressure Condition
The minimum thickness of roof plate for pneumatic test pressure is calculated as the follows.
아래는 ROOF STRUCTURE 없이 [Self Support Dome Roof] 로 할 경우
최소 필요한 Roof Plate 두께를 계산 합니다. ( 계산서에 포함 시키지 마세요 )
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA) [원본 일본어 ] [한글 번역본]
8.4.3 External Pressure (Vacuum) Condition ( When, Self Support Dome Roof )
The minimum roof plate thickness(without roof rafter) for vacuum pressure is calculated as the follows.
(as per API 620 Annex F.3.3.2)
Roof Plate 두께 (API 620 Annex F 3.3)
Allowable External Pressure( Pmax = Pe + W/A) 역 계산
at[10].myKnuckleScript = [ [ 'A516-60', 2400, 32000, 23, 34.668, 0.93403, 0.63676, 0.84413, 0, 0, 35200, 38054.1, 1929.7, 6271.2, 8200.9, 0, 0, 0, 0, 0 ], ]
8.4.4.1 Knuckle Calculation
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA)
A) Knuckle Strength Check by External Pressure
Where,
1. W = 351.123 (Ton), 3443.34 (kN), A = 3443.34 (m²), Pg = 15 (kPa), Pe = 0.5 (kPa)
2. R1 = 2400 (mm), Knuckle Radius
3. R2 = 32000 (mm), Roof Radius
4. R3 = 25949 (mm), equivalent Radius
B) Allowable Buckling(Compressive) Stress by ASME SEC. II Part D
8.4.4.2 Knuckle Calculation
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA)
출처 : https://www.jstage.jst.go.jp/article/hpi/47/5/47_5_305/_pdf
Ellipsodial Head Stress 엑셀계산 [Stress-in-ellipsoidal-head-of-pressure-vessel-DANotes.xlsm]
[RRR-START]
where,
La : Actual height of the tank associated with the particular stiffener
(Acutal distance of stiffener & stiffener or stiffener & top shell)
Tav : Average thickness of inner shell plate with corrosion, Tav =17.606 mm
Fa : Allowable Compressive Stress, 15,000 psi, Fa = 103.421 MPa
Nwave : Calculate the number of buckling waves,
[RRR-END]
[RPT_RESULT[10] = BUCKLING_CALC() [
1. TANK SHELL BUCKLING CALCULATION ( EACH CASE)
at[at[0].tid].in_OR_out=[1]
[Check Condition : CASE 1 / 9], Design Pressure (100%) + Full Liquid(DLL) Pg= 15.0 (kPa), DLL = 0 (m), SG = 0.0, Wr = 351.123(Ton)
[Check Condition : CASE 2 / 9], Operating + Operating Pressure Pg= 0.075 (kPa), DLL = 0 (m), SG = 0.0, Wr = 351.123(Ton)
[Check Condition : CASE 8 / 9], Design Pressure (100%) + Lr(20psf) + 10% Snow Load Pg= 15.0 (kPa), DLL = 0 (m), SG = 0.0, Lr = 102(kg/m²)×A(m²)= 125.66(Ton), Wr = 476.783(Ton)
[Check Condition : CASE 9 / 9], Vacuum Pressure (-50 mmWTR) Pe= -0.5 (kPa), DLL = 0 (m), SG = 0.0, Lr = 102(kg/m²)×A(m²)= 125.66(Ton), Wr = 476.783(Ton)
[END OF RPT_RESULT[10] = BUCKLING_CALC() [
AAA k = 0 = API 650 = k = 0, dCode = 1, AAA D = 40.0 (mm), Hd[0] = 29520.0 (mm) Hd[1] = 29520.0 (mm) Ht[0] = 0.0 mm
seisResult[1] =
[
START - [SEISMIC DESIGN 스펙트럼 그래프 그리기] [CANVAS SHOW]
<canvas name=canvasSpect id=seisDesignSpect_5> <img name=imgvasSpect id=imgsDesignSpect_5>
기상청 Magnitude 환산 Formula M = 2.0 × [Log10(Sa×980) + 1]
MMI : 수정머칼리 진도척도(Modified Mercalli Intensity(MMI) Scale) [ I ~ XII 까지 12단계 ]
MMI = 3.0 × [Log10(Sa×980) + 0.5]
[지반가속도 와 규모의 관계그래프.xlsx]
출처 : 나무위키 지진
1.[기상청] 지진표준교재
2.[기상청] 중고등교재
3.[기상청] 초등교재
END - [스펙트럼 그래프 그리기]
[ KGS GC203 ] = at[tid].sData[4] == 1 [나중에 추가해야 함]
DEBUG START 624 dCode = [1] CLEOLE = [0] at[tid].sData[4] = [1.0] END OF DEBUG 624
DEBUG START 625 at[tid].seisResu[0] = [at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.22, S1 = 0.22, Fa = 1.3, Fv = 2.64
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.3575x(174,765,618x11.07 + 6,061,490x13.082 + 3,443,340x31.75 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(76,750,606x19.983)]2)
Mrw = 759,071,832 [N-m] = 759,072 [KN-m] = 77,404 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.3575x(174,765,618x17.293 + 6,061,490x13.082 + 3,443,340x31.75 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(76,750,606x19.983)]2)
Ms = 1,147,876,835 [N-m] = 1,147,877 [KN-m] = 117,051 [Ton-m]
Wp = 248,466,359 [N] = 248,466 [KN] = 25,337 [Ton]
Wi = 174,765,618 [N] = 174,766 [KN] = 17,821 [Ton], Xi = 11.07 [m], Wi/Wp = 70.34[%]
Wc = 76,750,606 [N] = 76,751 [KN] = 7,826 [Ton], Xc = 19.983 [m], Wc/Wp = 30.89[%]
Ws = 6,061,490 [N] = 6,061 [KN] = 618.100 [Ton], Xs = 13.082 [m]
Wr = 3,443,340 [N] = 3,443 [KN] = 351.123 [Ton], Xr = 31.75 [m]
Wf = 878,872 [N] = 879 [KN] = 89.620 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 66,190,882 [N] = 66,191 [KN] = 6,750 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 66,190,882 [N] = 66,191 [KN] = 6,750 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 1
Ai=0.3575[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.5808 × ( 3.0 / 6.6089²) × ( 1.0 / 1.0) = 0.0 [g]
Av= 0.336 [g]
] END OF DEBUG 625
6.2.4. 내진설계 ( KGS GS203 + API 620 Annex L )
API 620 L.4.3.3 (OLE) Adjustment Factors, ( Factor I , R )
Unless specifically permitted by the regulations, the OLE design forces shall not be adjusted by
an importance factor, I, or force reduction factor, R,
Nor shall the forces be reduced by the 0,7 multiplier (1/1.4) commonly applied
to convert (CLE) Contingency Level Events to ASD methods.
해석 : API 620 L.4.3.3 (OLE) 조정계수, ( OLE I, R 에 대한 특별규정 )
규정에서 특별히 허용하지 않는 한, OLE 설계력은 중요도 계수 I 또는 힘 감소 계수 R에 의해 조정되지 않아야 합니다.
또한 (CLE) 비상 수준 이벤트를 ASD 방법으로 변환하는 데 일반적으로 적용되는 0.7 승수(1/1.4)로 힘을 줄여서는 안 됩니다.
API 620 L.4.4.2 (CLE) Definition Based on ASCE 7 Method (API 650, Annex E)
To utilize API 650, Section E.4 to define the CLE ground motion,
the following modifications shall be made based on the provisions in this annex:
1) Scaling factor, Q = 1.0 , is not applicable and may be set equal to a value of 1.0;
2) Importance factor, I = 1.0
]
SlidingCheck =
[
6.4.8 Sliding Resistance Check / PTT-LNG Examples
4.7 Sliding Resistance
According to API 650 E. 7.6, Total design base shear (horizontal force) V , should be equal
to or smaller than the value Vs obtained as follows;
Vs = μ × (Ws + Wr + Wf + Wp + Wns + Wnr ) × (1.0 - 0.4 × Av)
Where,
Vs = Allowable base shear [N]
μ = Maximum friction coefficient for tank sliding
= tan(30°) / 1.5 = 0.3849 for OBE (According to API620 L4.2.10)
= tan(30°) / 1.0 = 0.5773 for SSE (According to API620 L4.3.3)
Ws = Weight of tank Shell Plate = 6,061,490 [N], Ws = 618.1 [Ton]
Wr = Weight of tank roof = 3,443,340 [N], Wr = 351.123 [Ton]
Wf = Weight of tank bottom = 878,872 [N], Wf = 89.62 [Ton]
Wp = Weight of liquid content = 10,383,702 [N], Wp = 1058.843 [Ton]
Total Weight of Steel and Liquid Content,
Wsum = (Ws+Wr+Wf+Wp+Wns+Wnr)= 258,850 kN, Wsum = 1,058,843 [Ton]
Av(ALE) = Vertical seismic acceleration = 0.27 [g] for OBE
Av(CLE) = Vertical seismic acceleration = 0.336 [g] for CLE
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.5 = 0.3849 (For ALE)
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.0 = 0.577 (For CLE)
Sliding Resistance (Vs)
Vs (ALE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.3849 × 10,384 × (1.0 - 0.4 × 0.27) = 3,565 [kN]
Vs (CLE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.577 × 258,850 × (1.0 - 0.4 × 0.336) = 129,283 [kN]
The following table shows the results.
Table 6.4.9 Result of sliding resistance
계산결과 CLE=rvAry[0], OLE=rvAry[1], ALE=rvAry[2]
Min. yield strength of annulae plate (A553-TYPE1), Fy = 400 MPa
Design Internal Pressure, Pg = 15.0 kPa
Tank Dia. D = 40.000 (m), Tank Height Ht = 32.800(m), H = 29.52 (m), Design Liquid Level for Seismic calc,
SG = 0.683, CA = 1.5 (mm)
SEISMIC DESIGN CODE : [ KGS GC 203 ]
SITE Class : [ S5 ]
SEISMIC USE GROUP : SUG = [ II ]
6.2.4. 내진설계 ( KGS GS203 + API 620 Annex L )
Where,
SITE Class : [ S5 ]
SEISMIC USE GROUP : SUG = [ II ]
API 620 L4.3.9 Inner Tank Freeboard
1. OLE (Operating Level Earthquake)
δs = 0.42 × D × Af + hs (300 mm), for API 620 OLE or SUG = III
δs = 0.42 × 40,000 × 0.0 + 300 = 0 (mm)
An additional shell height, hs shall be added to the calculated value above
the sloshing height as required by the governing regulations.
The minimum value of hs forthe OLE event shall be 300 mm (1 ft).
2. CLE (Contingency Level Earthquake) FOR SUG = I OR II
δs = 0.42 × D × Af
δs = 0.42 × 40,000 × 0.0 = 0 (mm)
Therefore, This Tank FreeBoard(δs) is Max( OLE, CLE) = Max( 0, 0 ) = 0 (mm)
API 650 E.6.1.2 Center of Action for Effective Lateral Forces
반응수정계수 행복채움 블로그
반응수정계수 (response modiflcation coefflcient)는 내진설계를 하면서 붕괴방지수준(CLE) 에 대해 검토시
비탄성거동인 소성영역까지 허용하여 저감된 지진력 으로 구조검토를 하게 됩니다.
탄성은 외부로부터 받은 자극이 제거되면 물체를 원래 형상으로 복원시키려는 성질인 반면,
소성은 외부의 자극이 제거되어도 변형을 그대로 유지하려는 성질입니다.
이런 비선형적 거동을 고려할수 있도록 내진설계시 R 응답수정계수를 적용해 줍니다.
Ve: 만약 구조체가 설계 지진의 지반 운동에 대하여 완전히 탄성 거동을 하게 된다고 가정하였을때 지진력에 대해저항하는힘
V: 선형 탄성영역에서의 밑면전단력
이러한 응답수정계수는 설계시 적용할때 마다 구하기는 한계가 있으므로
기준별로 정리되어있어 필요할경우 편리하게 사용하면 됩니다.
주의하실 점은 부재의 연성으로 비탄성변형으로 인한부재력의 저감은
수평력에 대해서만 적용하며， 수직력은 적용하지 않습니다.
4. TANK CAPACITY
4.1 Liquid Levels
Note 1) This liquid level should be used for seismic design and determination of sloshing height of inner steel tank.
2) It is the liquid level of maximum operation level plus overfill protection margin (= 200 mm).
4.2 Operating Tank Capacity
Table 2-1 Tank Capasity Calculation
Tank type : Full Containment Tank Elevated Bottom slab Metal Inner Tank with Suspended Deck
]
7.2.4. Dynamic hoop stress calculation (CLE) API 620 Annex L
[TABLE 6.1]
When, D/H= 1.22 < 1.333
6.2.5. Shell Buckling (Compressive) Strength Check (CLE) API 620 Annex L
[TABLE 7.2.5.1] Ai = 0.3575[g], Ac = 0.0[g], Av = 0.336[g] Wp = 248466.36 [Ton], Wi = 174765.62 [Ton], Wc = 76750.61 [Ton], Ws = 618.1 [Ton], Xs = 13.082 [m]
DLL = 29520.0 m, Hd[0] = 29520.0 m, Hmm = 32800.0 m, Wr = 351.12 [Ton], Xr = 36.900 [m], XrRoof = 4.100 [m] Knuckle 반경 = [2400.0 mm, Knuckle 높이(1,930m) + Dome 높이(6,271m) = 8,201(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.3575 [g] × 3443.34 [kN] × 4.1(m) = 5047.08[kN-m]
Mrw_KN = 759,072 = Mrw + Mrw_Roof = 759,072 [KN-m], Mrw_Roof = 5,047 [KN-m], Mrw_Roof = 759,072 × (351 / ( 248,466 + 618 )) = 5047.08[kN-m]
Allowable Compressive Stress : Scs = 1.33 × ( tPr≤0.00667? 1,800,000 : ( tPr≤0.0175? 10,150.0+277,400: 15,000) × tPr × 0.006894757
API 620 CLE [0] Level Accelation : Ai = Fa×Ss×(I/Rwi)= 0.3575[g], Ac=0.0[g], Av=0.336[g], Q=1.0, I=1.0, Rwi=2.0, Rwc=1.0
SDS=Q×Ss×Fa=0.715[g], SD1=Q×S1×Fv=0.5808[g], Ss=0.22[g], Fa=1.3, S1=0.22[g], Fv=2.64, Ti=0.3503[s], Tc=6.6089[s]
J=2.3046, Mrw=759,072[KN-m] , Ms=1,147,877[KN-m], V=66191.0[KN]
Wp=248466.359[kN] Wi=174765.618[kN] Wc=76750.606 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.22, S1 = 0.22, Fa = 1.3, Fv = 2.64
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.3575x(174,765,618x11.07 + 6,061,490x13.082 + 3,443,340x31.75 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(76,750,606x19.983)]2)
Mrw = 759,071,832 [N-m] = 759,072 [KN-m] = 77,404 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.3575x(174,765,618x17.293 + 6,061,490x13.082 + 3,443,340x31.75 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(76,750,606x19.983)]2)
Ms = 1,147,876,835 [N-m] = 1,147,877 [KN-m] = 117,051 [Ton-m]
Wp = 248,466,359 [N] = 248,466 [KN] = 25,337 [Ton]
Wi = 174,765,618 [N] = 174,766 [KN] = 17,821 [Ton], Xi = 11.07 [m], Wi/Wp = 70.34[%]
Wc = 76,750,606 [N] = 76,751 [KN] = 7,826 [Ton], Xc = 19.983 [m], Wc/Wp = 30.89[%]
Ws = 6,061,490 [N] = 6,061 [KN] = 618.100 [Ton], Xs = 13.082 [m]
Wr = 3,443,340 [N] = 3,443 [KN] = 351.123 [Ton], Xr = 31.75 [m]
Wf = 878,872 [N] = 879 [KN] = 89.620 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 66,190,882 [N] = 66,191 [KN] = 6,750 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 66,190,882 [N] = 66,191 [KN] = 6,750 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 1
Ai=0.3575[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.5808 × ( 3.0 / 6.6089²) × ( 1.0 / 1.0) = 0.0 [g]
Av= 0.336 [g]
7.2.6. Dynamic hoop stress calculation (ALE) API 620 Annex L
[TABLE 6.1]
When, D/H= 1.22 < 1.333
6.2.5. Shell Buckling (Compressive) Strength Check (ALE) API 620 Annex L
[TABLE 7.2.5.3] Ai = 0.5745[g], Ac = 0.0[g], Av = 0.27[g] Wp = 0.0 [Ton], Wi = 0.0 [Ton], Wc = 0.0 [Ton], Ws = 618.1 [Ton], Xs = 13.082 [m]
DLL = 29520.0 m, Hd[0] = 29520.0 m, Hmm = 32800.0 m, Wr = 351.12 [Ton], Xr = 36.900 [m], XrRoof = 4.100 [m] Knuckle 반경 = [2400.0 mm, Knuckle 높이(1,930m) + Dome 높이(6,271m) = 8,201(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.5745 [g] × 3443.34 [kN] × 4.1(m) = 8110.62[kN-m]
Mrw_KN = 108,364 = Mrw + Mrw_Roof = 108,364 [KN-m], Mrw_Roof = 8,111 [KN-m], Mrw_Roof = 108,364 × (351 / ( 0 + 618 )) = 8110.62[kN-m]
Allowable Compressive Stress : Scs = 1.33 × ( tPr≤0.00667? 1,800,000 : ( tPr≤0.0175? 10,150.0+277,400: 15,000) × tPr × 0.006894757
API 620 OLE [1] Level Accelation : Ai = Fa×Ss = 0.5745[g], Ac=0.0[g], Av=0.27[g], Q=1.0, I=1.0, Rwi=1.0, Rwc=1.0
SDS=Q×Ss×Fa=0.5745[g], SD1=Q×S1×Fv=0.4195[g], Ss=0.1467[g], Fa=1.5665, S1=0.1467[g], Fv=2.8599, Ti=0.2[s], Tc=0.0[s]
J=1.0038, Mrw=108,364[KN-m] , Ms=108,364[KN-m], V=5965.0[KN]
Wp=0.0[kN] Wi=0[kN] Wc=0 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.1467, S1 = 0.1467, Fa = 1.5665, Fv = 2.8599
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.5745x(0x0 + 6,061,490x13.082 + 3,443,340x31.75 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(0x0)]2)
Mrw = 108,363,602 [N-m] = 108,364 [KN-m] = 11,050 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.5745x(0x0 + 6,061,490x13.082 + 3,443,340x31.75 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(0x0)]2)
Ms = 108,363,602 [N-m] = 108,364 [KN-m] = 11,050 [Ton-m]
Wp = 0 [N] = 0 [KN] = 0 [Ton]
Wi = 0 [N] = 0 [KN] = 0 [Ton], Xi = 0 [m], Wi/Wp = ?[%]
Wc = 0 [N] = 0 [KN] = 0 [Ton], Xc = 0 [m], Wc/Wp = ?[%]
Ws = 6,061,490 [N] = 6,061 [KN] = 618.100 [Ton], Xs = 13.082 [m]
Wr = 3,443,340 [N] = 3,443 [KN] = 351.123 [Ton], Xr = 31.75 [m]
Wf = 878,872 [N] = 879 [KN] = 89.620 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 5,965,437 [N] = 5,965 [KN] = 608 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 5,965,437 [N] = 5,965 [KN] = 608 [Ton] CLEOLE = 1, dCode = 1, at[tid].in_OR_out = 1
Ai=0.5745[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.4195 × ( 3.0 / 0.0²) × ( 1.0 / 1.0) = 0.0 [g]
Av= 0.27 [g]
Where,
div id='atDiv_3_10', at[10].divRPT[3] Contents 내용 = 한화 AMMONIA] 3.Weight summary] 52 [KB]| Descriptipon | SI Unit | USC Unit | ||||
| Diameter of tank inside | D = | 40000 | mm | D = | 131.234 | ft |
| Height of tank | Htank = | 32800 | mm | Htank = | 107.612 | ft |
| Radius of tank in-diameter, Rc = D / 2 | Rc = | 20000 | mm | Rc = | 65.617 | ft |
| Design liquid level | DLL = | 29520 | mm | DLL = | 96.85 | ft |
| Hydrostatic-test liquid level, HTL = DLL × SG | HTL = | 29520 | mm | HTL = | 96.85 | ft |
| Corrosion allowance | C.A = | 1.5 | mm | C.A = | 0.059 | in |
| Min. Shell Thickness as per API 620 CODE | tMin = | 7.938 | mm | tMin = | 0.313 | inch |
| Design Temperature | DT = | -40.0 | ℃ | DT = | -40.0 | ºF |
| Design Specific Gravity(SG = 0.683), Design Density(ρ) | ρ = | 683.0 | kg/m3 | ρ = | 42.638 | lb/ft3 |
| Cross-sectional area of the tank, At = π×D²/4 | At = | 1256.637 | m2 | At = | 1,947,791 | in2 |
| Total weight of tank and its contents. W = Wr + Lr Roof Dead Load(Wr)= 351.123 + Live Load(Lr)= 150.796 Ton | W = | 501.919 | Ton | W = | 4922.1 | kN |
| Shell Plate Welding Joint Efficiency | E = | 1.000 | E = | 1.000 | ||
| Material of shell plate | MATL = | A537-CL1 | ||||
| Minimum Tensile strength (For WELD METAL) | Fu = | 482.633 | MPa | Fu = | 70,000 | psi |
| Minimum Yield strength (For WELD METAL) | Fy = | 344.738 | MPa | Fy = | 50,000 | psi |
| Allowable Stress for Design Condition [View] (Design) Sts = Min( 0.3×Ft, 0.6×Fy) | Sts = | 144.79 | MPa | Sts = | 21,000 | psi |
| Allowable Stress for Test Condition (Test) Sts = Min( 0.55 × Ft, 0.75 × Fy) | Sts = | 265.448 | MPa | Sts = | 38,500 | psi |
| 2nd Material of [#10 ~ #10 th Shell Cource] | MATL = | A283-C | ||||
| Minimum Tensile strength | Fu = | 379.212 | MPa | Fu = | 55000 | psi |
| Minimum Yield strength | Fy = | 206.843 | MPa | Fy = | 30000 | psi |
| Allowable Stress for Design Condition | Sts = | 104.800 | MPa | Sts = | 15200 | psi |
| Allowable Stress for Design Condition | Sts = | 175.817 | MPa | Sts = | 25500 | psi |
| Design internal pressure, Pg = 1530 mmWTR | Pg = | 0.015 150 | MPa mbar.g | Pg = | 2.17557 | psi |
| Height from the bottom of the course under consideration to the Max. design liquid level(DLL), PL = ρ · g · Hd · 10-3 (kPa) Gravity acceleration, g = 9.80665 m/sec² | PL = | See Below 3.1.1 Table(a) | ||||
| Total pressure, P = Pg + PL | P = | See Below 3.1.1 Table(a) | ||||
| For cylindrical sidewalls of a vertical tank : as per API 620 5.10.2.5 c) Eqn. (10)(11), | ||||||
| T2 = P x Rc | T1 = Meridional (Longitudinal) unit force. (lb/in) | |||||
| T2 : Latitudinal (Circumferential) unit force. (lb/in) | ||||||
| Required shell thickness calculation : as per API 620 5.10.3.2 Eqn. (16), | ||||||
| td : Design thickness of shell. (mm) tu : Used (Selected) thickness of shell. (mm) | |||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| Design Condition : D=40.000 (m), H=32.800 (m), DLL=0 (m), HTL=0 (m), SG=0.683, Pg=15.0 (kPa) 주의 : SINGLE CONTAINMENT 이므로 OUTER TANK 는 수압테스트를 하지 않는다. , Pg=15.0 (kPa) = 1,530 (mmWTR) DLL=29.520 (m), Hd[i] = DLL + Pg/SG (m) Ht[i] = Hd[i] × SG API 620, SINGLE, OUTER, Pg= 15.0 (kPa) = 1529.6 (mmWTR) | Tank D(m)= | 40 | H(m)= | 32.8 | DLL(m)= | 29.52 | Shutdown and Construction Condition [ 내부압력 없는 조건 Pd: 0.0 MPa ], T1s(ShutDown) = Max. Compression (-값) 압축 1) Roof Dead Load Wr = [351.123] Ton 2) Roof Live Load LL = [150.796] Ton = Max( LL, Vacuum, SnowLoad ) 120 kg/m²× At (1256.637)m²= [150.796] Ton Total Load : (1)+(2) Wsum = [501.919] Ton Note 1) : 탱크내부에 진공압력( Vacuum Pressure 0.005 MPa)이 걸렸을 경우에는 나중에 추가 예정 2022.07.15 | |||||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (m) | Hd (m) | Ht (m) | P=Pg+PL (KPa) | T2=P×R (N/mm) |
td (mm) | tt (mm) | Used Thk. tu =Max(td,tt , tMin) (mm) | Weight (Ton) | Remark tu(input) (mm) | SKETCH | Each Wtr[n] (mm) | ∑Wtr[1~n] 누적(mm) | Remark | tc =tu-CA (mm) | Ratio t / R | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A[n] (mm²) | T1=R/2× (P-W/A) (N/mm) | T2=P×R (N/mm) | Sc = T1/tc 수직응력 (-압축,+인장) (MPa) | St = T2/tc 원주막응력 (-압축,+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fact(N) | Scs (MPa) | Sca = M×Scs (MPa) | Stress ratio SRc = Sc/Sca SRt = St/Sts SRtc < 1.0 OK | 1. ASME D.1 Sca = M×0.0625×E×tPr (MPa), E = 204,000 (MPa) 2. EN_1993 Sca = 0.0605 × E × Cx(1.0) × tPr (MPa) 3. JIS_LNG Sca = (0.25/γ1=2.25)×E×tPr (MPa) Long-Term 4. JIS_LNG Sca = (0.25/γ2=1.50)×E×tPr (MPa) Short-Term | ||
| 10 | A283-C | 0.800 | 0.0 | 0.0 | 15 | 300 | 7.938 | 7.938 | 32.00 (＋24.06) | 25.270 | 32.0 (0.0) |
shCanvas_650[CANVAS SHOW]
|
24 | 10,563 | 30.5 | 0.001525 | 527.189 | 3832743 | (-) 41.141 | 300.000 | -1.349 | 9.836 | 104.800 | 0.0939 | 0.9497 | 18.926 | 17.974 | 0.075 < 1.0 OK | ASME= 18.466, EN1993= 18.822, JIS(L)= 34.567, JIS(S)= 51.85 | |||
| 9 | A537-CL1 | 2.400 | 0.0 | 0.0 | 15 | 300 | 7.938 | 7.938 | 9.00 (＋1.06) | 21.310 | 9.0 (0.0) | 2,400 | 10,539 | 7.5 | 0.000375 | 548.499 | 942478 | (-) 42.804 | 300.000 | -5.707 | 40.000 | 144.790 | 0.2763 | 0.8328 | 4.654 | 3.876 | 1.473 > 1.0 NG | ASME= 3.982, EN1993= 4.628, JIS(L)= 8.5, JIS(S)= 12.75 | ||||
| 8 | A537-CL1 | 3.700 | 0.0 | 0.0 | 15 | 300 | 7.938 | 7.938 | 9.00 (＋1.06) | 32.860 | 9.0 (0.0) | 3,700 | 8,139 | 7.5 | 0.000375 | 581.359 | 942478 | (-) 45.369 | 300.000 | -6.049 | 40.000 | 144.790 | 0.2763 | 0.8328 | 4.654 | 3.876 | 1.561 > 1.0 NG | ASME= 3.982, EN1993= 4.628, JIS(L)= 8.5, JIS(S)= 12.75 | ||||
| 7 | A537-CL1 | 3.700 | 0.0 | 0.0 | 15 | 300 | 7.938 | 7.938 | 11.00 (＋3.06) | 40.160 | 11.0 (0.0) | 2,049 | 4,439 | 9.5 | 0.000475 | 621.519 | 1193805 | (-) 48.503 | 300.000 | -5.106 | 31.579 | 144.790 | 0.2181 | 0.8730 | 5.895 | 5.146 | 0.992 < 1.0 OK | ASME= 5.287, EN1993= 5.863, JIS(L)= 10.767, JIS(S)= 16.15 | ||||
| 6 | A537-CL1 | 3.700 | 0.0 | 0.0 | 15 | 300 | 7.938 | 7.938 | 14.00 (＋6.06) | 51.110 | 14.0 (0.0) | 1,032 | 2,390 | 12.5 | 0.000625 | 672.629 | 1570796 | (-) 52.491 | 300.000 | -4.199 | 24.000 | 144.790 | 0.1658 | 0.9067 | 7.757 | 7.033 | 0.597 < 1.0 OK | ASME= 7.225, EN1993= 7.714, JIS(L)= 14.167, JIS(S)= 21.25 | ||||
| 5 | A537-CL1 | 3.700 | 0.0 | 0.0 | 15 | 300 | 7.938 | 7.938 | 18.00 (＋10.06) | 65.730 | 18.0 (0.0) | 515 | 1,358 | 16.5 | 0.000825 | 738.359 | 2073451 | (-) 57.621 | 300.000 | -3.492 | 18.182 | 144.790 | 0.1256 | 0.9313 | 10.239 | 9.535 | 0.366 < 1.0 OK | ASME= 9.796, EN1993= 10.182, JIS(L)= 18.7, JIS(S)= 28.05 | ||||
| 4 | A537-CL1 | 3.700 | 0.0 | 0.0 | 15 | 300 | 7.938 | 7.938 | 21.00 (＋13.06) | 76.680 | 21.0 (0.0) | 339 | 843 | 19.5 | 0.000975 | 815.039 | 2450442 | (-) 63.605 | 300.000 | -3.262 | 15.385 | 144.790 | 0.1063 | 0.9426 | 12.100 | 11.406 | 0.286 < 1.0 OK | ASME= 11.718, EN1993= 12.034, JIS(L)= 22.1, JIS(S)= 33.15 | ||||
| 3 | A537-CL1 | 3.700 | 0.0 | 0.0 | 15 | 300 | 7.938 | 7.938 | 24.50 (＋16.56) | 89.480 | 24.5 (0.0) | 225 | 504 | 23.0 | 0.001150 | 904.519 | 2890265 | (-) 70.588 | 300.000 | -3.069 | 13.043 | 144.790 | 0.0901 | 0.9519 | 14.272 | 13.586 | 0.226 < 1.0 OK | ASME= 13.957, EN1993= 14.193, JIS(L)= 26.067, JIS(S)= 39.1 | ||||
| 2 | A537-CL1 | 3.700 | 0.0 | 0.0 | 15 | 300 | 7.938 | 7.938 | 28.00 (＋20.06) | 102.270 | 28.0 (0.0) | 158 | 279 | 26.5 | 0.001325 | 1006.789 | 3330088 | (-) 78.569 | 300.000 | -2.965 | 11.321 | 144.790 | 0.0782 | 0.9586 | 16.444 | 15.763 | 0.188 < 1.0 OK | ASME= 16.194, EN1993= 16.353, JIS(L)= 30.033, JIS(S)= 45.05 | ||||
| 1 | A537-CL1 | 3.700 | 0.0 | 0.0 | 15 | 300 | 7.938 | 7.938 | 31.00 (＋23.06) | 113.230 | 31.0 (0.0) | 121 | 121 | 29.5 | 0.001475 | 1120.019 | 3707079 | (-) 87.405 | 300.000 | -2.963 | 10.169 | 144.790 | 0.0702 | 0.9631 | 18.306 | 17.630 | 0.168 < 1.0 OK | ASME= 18.112, EN1993= 18.204, JIS(L)= 33.433, JIS(S)= 50.15 | ||||
| ∑W, Hd, Ht(m)= | 32.800 | 0.0 | 0.0 | Total Net Weight, NetWt = | 618.1 | Ton | ∑Wtr= | 10.563 | (m) | |||||||||||||||||||||||
| Total Gross Weight, GrsWt = | 643.83 | Ton | ||||||||||||||||||||||||||||||
| Equivalent Shell Nominal Thickness (평균두께 부식전) | 19.106 | mm | Without CA | |||||||||||||||||||||||||||||
| Equivalent Shell Corroded Thickness (평균두께 부식후) | 17.606 | mm | With CA | |||||||||||||||||||||||||||||
| Shell Gravity Center from Bottom,(PV Hanbook : 434 Page) Xs = (Aa+Ba+Ca...Z) / (A+B+C..Z) =13.082 [m] | 13.082 | m | ||||||||||||||||||||||||||||||
[rvBottom] = tid = 10, tdFoot[1] = 7.938 (mm), tuFoot[1] = 31.0 (mm)
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
|
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
8.4 Roof Plate
The roof plate is designed to withstand the internal pressures in design and pneumatic test
conditions in accordance with Section 5.10 of API 620.
8.4.1 Design Internal Pressure Condition
The minimum thickness of roof plate for design pressure is calculated as the follows.
(as per API 620 para. 5.10.2.5, Spherical segment dome roof plate)
| tDesign = | 4.34 | mm | |||||
| Used Roof plate thickness ( tDesign < tUsed OK ) | tUsed = | 7.0 | mm | |||||
| where, | ||||||||
| T1 | : Meridional unit forces T1 = Rs / 2 × ( Pg - W/At ) [API 620 5.10.2.5 a) Eqn(4)] | T1 = | 233.083 | N/mm | ||||
| T2 | : Latitudinal unit forces T2 = Rs × Pg - T1 [API 620 5.10.2.5 a) Eqn(6)] | T2 = | 246.917 | N/mm | ||||
| T | : Larger of meridional (T1) and latitudinal (T2) unit forces | T = | 246.917 | N/mm | ||||
| T = Max(T1, T2) = Max(233.083, 246.917) | ||||||||
| Pg | : Design internal pressure provided to roof plate, Pg= 15 (kPa) | Pg = | 0.015 | MPa | ||||
| D | : Tank Diameter | D = | 40000 | mm | ||||
| Rs | : Spherical Dome Roof plate Radius (Rs = 0.8 × D) | Rs = | 32000 | mm | ||||
| W | : Weight of Roof Plate, W = 553.997 (Ton) | W = | 543,285 | N | ||||
| At | : Section Area of tank, At = π×D²/ 4 = 1256.637 m² | At = | 1.257E9 | mm² | ||||
| Sts | : Allowable tensile stress at design condition (for A516-60) | Sts = | 124.106 | MPa | ||||
| E | : Joint efficiency (single weld butt joint with backing strip) | E = | 0.7 | |||||
| CA | : Corrosion allowance | CA = | 1.5 | mm | ||||
8.4.2 Pneumatic Test Pressure Condition
The minimum thickness of roof plate for pneumatic test pressure is calculated as the follows.
| tTest = | 2.34 | mm | |||||
| Used Roof plate thickness ( tTest < tUsed OK ) | tUsed = | 7.0 | mm | |||||
| where, | ||||||||
| T1 | : Meridional unit forces T1 = Rs / 2 × ( Pt - W/At ) [API 620 5.10.2.5 a) Eqn(4)] | T1 = | 293.083 | N/mm | ||||
| T2 | : Latitudinal unit forces T2 = Rs × Pt - T1 [API 620 5.10.2.5 a) Eqn(6)] | T2 = | 306.917 | N/mm | ||||
| T | : Larger of meridional (T1) and latitudinal (T2) unit forces | T = | 306.917 | N/mm | ||||
| T = Max(T1, T2) = Max(293.083, 306.917) | ||||||||
| Ptest | : Pneumatic Test Pressure provided to roof plate, Pt = 1.25×Pg | Pt = | 0.01875 | MPa | ||||
| D | : Tank Diameter | D = | 40000 | mm | ||||
| Rs | : Spherical Dome Roof plate Radius (Rs = 0.8 × D) | Rs = | 32000 | mm | ||||
| Sts | : Allowable tensile stress at test condition (for A516-60) Sts = Min( 0.55 × Ft, 0.85 × Fy) | Sts = | 187.537 | MPa | ||||
| E | is the joint efficiency (single weld butt joint with backing strip) | E = | 0.7 | |||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
최소 필요한 Roof Plate 두께를 계산 합니다. ( 계산서에 포함 시키지 마세요 )
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA) [원본 일본어 ] [한글 번역본]
8.4.3 External Pressure (Vacuum) Condition ( When, Self Support Dome Roof )
The minimum roof plate thickness(without roof rafter) for vacuum pressure is calculated as the follows.
(as per API 620 Annex F.3.3.2)
| tVacuum = | 17.01 | mm | |||||
| where, | ||||||||
| Pe : | Design External Pressure, Pe = 0.5 (kPa) | Pe = | 0.00050 | MPa | ||||
| T1 : | T1 = Rs / 2 × ( -Pe - W/At ) [Annex F.3.3.2] | T1 = | -51.84 | N/mm | ||||
| T2 : | T2 = Rs × ( -Pe - W/At ) - T1 [Annex F.3.3.2] | T2 = | -51.84 | N/mm | ||||
| D : | Tank Diameter | D = | 40000 | mm | ||||
| Rs : | Spherical Dome roof radius, Rs = 0.8 × D | Rs = | 32000 | mm | ||||
| W : | Roof Total Weight Wt = Roof Plate + Structure + SNOW + Deck(and Insu.) + Etc) | W = | 351.123 | Ton | ||||
| At : | Projection Area of Tank, A = π × D | A = | 1256.637 | m² | ||||
| W/At : | Roof Design Load, W / At = 351.123 (Ton) / 1256.637 (m²) | W/A = | 0.00274 | MPa | ||||
| Proof : | Vacuum plus Roof Load, ProofMax = Pe + W/At, (Pv_MPa = 0.012 Mpa) | Pe+W/A = | 0.00324 | MPa | ||||
| Sca : | Max. Allowable Compressive Stress [Annex F.3.3.2], Sca=1,000,000 psi | Sca = | 6894.76 | MPa | ||||
| CA : | is the corrosion allowance | CA = | 1.5 | mm | ||||
Roof Plate 두께 (API 620 Annex F 3.3)
Allowable External Pressure( Pmax = Pe + W/A) 역 계산
| 두께(t) | Allowable Pressure Formula (Pmax) CA = 1.5 (mm), Rs = 32000 (mm) Sca = 6894.757(Mpa) = 1,000,000(psi) Pmax = (t-CA)2 × Sca × 2 / Rs2 = OOO kPa | Pmax (kPa) | Pmax (mmAq) | Remark |
| 1 | Pmax(t) = (1 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.003 | 0.3 | |
| 2 | Pmax(t) = (2 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.003 | 0.3 | |
| 3 | Pmax(t) = (3 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.030 | 3.1 | |
| 4 | Pmax(t) = (4 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.084 | 8.6 | |
| 5 | Pmax(t) = (5 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.165 | 16.8 | |
| 6 | Pmax(t) = (6 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.273 | 27.8 | |
| 7 | Pmax(t) = (7 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.407 | 41.5 | |
| 8 | Pmax(t) = (8 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.569 | 58.0 | |
| 9 | Pmax(t) = (9 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.757 | 77.2 | |
| 10 | Pmax(t) = (10 - CA)2 × Sca × 2 / Rs2 × 1000 | 0.973 | 99.2 | |
| 11 | Pmax(t) = (11 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.215 | 123.9 | |
| 12 | Pmax(t) = (12 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.485 | 151.4 | |
| 13 | Pmax(t) = (13 - CA)2 × Sca × 2 / Rs2 × 1000 | 1.781 | 181.6 | |
| 14 | Pmax(t) = (14 - CA)2 × Sca × 2 / Rs2 × 1000 | 2.104 | 214.6 | |
| 15 | Pmax(t) = (15 - CA)2 × Sca × 2 / Rs2 × 1000 | 2.454 | 250.3 | |
| 16 | Pmax(t) = (16 - CA)2 × Sca × 2 / Rs2 × 1000 | 2.831 | 288.7 | |
| 17 | Pmax(t) = (17 - CA)2 × Sca × 2 / Rs2 × 1000 | 3.235 | 329.9 | |
| 18 | Pmax(t) = (18 - CA)2 × Sca × 2 / Rs2 × 1000 | 3.666 | 373.8 |
at[10].myKnuckleScript = [ [ 'A516-60', 2400, 32000, 23, 34.668, 0.93403, 0.63676, 0.84413, 0, 0, 35200, 38054.1, 1929.7, 6271.2, 8200.9, 0, 0, 0, 0, 0 ], ]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA)
A) Knuckle Strength Check by External Pressure
| Load Condition | Design Pressure P (kPa) | Knuckle Thick. t (mm) | tc = t-CA (mm) | Ratio tPr = tc / R3 | T1 (N/mm) | T2 (N/mm) | St = Max(T1,T2) / tc (MPa) | Sts (MPa) | Factor N = St/Sts | Factor M | Scs (MPa) | Sc = Min(T1,T2) / tc (MPa) | Sca= M×Scs(MPa) | Stress Ratio Sc / Sca | < 1.0 OK | |
| 1. Operating Condition(excl. Roof Load) | P = Pg | 15.000 | 23.00 | 21.50 | 0.00896 | 194.618 | -1714.986 | 9.052 | < 124.11 OK | 0.073 | 0.962 | 87.116 | -79.767 | < 83.764 OK | 0.952 | < 1.0 OK |
| 2. Operating Condition(incl. Roof Load) | P = Pg - W/A | 12.260 | 23.00 | 21.50 | 0.00896 | 159.067 | -1401.715 | 7.398 | < 124.11 OK | 0.060 | 0.969 | 87.116 | -65.196 | < 84.403 OK | 0.772 | < 1.0 OK |
| 3. Extrenal Pressure Condition | P = 0.0 - (Pe + W/A) | -3.240 | 23.00 | 21.50 | 0.00896 | -42.037 | 370.437 | 17.230 | < 124.11 OK | 0.139 | 0.923 | 87.116 | -1.955 | < 80.436 OK | 0.024 | < 1.0 OK |
| 4. Pneumatic Test Condition | P = 1.25 × Pg | 18.750 | 23.00 | 21.50 | 0.00896 | 243.272 | -2143.732 | 11.315 | < 187.54 OK | 0.060 | 0.968 | 87.116 | -99.708 | < 105.461 OK | 0.945 | < 1.0 OK |
1. W = 351.123 (Ton), 3443.34 (kN), A = 3443.34 (m²), Pg = 15 (kPa), Pe = 0.5 (kPa)
2. R1 = 2400 (mm), Knuckle Radius
3. R2 = 32000 (mm), Roof Radius
4. R3 = 25949 (mm), equivalent Radius
B) Allowable Buckling(Compressive) Stress by ASME SEC. II Part D
| Material | Factor A = 0.125 × tc/R1 | Factor B (MPa) Like API 620 Scs | CS Chart Curve |
| A516-60 | A = 0.125 × ( 22 / 2400 ) = 0.0011198 | 86.98 | [ASME SEC. II Part D Fig. CS-2] |
| A516-70 | A = 0.125 × ( 22 / 2400 ) = 0.0011198 | 86.98 | [ASME SEC. II Part D Fig. CS-2] |
| A5537-CL1 | A = 0.125 × ( 22 / 2400 ) = 0.0011198 | 115.772 | [ASME SEC. II Part D Fig. CS-4] |
| A5537-CL2 | A = 0.125 × ( 22 / 2400 ) = 0.0011198 | 116.945 | [ASME SEC. II Part D Fig. CS-4] |
| A553-TYPE1 | A = 0.125 × ( 22 / 2400 ) = 0.0011198 | 111.798 | [ASME SEC. II Part D Fig. CS-3] |
| SA240-304 | A = 0.125 × ( 22 / 2400 ) = 0.0011198 | 62.724 | [ASME SEC. II Part D Fig. CS-3] |
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
저온저장탱크 Knuckle 허용압축응력에 대하여...(일본 논문 및 지상식 LNG 저조지침 JSA)
출처 : https://www.jstage.jst.go.jp/article/hpi/47/5/47_5_305/_pdf
Ellipsodial Head Stress 엑셀계산 [Stress-in-ellipsoidal-head-of-pressure-vessel-DANotes.xlsm]
| Ratio of thk to radius | CASE A) ARC = 0.6 ×√(R2×tc), R2 = 32000 (mm) [ 일본 가스협회 지상식 LNG 저조지침] | CASE B) Factor M, N 추가 검토 | CASE C) ARC = 0.6 ×√(R1×tc), R1 = 2400 (mm) [ ARUN TKK 계산서 ] | ||||||||||||||||||||||
| t (mm) | tc=t-CA (mm) | tPr = (t-CA)/R (mm) | ARC = 0.6 × √(R2×tc) (mm) | Knuckle Angle, θ = [Bellow] deg Knuckle Angle, α = 53.5163 [deg.] Knuckle Angle, β = 36.4837 [deg.] | R3 (mm) | T1 (N/mm) | σ1 = St=T1/tc (MPa) | T2 (N/mm) | σ2 = Sc=T2/tc (MPa) | Scs (MPa) | Stress Ratio Sc / Scs | Sc / Scs < 1.0 OK | factor N =St/Sts | Factor M (MPa) | Sca=M×Scs (MPa) | Stress Ratio Sc / Sca | Sc / Sca < 1.0 OK | ARC = 0.6 × √(R1×tc) (mm) | Theta(θ) (deg) | R3 (mm) | T1 (N/mm) | Sc=T2/tc (MPa) | Scs (MPa) | Stress Ratio Sc / Scs | Sc / Scs < 1.0 OK |
| 25 | 23.5 | 0.0097917 | 520.3 | 48.9052 | 25754 | 157.87 | 6.718 | -1378.35 | 58.653 | 88.71 | 0.661 | < 1.0 OK | 0.0358 | 0.9816 | 87.0780 | 0.6736 | < 1.0 OK | 142.5 | 29846 | 50.115 | 1909.3 | -81.25 | 88.71 | 0.916 | < 1.0 OK |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
12. Compression-Ring Calculation (Based on API 620 11th Edi. 5.12.4)
1) Sketch drawing
1) Sketch drawing
| 2) Compression Ring Design condition : | Material= | A516-60 | ||
| Radial Joint efficiency of compression-ring | E = | 1.0 | ||
| Max. allowable tensile strength, Sts = 124.106[MPa] ×145.0377 = 18000 psi | Sts = | 18000 | psi | |
| Total weight of roof plate and structure & accessory, W=351.123 [Ton] | W= | 3443.34 | kN | |
| Summation weight of roof | F = | 0 | kN | |
| Total weight (Wt = W + F) | Wt = | 3443.34 | kN | |
| 3) Equivalent pressure of roof total weight | ||||
| Cross sectional area of tank, At = π × Rc² | At = | 12566370 | cm2 | |
| Design Vapour pressure | Pg = | 15 | kPa | |
| Vertical unit pressure of roof weight, Pc = (W+F) / At | Pc = | 2.74012 | kPa | |
| Sum of total pressure, P = Pg - Pc | P = | 12.26 | kPa | |
| 4) Compression ring calculation | ||||
| Corrosion allowance (Shell side) | CA_sh = | 1.50 | mm | |
| Corrosion allowance (Roof side) | CA_rf = | 1.50 | mm | |
| Dome roof radius | R2 = | 32000 | mm | |
| Inside radius of tank shell | Rc = | 20000 | mm | |
| Compression ring thk. of top shell (Excl. CA) | tc = | 25.00 | mm | |
| Compression ring thk. of roof end (Excl. CA) | th = | 25.00 | mm | |
| Max. width of top shell, Wc = 0.6 × √(Rc × tc) | Wc = | 424.26 | mm | |
| Max. width of roof end, Wh = Min[32×th, 0.6×√(R2 × th)] | Wh = | 536.66 | mm | |
| Projection length of roof compression-ring edge part | L = | 100 | mm | |
| Where, Wh ≥ L ≤ 16th and Wh ≤ 32×th | 32×th = | 800 | mm | |
| 5) Effective sectional area of compression ring | ||||
| Aact = (Wh + L + tc) × th + Wc × tc | Aact = | 271.48 | cｍ² | |
| 6) Total circumferential force force in compression ring (API 620 Para. 5.12.4.3) | ||||
| Angle of Roof to shell(Refer to figure 5-6) α=51.3178 deg. Sin(α)=0.7806 | Cos(α) = | 0.625 | ||
| T1 = 0.5 × Rc / Cos(α) × (Pg － Pc) | T1 = | 196.16 | N/mm | |
| T2 = Rc / Cos(α) × Pg － T1 | T2 = | 283.84 | N/mm | |
| T2s = Pg × Rc | T2s = | 300 | N/mm | |
| Q[kN] = T2 × Wh ＋ T2s × Wc － T1 × Rc × Sin(α) | Q[kN] = | -2782.81 | kN | |
| Q = Q[kN] × 224.8089(kN to lb) = -625601 (lb) | Q = | -625601 | lb | |
| 7) Required cross sectional area of Compression ring | ||||
| Areq_in = Q / 15000 psi, When, Q is Negative Value (-) | Areq_in = | 41.71 | in² | |
| Areq = Areq_in × 2.54² | Areq = | 269.08 | cｍ² | |
| 8) Evaluation of Compression-ring sectional area | ||||
| Areq ( 269.08 cｍ²) < Aact ( 271.48 cｍ² ) Areq / Aact = 0.991 < 1.0 | Acceptable. OK | |||
| 9) Used thickness and used width dimension of Compression Ring | ||||
| Used thickness of top shell course | tc = | 26.50 | mm | |
| Used thickness of roof end part | th = | 26.50 | mm | |
| Actual width of top shell course | Wc_used = | 430 | mm | |
| Actual width of roof end part | Wh_used = | 550 | mm | |
| Atot_used : Total sectional area of used dimension | Atot_used = | 259.7 | cｍ² | |
| 10) Assumed Net Weight of Compression Ring | ||||
| Shell Compression Ring [t: 27 × W: 430 × L: 125.821 (m)] | Wt_shell = | 11,255 | kg | |
| Roof Compression Ring [t: 27 × W: 550 × L: 124.629 (m)] | Wt_roof = | 14,259 | kg | |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
3.5 Intermediate stiffener Calculation ( as per EN 14620-2 SEC. 5.2.1.1.2)
3.5.1) The maximum height of unstiffened side wall (Ls) (equ. 18. 10)
According to “Collapse by instability of thin cylindrical shell under external pressure”
by D. F. Windenburg and C. Trilling. Refer to Guide to STORAGE TANK & EQUIPMENT, Bob Long
The David Taylor model basin Formula is used to decide upon the pitching of the stiffeners on the tank shell.
This is taken from the work of Windenburg and Trilling (Reference 18.4), some of which is based on test work
carried out on behalf of the US Navy as far back as 1929.
3.5.2) The number of stiffeners required to stabilise the shell is given by : (equ. 18. 11)
3.5.3) Start - Summary of Inner Stiffer Rings
|
3.5.1) The maximum height of unstiffened side wall (Ls) (equ. 18. 10)
According to “Collapse by instability of thin cylindrical shell under external pressure”
by D. F. Windenburg and C. Trilling. Refer to Guide to STORAGE TANK & EQUIPMENT, Bob Long
The David Taylor model basin Formula is used to decide upon the pitching of the stiffeners on the tank shell.
This is taken from the work of Windenburg and Trilling (Reference 18.4), some of which is based on test work
carried out on behalf of the US Navy as far back as 1929.
|
Ns = (He / Ls) - 1 = (10563 / 2246) - 1 = 3.703, Ns = 4 EA
| |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
[RRR-START]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
11-2) Maximum unstiffened shell height for Wind Stiddener (H1, Hsafe)
H1 = 9.47 × t × √(t / D)3 × ( 1.72 / Pwd ) = 13.814 (mm)
Lmin = Min(H1, Hsafe) = Min( 13.814, 12.982) = 12.982 (mm)
11-3) The number of stiffeners required to stabilise the shell is given by : (equ. 18. 11)Nstiff = ( HTR / Lmin ) - 1 = ( 10563 / 12982 ) - 1 = 0.814, Nstiff = 0 EA
| 1. | V (3 sec. gust) = | 30.0 | m/sec | 108.0 | km/hr |
| 1. | Pwv(1) = 0.613·Kz·Kzt·Kd·V²·I·Gf / 1000 | 0.574 | kPa | 0.574 | kPa |
| 1. | Pwv(2) = 1.48 × ( V / 190)² | 0.478 | kPa | 0.478 | kPa |
| 1. | Pwd = Pwv + 0.24 | 0.718 | kPa | 0.718 | kPa |
| 2. | Pe = | 0.490 | kPa | 0.49 | kPa |
| 3. | Ps = | 0.490 | kPa | 0.49 | |
| 4. | ψ = | 1.253 | m/sec | 1.253 | |
| 6. | Em = | 199,000 | MPa | 199,000 | MPa |
| 7. | Fy = | 250 | MPa | 250 | MPa |
| 8. | checkVal = | 0.033 | 0.033 | ||
| 10. | HTS = | 10563 | mm | 10563 | mm |
| 11. | Dm = | 40 | m | 40000 | mm |
| 12. | tsmin = | 7.500 | mm | 7.500 | mm |
| 13. | Hsafe1 = | 12.982 | m | 12.982 | m |
| 14. | Hsafe2 = | 5.422 | m | 5.422 | m |
| 15. | Hsafe = Max( Hsafe1, Hsafe2) | 12.982 | m | 12.982 | m |
| 16. | Lmin = Min(H1, Hsafe) = | 12.982 | m | 12.982 | m |
| 16. | Ns = | 0 | EA | ||
| 17. | Stiffener Pitch, sPitch = HTS / Ns | 10563 | mm |
| Stiff, No. | Shell Course No. | t-CA (mm) | ▼ Location Actual (mm) | ▽ Location Transforged (mm) | HTs < Ls (mm) | Stiff Pitch L1(mm) | Stiff Pitch L2 (mm) | Average Pitch La=(L1+L2)/2 (mm) | Stiffener Ring Size | Ireq < Iact OK (cm4) | Areq < Aact OK (cm2) | Stiffener Ring Weight (Ton) | ||
| Stiffener Ring Net Weight (Ton) | 0.000 | |||||||||||||
La : Actual height of the tank associated with the particular stiffener
(Acutal distance of stiffener & stiffener or stiffener & top shell)
Tav : Average thickness of inner shell plate with corrosion, Tav =17.606 mm
Fa : Allowable Compressive Stress, 15,000 psi, Fa = 103.421 MPa
Nwave : Calculate the number of buckling waves,
| Nwave = |
| = 38.539 < 100, N = Min( √Nwave, 10 ) = 6 |
[RRR-END]
[RPT_RESULT[10] = BUCKLING_CALC() [
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
at[at[0].tid].in_OR_out=[1]
| No, | Load Combination for Buckling Stress Check | ||
| 1 | DL + Pg + PL | DL = Dead Load = Shell and Roof Weight | Design Pressure (100%) + Full Liquid(DLL) |
| 2 | DL + Po | DL + Operating Pressure, Po = (0.005 MPa) | Operating + Operating Pressure |
| 3 | DL | Shutdown ( Construction ) | Shutdown ( 0 × Pg + Empty(=zero DLL) |
| 4 | DL + Pg | DL + Design Pressure, Pg = (0.015 MPa) | Shutdown + 100% Design Pressure (1.0×Pg+DL+Empty) |
| 5 | DL + HT | DL + Hydrostatic-Test(F/W + 1.25×Pg) | Hydrostatic(F/W=HTL) + Pneumatic Pressure (1.25×Pg) |
| 6 | DL + PT | DL + Pneumatic Test(=1.5×Pg+Empty) | Pneumatic Test Pressure (1.5×Pg+DL+Empty) |
| 7 | DL + W | DL + Wind Force (Tank Up-lift) | Wind Pressure(Up Lift Force Auto Calc.) |
| 8 | DL+Pg+Lr+0.1×S | DL + Lr(=20 psf) + S(=1000 kg/m²) | Design Pressure (100%) + Lr(20psf) + 10% Snow Load |
| 9 | DL + Pe | DL + Pe( External Pressure = -50 mmWTR) | Vacuum Pressure (-50 mmWTR) |
[Check Condition : CASE 1 / 9], Design Pressure (100%) + Full Liquid(DLL) Pg= 15.0 (kPa), DLL = 0 (m), SG = 0.0, Wr = 351.123(Ton)
| Design Condition DLL= 29520 (mm), Tank No. : 한화 AMMONIA API 620 OUTER TANK | Tank D= 40000, R= 20000 (mm) Wroof = [351.123] Ton] | Total Roof Load : Wsum = [ 351.123 ] Ton Wroof = [351.123] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [351.123] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (＋인장) Stress Ratio SR = St / Sts SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 351.123 | Ton | Wsum = | 351.123 | Ton | ||||||||||||||||||||
| 10 | A283-C | 800 | 15.0 | 300.000 | 120.627 | 4.363 | < | 32.00 (＋24.06) | 25.270 | 30.5 | 0.001525 | 376.393 | 3832743 | ＋3.955 (인장) | ＋9.836 (인장) | 104.8 | St[10] : 9.836 / 104.800(Sts) = | 0.094 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [8.573] MPa < σeq_allow | Sca_620=M·Scs= 0.950×18.926= 17.975 (MPa) | σx,Rcr = 18.452 (MPa) | |||||
| 9 | A537-CL1 | 2400 | 15.0 | 300.000 | 118.964 | 3.572 | < | 9.00 (＋1.06) | 21.310 | 7.5 | 0.000375 | 397.703 | 942478 | ＋15.862 (인장) | ＋40.000 (인장) | 144.79 | St[9] : 40.000 / 144.790(Sts) = | 0.276 < 1.0 OK | σeq = [34.887] MPa < σeq_allow | Sca_620=M·Scs= 0.833×4.654= 3.876 (MPa) | σx,Rcr = 4.538 (MPa) | ||||||
| 8 | A537-CL1 | 3700 | 15.0 | 300.000 | 116.399 | 3.572 | < | 9.00 (＋1.06) | 32.860 | 7.5 | 0.000375 | 430.563 | 942478 | ＋15.520 (인장) | ＋40.000 (인장) | 144.79 | St[8] : 40.000 / 144.790(Sts) = | 0.276 < 1.0 OK | σeq = [34.93] MPa < σeq_allow | Sca_620=M·Scs= 0.833×4.654= 3.876 (MPa) | σx,Rcr = 4.538 (MPa) | ||||||
| 7 | A537-CL1 | 3700 | 15.0 | 300.000 | 113.265 | 3.572 | < | 11.00 (＋3.06) | 40.160 | 9.5 | 0.000475 | 470.723 | 1193805 | ＋11.923 (인장) | ＋31.579 (인장) | 144.79 | St[7] : 31.579 / 144.790(Sts) = | 0.218 < 1.0 OK | σeq = [27.62] MPa < σeq_allow | Sca_620=M·Scs= 0.873×5.895= 5.146 (MPa) | σx,Rcr = 5.748 (MPa) | ||||||
| 6 | A537-CL1 | 3700 | 15.0 | 300.000 | 109.277 | 3.572 | < | 14.00 (＋6.06) | 51.110 | 12.5 | 0.000625 | 521.833 | 1570796 | ＋8.742 (인장) | ＋24.000 (인장) | 144.79 | St[6] : 24.000 / 144.790(Sts) = | 0.166 < 1.0 OK | σeq = [21.038] MPa < σeq_allow | Sca_620=M·Scs= 0.907×7.757= 7.033 (MPa) | σx,Rcr = 7.562 (MPa) | ||||||
| 5 | A537-CL1 | 3700 | 15.0 | 300.000 | 104.147 | 3.572 | < | 18.00 (＋10.06) | 65.730 | 16.5 | 0.000825 | 587.563 | 2073451 | ＋6.312 (인장) | ＋18.182 (인장) | 144.79 | St[5] : 18.182 / 144.790(Sts) = | 0.126 < 1.0 OK | σeq = [15.989] MPa < σeq_allow | Sca_620=M·Scs= 0.931×10.239= 9.535 (MPa) | σx,Rcr = 9.982 (MPa) | ||||||
| 4 | A537-CL1 | 3700 | 15.0 | 300.000 | 98.163 | 3.572 | < | 21.00 (＋13.06) | 76.680 | 19.5 | 0.000975 | 664.243 | 2450442 | ＋5.034 (인장) | ＋15.385 (인장) | 144.79 | St[4] : 15.385 / 144.790(Sts) = | 0.106 < 1.0 OK | σeq = [13.586] MPa < σeq_allow | Sca_620=M·Scs= 0.943×12.100= 11.406 (MPa) | σx,Rcr = 11.798 (MPa) | ||||||
| 3 | A537-CL1 | 3700 | 15.0 | 300.000 | 91.180 | 3.572 | < | 24.50 (＋16.56) | 89.480 | 23.0 | 0.001150 | 753.723 | 2890265 | ＋3.964 (인장) | ＋13.043 (인장) | 144.79 | St[3] : 13.043 / 144.790(Sts) = | 0.090 < 1.0 OK | σeq = [11.582] MPa < σeq_allow | Sca_620=M·Scs= 0.952×14.272= 13.586 (MPa) | σx,Rcr = 13.915 (MPa) | ||||||
| 2 | A537-CL1 | 3700 | 15.0 | 300.000 | 83.199 | 3.572 | < | 28.00 (＋20.06) | 102.270 | 26.5 | 0.001325 | 855.993 | 3330088 | ＋3.140 (인장) | ＋11.321 (인장) | 144.79 | St[2] : 11.321 / 144.790(Sts) = | 0.078 < 1.0 OK | σeq = [10.123] MPa < σeq_allow | Sca_620=M·Scs= 0.959×16.444= 15.763 (MPa) | σx,Rcr = 16.032 (MPa) | ||||||
| 1 | A537-CL1 | 3700 | 15.0 | 300.000 | 74.363 | 3.572 | < | 31.00 (＋23.06) | 113.230 | 29.5 | 0.001475 | 969.223 | 3707079 | ＋2.521 (인장) | ＋10.169 (인장) | 144.79 | St[1] : 10.169 / 144.790(Sts) = | 0.070 < 1.0 OK | σeq = [9.173] MPa < σeq_allow | Sca_620=M·Scs= 0.963×18.306= 17.629 (MPa) | σx,Rcr = 17.848 (MPa) | ||||||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 2 / 9], Operating + Operating Pressure Pg= 0.075 (kPa), DLL = 0 (m), SG = 0.0, Wr = 351.123(Ton)
| Design Condition DLL= 29520 (mm), Tank No. : 한화 AMMONIA API 620 OUTER TANK | Tank D= 40000, R= 20000 (mm) Wroof = [351.123] Ton] | Total Roof Load : Wsum = [ 351.123 ] Ton Wroof = [351.123] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [351.123] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (－압축) Stress Ratio SR = Sc / Sca SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 351.123 | Ton | Wsum = | 351.123 | Ton | ||||||||||||||||||||
| 10 | A283-C | 800 | 0.075 | 1.500 | -28.623 | 1.514 | < | 32.00 (＋24.06) | 25.270 | 30.5 | 0.001525 | 376.393 | 3832743 | －0.938 (압축) | ＋0.049 (인장) | 104.8 | 0.0005 | 0.9998 | 18.926 | 18.922 | 0.050 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [0.964] MPa < σeq_allow | Sca_620=M·Scs= 1.000×18.926= 18.922 (MPa) | σx,Rcr = 18.452 (MPa) | ||
| 9 | A537-CL1 | 2400 | 0.075 | 1.500 | -30.286 | 1.510 | < | 9.00 (＋1.06) | 21.310 | 7.5 | 0.000375 | 397.703 | 942478 | －4.038 (압축) | ＋0.200 (인장) | 144.79 | 0.0014 | 0.9993 | 4.654 | 4.651 | 0.868 < 1.0 OK | σeq = [4.142] MPa < σeq_allow | Sca_620=M·Scs= 0.999×4.654= 4.651 (MPa) | σx,Rcr = 4.538 (MPa) | |||
| 8 | A537-CL1 | 3700 | 0.075 | 1.500 | -32.851 | 1.510 | < | 9.00 (＋1.06) | 32.860 | 7.5 | 0.000375 | 430.563 | 942478 | －4.380 (압축) | ＋0.200 (인장) | 144.79 | 0.0014 | 0.9993 | 4.654 | 4.651 | 0.942 < 1.0 OK | σeq = [4.483] MPa < σeq_allow | Sca_620=M·Scs= 0.999×4.654= 4.651 (MPa) | σx,Rcr = 4.538 (MPa) | |||
| 7 | A537-CL1 | 3700 | 0.075 | 1.500 | -35.985 | 1.510 | < | 11.00 (＋3.06) | 40.160 | 9.5 | 0.000475 | 470.723 | 1193805 | －3.788 (압축) | ＋0.158 (인장) | 144.79 | 0.0011 | 0.9995 | 5.895 | 5.892 | 0.643 < 1.0 OK | σeq = [3.869] MPa < σeq_allow | Sca_620=M·Scs= 0.999×5.895= 5.892 (MPa) | σx,Rcr = 5.748 (MPa) | |||
| 6 | A537-CL1 | 3700 | 0.075 | 1.500 | -39.973 | 1.510 | < | 14.00 (＋6.06) | 51.110 | 12.5 | 0.000625 | 521.833 | 1570796 | －3.198 (압축) | ＋0.120 (인장) | 144.79 | 0.0008 | 0.9996 | 7.757 | 7.753 | 0.412 < 1.0 OK | σeq = [3.26] MPa < σeq_allow | Sca_620=M·Scs= 1.000×7.757= 7.753 (MPa) | σx,Rcr = 7.562 (MPa) | |||
| 5 | A537-CL1 | 3700 | 0.075 | 1.500 | -45.103 | 1.510 | < | 18.00 (＋10.06) | 65.730 | 16.5 | 0.000825 | 587.563 | 2073451 | －2.733 (압축) | ＋0.091 (인장) | 144.79 | 0.0006 | 0.9997 | 10.239 | 10.235 | 0.267 < 1.0 OK | σeq = [2.78] MPa < σeq_allow | Sca_620=M·Scs= 1.000×10.239= 10.235 (MPa) | σx,Rcr = 9.982 (MPa) | |||
| 4 | A537-CL1 | 3700 | 0.075 | 1.500 | -51.087 | 1.510 | < | 21.00 (＋13.06) | 76.680 | 19.5 | 0.000975 | 664.243 | 2450442 | －2.620 (압축) | ＋0.077 (인장) | 144.79 | 0.0005 | 0.9997 | 12.100 | 12.097 | 0.217 < 1.0 OK | σeq = [2.659] MPa < σeq_allow | Sca_620=M·Scs= 1.000×12.100= 12.097 (MPa) | σx,Rcr = 11.798 (MPa) | |||
| 3 | A537-CL1 | 3700 | 0.075 | 1.500 | -58.070 | 1.510 | < | 24.50 (＋16.56) | 89.480 | 23.0 | 0.001150 | 753.723 | 2890265 | －2.525 (압축) | ＋0.065 (인장) | 144.79 | 0.0005 | 0.9998 | 14.272 | 14.269 | 0.177 < 1.0 OK | σeq = [2.558] MPa < σeq_allow | Sca_620=M·Scs= 1.000×14.272= 14.269 (MPa) | σx,Rcr = 13.915 (MPa) | |||
| 2 | A537-CL1 | 3700 | 0.075 | 1.500 | -66.051 | 1.510 | < | 28.00 (＋20.06) | 102.270 | 26.5 | 0.001325 | 855.993 | 3330088 | －2.492 (압축) | ＋0.057 (인장) | 144.79 | 0.0004 | 0.9998 | 16.444 | 16.441 | 0.152 < 1.0 OK | σeq = [2.521] MPa < σeq_allow | Sca_620=M·Scs= 1.000×16.444= 16.441 (MPa) | σx,Rcr = 16.032 (MPa) | |||
| 1 | A537-CL1 | 3700 | 0.075 | 1.500 | -74.887 | 1.510 | < | 31.00 (＋23.06) | 113.230 | 29.5 | 0.001475 | 969.223 | 3707079 | －2.539 (압축) | ＋0.051 (인장) | 144.79 | 0.0004 | 0.9998 | 18.306 | 18.302 | 0.139 < 1.0 OK | σeq = [2.564] MPa < σeq_allow | Sca_620=M·Scs= 1.000×18.306= 18.302 (MPa) | σx,Rcr = 17.848 (MPa) | |||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 8 / 9], Design Pressure (100%) + Lr(20psf) + 10% Snow Load Pg= 15.0 (kPa), DLL = 0 (m), SG = 0.0, Lr = 102(kg/m²)×A(m²)= 125.66(Ton), Wr = 476.783(Ton)
| Design Condition DLL= 29520 (mm), Tank No. : 한화 AMMONIA API 620 OUTER TANK | Tank D= 40000, R= 20000 (mm) Wroof = [476.783] Ton] | Total Roof Load : Wsum = [ 476.783 ] Ton Wroof = [476.783] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [476.783] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (＋인장) Stress Ratio SR = St / Sts SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 476.783 | Ton | Wsum = | 476.783 | Ton | ||||||||||||||||||||
| 10 | A283-C | 800 | 15.0 | 300.000 | 110.820 | 4.363 | < | 32.00 (＋24.06) | 25.270 | 30.5 | 0.001525 | 502.053 | 3832743 | ＋3.633 (인장) | ＋9.836 (인장) | 104.8 | St[10] : 9.836 / 104.800(Sts) = | 0.094 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [8.615] MPa < σeq_allow | Sca_620=M·Scs= 0.950×18.926= 17.975 (MPa) | σx,Rcr = 18.452 (MPa) | |||||
| 9 | A537-CL1 | 2400 | 15.0 | 300.000 | 109.157 | 3.572 | < | 9.00 (＋1.06) | 21.310 | 7.5 | 0.000375 | 523.363 | 942478 | ＋14.554 (인장) | ＋40.000 (인장) | 144.79 | St[9] : 40.000 / 144.790(Sts) = | 0.276 < 1.0 OK | σeq = [35.066] MPa < σeq_allow | Sca_620=M·Scs= 0.833×4.654= 3.876 (MPa) | σx,Rcr = 4.538 (MPa) | ||||||
| 8 | A537-CL1 | 3700 | 15.0 | 300.000 | 106.593 | 3.572 | < | 9.00 (＋1.06) | 32.860 | 7.5 | 0.000375 | 556.223 | 942478 | ＋14.212 (인장) | ＋40.000 (인장) | 144.79 | St[8] : 40.000 / 144.790(Sts) = | 0.276 < 1.0 OK | σeq = [35.121] MPa < σeq_allow | Sca_620=M·Scs= 0.833×4.654= 3.876 (MPa) | σx,Rcr = 4.538 (MPa) | ||||||
| 7 | A537-CL1 | 3700 | 15.0 | 300.000 | 103.459 | 3.572 | < | 11.00 (＋3.06) | 40.160 | 9.5 | 0.000475 | 596.383 | 1193805 | ＋10.890 (인장) | ＋31.579 (인장) | 144.79 | St[7] : 31.579 / 144.790(Sts) = | 0.218 < 1.0 OK | σeq = [27.784] MPa < σeq_allow | Sca_620=M·Scs= 0.873×5.895= 5.146 (MPa) | σx,Rcr = 5.748 (MPa) | ||||||
| 6 | A537-CL1 | 3700 | 15.0 | 300.000 | 99.470 | 3.572 | < | 14.00 (＋6.06) | 51.110 | 12.5 | 0.000625 | 647.493 | 1570796 | ＋7.958 (인장) | ＋24.000 (인장) | 144.79 | St[6] : 24.000 / 144.790(Sts) = | 0.166 < 1.0 OK | σeq = [21.174] MPa < σeq_allow | Sca_620=M·Scs= 0.907×7.757= 7.033 (MPa) | σx,Rcr = 7.562 (MPa) | ||||||
| 5 | A537-CL1 | 3700 | 15.0 | 300.000 | 94.341 | 3.572 | < | 18.00 (＋10.06) | 65.730 | 16.5 | 0.000825 | 713.223 | 2073451 | ＋5.718 (인장) | ＋18.182 (인장) | 144.79 | St[5] : 18.182 / 144.790(Sts) = | 0.126 < 1.0 OK | σeq = [16.103] MPa < σeq_allow | Sca_620=M·Scs= 0.931×10.239= 9.535 (MPa) | σx,Rcr = 9.982 (MPa) | ||||||
| 4 | A537-CL1 | 3700 | 15.0 | 300.000 | 88.357 | 3.572 | < | 21.00 (＋13.06) | 76.680 | 19.5 | 0.000975 | 789.903 | 2450442 | ＋4.531 (인장) | ＋15.385 (인장) | 144.79 | St[4] : 15.385 / 144.790(Sts) = | 0.106 < 1.0 OK | σeq = [13.693] MPa < σeq_allow | Sca_620=M·Scs= 0.943×12.100= 11.406 (MPa) | σx,Rcr = 11.798 (MPa) | ||||||
| 3 | A537-CL1 | 3700 | 15.0 | 300.000 | 81.374 | 3.572 | < | 24.50 (＋16.56) | 89.480 | 23.0 | 0.001150 | 879.383 | 2890265 | ＋3.538 (인장) | ＋13.043 (인장) | 144.79 | St[3] : 13.043 / 144.790(Sts) = | 0.090 < 1.0 OK | σeq = [11.683] MPa < σeq_allow | Sca_620=M·Scs= 0.952×14.272= 13.586 (MPa) | σx,Rcr = 13.915 (MPa) | ||||||
| 2 | A537-CL1 | 3700 | 15.0 | 300.000 | 73.393 | 3.572 | < | 28.00 (＋20.06) | 102.270 | 26.5 | 0.001325 | 981.653 | 3330088 | ＋2.770 (인장) | ＋11.321 (인장) | 144.79 | St[2] : 11.321 / 144.790(Sts) = | 0.078 < 1.0 OK | σeq = [10.221] MPa < σeq_allow | Sca_620=M·Scs= 0.959×16.444= 15.763 (MPa) | σx,Rcr = 16.032 (MPa) | ||||||
| 1 | A537-CL1 | 3700 | 15.0 | 300.000 | 64.557 | 3.572 | < | 31.00 (＋23.06) | 113.230 | 29.5 | 0.001475 | 1094.883 | 3707079 | ＋2.188 (인장) | ＋10.169 (인장) | 144.79 | St[1] : 10.169 / 144.790(Sts) = | 0.070 < 1.0 OK | σeq = [9.271] MPa < σeq_allow | Sca_620=M·Scs= 0.963×18.306= 17.629 (MPa) | σx,Rcr = 17.848 (MPa) | ||||||
| Max. Allowable Compressive Stress : Sca = M × Sts | HELP ; [MATWEB]][CS-2] | [REMARK] | |||||||||||||||||||||||||
| 평가 : | GOOD! | [REMARK] | |||||||||||||||||||||||||
[Check Condition : CASE 9 / 9], Vacuum Pressure (-50 mmWTR) Pe= -0.5 (kPa), DLL = 0 (m), SG = 0.0, Lr = 102(kg/m²)×A(m²)= 125.66(Ton), Wr = 476.783(Ton)
| Design Condition DLL= 29520 (mm), Tank No. : 한화 AMMONIA API 620 OUTER TANK | Tank D= 40000, R= 20000 (mm) Wroof = [476.783] Ton] | Total Roof Load : Wsum = [ 476.783 ] Ton Wroof = [476.783] Ton (LL + Vacuum + SnowLoad = 1.5 kPa) × At = [476.783] Ton | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | API 620 / ASME FB / 1993-1-6 의 비교 | |||||||||||||||||||||||
| Shell No. [n] | Material | W[i] (mm) | Hd (m) | PL= ρ×G×Hd (kPa) | P =Pg+PL (kPa) | T2 =P×R (N/mm) | T1=R/2× (P-W/A) (N/mm) | td =T2/Sts (mm) | <,> | Used Thk. tu (mm) | Weight (Ton) | t =tu-CA (mm) | t / R (mm) | 누적중량 Stacked Weight W (Ton) | Shell 단면적 Sectional Area A (mm²) | Sc=T1/tc 수직응력 (-압축, +인장) (MPa) | St=T2/tc 원주막응력 (+인장) (MPa) | Sts (MPa) | Factor N =St/Sts | Factor M Fig.F-1 | Scs (MPa) | Sca (5.5.4.3) See Note. (MPa) | (－압축) Stress Ratio SR = Sc / Sca SR < 1.0 OK | HELP ; [MATWBB] 참고 PICTURE and ASME [CS-2] | 1) API 620 Allowble Compress Stress (Sca, MPa) 2) ASME FB = 0.0625 × Em × t/R 3) EN 1993-1-6, σx,Rcr = 0.0605 × Em × Cx × t/R 의 비교 |
||
| Top | Wr : Roof Total 중량이 Tank Top Shell 에 작용하는 하중임 | Wr = | 476.783 | Ton | Wsum = | 476.783 | Ton | ||||||||||||||||||||
| 10 | A283-C | 800 | -0.5 | -10.000 | -44.180 | 32.00 (＋24.06) | 25.270 | 30.5 | 0.001525 | 502.053 | 3832743 | －1.449 (압축) | －0.328 (압축) | 104.8 | 0.0000 | 1.0000 | 18.926 | 10.514 | 0.138 < 1.0 OK | σeq : Equivalent Principal Planes Stress (MPa)[wiki] | σeq = [1.316] MPa < σeq_allow | Sca_620=M·Scs= 1.000×18.926= 10.514 (MPa) | σx,Rcr = 18.452 (MPa) | ||||
| 9 | A537-CL1 | 2400 | -0.5 | -10.000 | -45.843 | 9.00 (＋1.06) | 21.310 | 7.5 | 0.000375 | 523.363 | 942478 | －6.112 (압축) | －1.333 (압축) | 144.79 | 0.0000 | 1.0000 | 4.654 | 2.586 | 2.364 > 1.0 NG | σeq = [5.567] MPa < σeq_allow | Sca_620=M·Scs= 1.000×4.654= 2.586 (MPa) | σx,Rcr = 4.538 (MPa) | |||||
| 8 | A537-CL1 | 3700 | -0.5 | -10.000 | -48.407 | 9.00 (＋1.06) | 32.860 | 7.5 | 0.000375 | 556.223 | 942478 | －6.454 (압축) | －1.333 (압축) | 144.79 | 0.0000 | 1.0000 | 4.654 | 2.586 | 2.496 > 1.0 NG | σeq = [5.902] MPa < σeq_allow | Sca_620=M·Scs= 1.000×4.654= 2.586 (MPa) | σx,Rcr = 4.538 (MPa) | |||||
| 7 | A537-CL1 | 3700 | -0.5 | -10.000 | -51.541 | 11.00 (＋3.06) | 40.160 | 9.5 | 0.000475 | 596.383 | 1193805 | －5.425 (압축) | －1.053 (압축) | 144.79 | 0.0000 | 1.0000 | 5.895 | 3.275 | 1.657 > 1.0 NG | σeq = [4.983] MPa < σeq_allow | Sca_620=M·Scs= 1.000×5.895= 3.275 (MPa) | σx,Rcr = 5.748 (MPa) | |||||
| 6 | A537-CL1 | 3700 | -0.5 | -10.000 | -55.530 | 14.00 (＋6.06) | 51.110 | 12.5 | 0.000625 | 647.493 | 1570796 | －4.442 (압축) | －0.800 (압축) | 144.79 | 0.0000 | 1.0000 | 7.757 | 4.309 | 1.031 > 1.0 NG | σeq = [4.101] MPa < σeq_allow | Sca_620=M·Scs= 1.000×7.757= 4.309 (MPa) | σx,Rcr = 7.562 (MPa) | |||||
| 5 | A537-CL1 | 3700 | -0.5 | -10.000 | -60.659 | 18.00 (＋10.06) | 65.730 | 16.5 | 0.000825 | 713.223 | 2073451 | －3.676 (압축) | －0.606 (압축) | 144.79 | 0.0000 | 1.0000 | 10.239 | 5.688 | 0.646 < 1.0 OK | σeq = [3.414] MPa < σeq_allow | Sca_620=M·Scs= 1.000×10.239= 5.688 (MPa) | σx,Rcr = 9.982 (MPa) | |||||
| 4 | A537-CL1 | 3700 | -0.5 | -10.000 | -66.643 | 21.00 (＋13.06) | 76.680 | 19.5 | 0.000975 | 789.903 | 2450442 | －3.418 (압축) | －0.513 (압축) | 144.79 | 0.0000 | 1.0000 | 12.100 | 6.722 | 0.508 < 1.0 OK | σeq = [3.192] MPa < σeq_allow | Sca_620=M·Scs= 1.000×12.100= 6.722 (MPa) | σx,Rcr = 11.798 (MPa) | |||||
| 3 | A537-CL1 | 3700 | -0.5 | -10.000 | -73.626 | 24.50 (＋16.56) | 89.480 | 23.0 | 0.001150 | 879.383 | 2890265 | －3.201 (압축) | －0.435 (압축) | 144.79 | 0.0000 | 1.0000 | 14.272 | 7.929 | 0.404 < 1.0 OK | σeq = [3.007] MPa < σeq_allow | Sca_620=M·Scs= 1.000×14.272= 7.929 (MPa) | σx,Rcr = 13.915 (MPa) | |||||
| 2 | A537-CL1 | 3700 | -0.5 | -10.000 | -81.607 | 28.00 (＋20.06) | 102.270 | 26.5 | 0.001325 | 981.653 | 3330088 | －3.080 (압축) | －0.377 (압축) | 144.79 | 0.0000 | 1.0000 | 16.444 | 9.136 | 0.337 < 1.0 OK | σeq = [2.909] MPa < σeq_allow | Sca_620=M·Scs= 1.000×16.444= 9.136 (MPa) | σx,Rcr = 16.032 (MPa) | |||||
| 1 | A537-CL1 | 3700 | -0.5 | -10.000 | -90.443 | 31.00 (＋23.06) | 113.230 | 29.5 | 0.001475 | 1094.883 | 3707079 | －3.066 (압축) | －0.339 (압축) | 144.79 | 0.0000 | 1.0000 | 18.306 | 10.170 | 0.301 < 1.0 OK | σeq = [2.911] MPa < σeq_allow | Sca_620=M·Scs= 1.000×18.306= 10.170 (MPa) | σx,Rcr = 17.848 (MPa) | |||||
| Max. Allowable Compressive Stress(Sca) : | Sca(5.5.4.3 식 적용), T1 < 0 and T2 < 0 일 경우 Sca = 1,000,000 × tc/R × 0.006894757 (MPa) When, 0.00667 < tc/R Sca = 5,650 + 154,200 × tc/R × 0.006894757 (MPa) When, 0.0175 < tc/R Sca = 8,340 × 0.006894757 (MPa) | HELP ; [MATWEB]][CS-2] | [REMARK] | ||||||||||||||||||||||||
| 평가 : (텡크 Shell 압축에 의한 허용압축강도 초과 Sca] Stell 좌굴발생 위험) Nos : | #6 #7 #8 #9 | [REMARK] | |||||||||||||||||||||||||
[END OF RPT_RESULT[10] = BUCKLING_CALC() [
AAA k = 0 = API 650 = k = 0, dCode = 1, AAA D = 40.0 (mm), Hd[0] = 29520.0 (mm) Hd[1] = 29520.0 (mm) Ht[0] = 0.0 mm
seisResult[1] =
[
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
<canvas name=canvasSpect id=seisDesignSpect_5> <img name=imgvasSpect id=imgsDesignSpect_5>
 |
 |  |
 |  |
기상청 Magnitude 환산 Formula M = 2.0 × [Log10(Sa×980) + 1]
MMI : 수정머칼리 진도척도(Modified Mercalli Intensity(MMI) Scale) [ I ~ XII 까지 12단계 ]
MMI = 3.0 × [Log10(Sa×980) + 0.5]
[지반가속도 와 규모의 관계그래프.xlsx]
출처 : 나무위키 지진
1.[기상청] 지진표준교재
2.[기상청] 중고등교재
3.[기상청] 초등교재
END - [스펙트럼 그래프 그리기]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| 1) | 지진계수 Seismic Data ( KGS GC203 2018년 + KDS 41 17 00) | ||||
| KGS GC 203 내진설계 성능수준 | 기능수행 | 붕괴방지 | Unit | ||
| 중요도 등급 : GC203 표2.2.1.2.2 | 특 | 특 | |||
| 내진 등급 : GC203 표2.2.3.1 내진등급 분류 | 내진 특 | 내진 특 | |||
| - 재현주기 : GC203 표2.4 가스시설 내진성능목표 | RYEAR = | 200 | 2400 | 년 | |
| - 위험도계수 ( I ) : GC203 표2.5.3.2 위험도 계수 | I = | 0.73 | 2 | ||
| 지역 계수 ( Z ) : GC203 표2.5.3.1 지진구역계수(Z) | Z = | 0.201 | 0.11 | g | |
| 유효수평 지반가속도 S = Z × I | S = | 0.1467 | 0.2200 | g | |
| 지반의 분류 : 표.2.5.5 지반의 분류 ( Ground Type ) | SOIL = | S5 | S5 | ||
| 단주기 증폭계수 : 지반증폭 계수 (GC203 표 2.5.6.1.2) | Fa = | 1.5665 | 1.3 | ||
| 장주기 증폭계수 : 지반증폭 계수 (GC203 표 2.5.6.1.2) | Fv = | 2.8599 | 2.64 | ||
| 유효 지반가속도 : EGA = Fa × S | EGA = | 0.2298 | 0.286 | g | |
| 2) | 표준설계응답스펙트럼 설계수평 지반가속도 계산 | ||||
| 단주기 설계 스펙트럼 가속도, SDS = 2.5 · Fa · S | SDS = | 0.5745 | 0.7150 | g | |
| 1 sec. 설계 스펙트럼 가속도, SD1 = Fv · S | SD1 = | 0.4195 | 0.5808 | g | |
| 전이주기의 계산 : To = 0.2 · Ts | To = | 0.1460 | 0.1625 | sec | |
| 전이주기의 계산 : Ts = Fv / (2.5 · Fa) | Ts = | 0.7302 | 0.8123 | sec | |
| 장 주기, GC203 표 2.5.6.1.1(1) | TL = | 3 | 3 | sec |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
DEBUG START 625 at[tid].seisResu[0] = [at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.22, S1 = 0.22, Fa = 1.3, Fv = 2.64
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.3575x(174,765,618x11.07 + 6,061,490x13.082 + 3,443,340x31.75 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(76,750,606x19.983)]2)
Mrw = 759,071,832 [N-m] = 759,072 [KN-m] = 77,404 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.3575x(174,765,618x17.293 + 6,061,490x13.082 + 3,443,340x31.75 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(76,750,606x19.983)]2)
Ms = 1,147,876,835 [N-m] = 1,147,877 [KN-m] = 117,051 [Ton-m]
Wp = 248,466,359 [N] = 248,466 [KN] = 25,337 [Ton]
Wi = 174,765,618 [N] = 174,766 [KN] = 17,821 [Ton], Xi = 11.07 [m], Wi/Wp = 70.34[%]
Wc = 76,750,606 [N] = 76,751 [KN] = 7,826 [Ton], Xc = 19.983 [m], Wc/Wp = 30.89[%]
Ws = 6,061,490 [N] = 6,061 [KN] = 618.100 [Ton], Xs = 13.082 [m]
Wr = 3,443,340 [N] = 3,443 [KN] = 351.123 [Ton], Xr = 31.75 [m]
Wf = 878,872 [N] = 879 [KN] = 89.620 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 66,190,882 [N] = 66,191 [KN] = 6,750 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 66,190,882 [N] = 66,191 [KN] = 6,750 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 1
Ai=0.3575[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.5808 × ( 3.0 / 6.6089²) × ( 1.0 / 1.0) = 0.0 [g]
Av= 0.336 [g]
] END OF DEBUG 625
6.2.4. 내진설계 ( KGS GS203 + API 620 Annex L )
|
API 620 L.4.3.3 (OLE) Adjustment Factors, ( Factor I , R )
Unless specifically permitted by the regulations, the OLE design forces shall not be adjusted by
an importance factor, I, or force reduction factor, R,
Nor shall the forces be reduced by the 0,7 multiplier (1/1.4) commonly applied
to convert (CLE) Contingency Level Events to ASD methods.
해석 : API 620 L.4.3.3 (OLE) 조정계수, ( OLE I, R 에 대한 특별규정 )
규정에서 특별히 허용하지 않는 한, OLE 설계력은 중요도 계수 I 또는 힘 감소 계수 R에 의해 조정되지 않아야 합니다.
또한 (CLE) 비상 수준 이벤트를 ASD 방법으로 변환하는 데 일반적으로 적용되는 0.7 승수(1/1.4)로 힘을 줄여서는 안 됩니다.
API 620 L.4.4.2 (CLE) Definition Based on ASCE 7 Method (API 650, Annex E)
To utilize API 650, Section E.4 to define the CLE ground motion,
the following modifications shall be made based on the provisions in this annex:
1) Scaling factor, Q = 1.0 , is not applicable and may be set equal to a value of 1.0;
2) Importance factor, I = 1.0
]
SlidingCheck =
[
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4.7 Sliding Resistance
According to API 650 E. 7.6, Total design base shear (horizontal force) V , should be equal
to or smaller than the value Vs obtained as follows;
Vs = μ × (Ws + Wr + Wf + Wp + Wns + Wnr ) × (1.0 - 0.4 × Av)
Where,
Vs = Allowable base shear [N]
μ = Maximum friction coefficient for tank sliding
= tan(30°) / 1.5 = 0.3849 for OBE (According to API620 L4.2.10)
= tan(30°) / 1.0 = 0.5773 for SSE (According to API620 L4.3.3)
Ws = Weight of tank Shell Plate = 6,061,490 [N], Ws = 618.1 [Ton]
Wr = Weight of tank roof = 3,443,340 [N], Wr = 351.123 [Ton]
Wf = Weight of tank bottom = 878,872 [N], Wf = 89.62 [Ton]
Wp = Weight of liquid content = 10,383,702 [N], Wp = 1058.843 [Ton]
Total Weight of Steel and Liquid Content,
Wsum = (Ws+Wr+Wf+Wp+Wns+Wnr)= 258,850 kN, Wsum = 1,058,843 [Ton]
Av(ALE) = Vertical seismic acceleration = 0.27 [g] for OBE
Av(CLE) = Vertical seismic acceleration = 0.336 [g] for CLE
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.5 = 0.3849 (For ALE)
Maximum coefficient of friction (API 620 Annex L) μ = tan(30°) / 1.0 = 0.577 (For CLE)
Sliding Resistance (Vs)
Vs (ALE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.3849 × 10,384 × (1.0 - 0.4 × 0.27) = 3,565 [kN]
Vs (CLE) = μ × Wsum × (1.0 - 0.4 x Av), [kN]
= 0.577 × 258,850 × (1.0 - 0.4 × 0.336) = 129,283 [kN]
The following table shows the results.
Table 6.4.9 Result of sliding resistance
| 1. SI Unit Annex R , H = 29.52 m | ||||||||
| Seismic Event | Overturning moment M [kN-m] | Impulsive Base Shear Vi [kN] | Convective Base Shear Vc [kN] | Total Base Shear V =√(Vi²+ Vc²) [kN] | Check >, < | Allowable Base Shear Vs [kN] | Judgment V/Vs < 1.0 OK | Remark |
| ALE | 108,364 | 5,965 | 0 | 5,965 | > NG | 3,565 | 1.67 > 1.0 NG | V > Vs , Not Satisfied [Tank Dia 또는 DLL 조정 필요] |
| CLE | 759,072 | 66,191 | 0 | 66,191 | < OK | 129,283 | 0.51 < 1.0 OK | |
| 2. Metric-Ton Unit Annex R , H = 29.52 m | ||||||||
| Seismic Event | Overturning moment M [Ton-m] | Impulsive Base Shear Vi [Ton] | Convective Base Shear Vc [Ton] | Total Base Shear V =√(Vi²+ Vc²) [Ton] | Check >, < | Allowable Base Shear Vs [Ton] | Judgment V/Vs < 1.0 OK | Remark |
| ALE | 11050 | 608.3 | 0 | 608.3 | > NG | 363.5 | 1.67 > 1.0 NG | V > Vs , Not Satisfied [Tank Dia 또는 DLL 조정 필요] |
| CLE | 77403.8 | 6749.6 | 0 | 6749.6 | < OK | 13183.2 | 0.51 < 1.0 OK | |
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
Min. yield strength of annulae plate (A553-TYPE1), Fy = 400 MPa
Design Internal Pressure, Pg = 15.0 kPa
Tank Dia. D = 40.000 (m), Tank Height Ht = 32.800(m), H = 29.52 (m), Design Liquid Level for Seismic calc,
SG = 0.683, CA = 1.5 (mm)
SEISMIC DESIGN CODE : [ KGS GC 203 ]
SITE Class : [ S5 ]
SEISMIC USE GROUP : SUG = [ II ]
6.2.4. 내진설계 ( KGS GS203 + API 620 Annex L )
| No. | Description | Symbol | SI Unit [N, mm] | Metric Unit [Ton, m, mm] | Remark | ||||
| 1) | KGS GC 203 내진설계 성능수준 | 기능수행 | 붕괴방지 | Unit | 기능수행 | 붕괴방지 | Unit | ||
| 중요도 등급 : GC203 표2.2.1.2.2 | 특 | 특 | Same as left (SI Unit) | ||||||
| 내진 등급 : GC203 표2.2.3.1 내진등급 분류 | 내진 특 | 내진 특 | |||||||
| - 재현주기 : GC203 표2.4 가스시설 내진성능목표 | RYEAR = | 200 | 2400 | 년 | |||||
| - 위험도계수 ( I ) : GC203 표2.5.3.2 위험도 계수 | I = | 0.73 | 2.0 | ||||||
| 지역 계수 ( Z ) : GC203 표2.5.3.1 지진구역계수(Z) | Z = | 0.201 | 0.11 | g | |||||
| 유효수평 지반가속도 S = Z × I | S = | 0.1467 | 0.2200 | g | |||||
| 지반의 분류 : 표.2.5.5 지반의 분류 ( Ground Type ) | SOIL = | S5 | S5 | ||||||
| 단주기 증폭계수 : 지반증폭 계수 (GC203 표 2.5.6.1.2) | Fa = | 1.5665 | 1.3 | ||||||
| 장주기 증폭계수 : 지반증폭 계수 (GC203 표 2.5.6.1.2) | Fv = | 2.8599 | 2.64 | ||||||
| 유효 지반가속도 : EGA = Fa × S | EGA = | 0.2298 | 0.286 | g | |||||
| 2) | 표준설계응답스펙트럼 설계수평 지반가속도 계산 | Symbol | 기능수행 | 붕괴방지 | Unit | 기능수행 | 붕괴방지 | Unit | Remark |
| 단주기 설계 스펙트럼 가속도, SDS = 2.5 · Fa · S | SDS = | 0.5745 | 0.7150 | g | Same as left (SI Unit) | ||||
| 1 sec. 설계 스펙트럼 가속도, SD1 = Fv · S | SD1 = | 0.4195 | 0.5808 | g | |||||
| 전이주기의 계산 : To = 0.2 · Ts | To = | 0.1460 | 0.1625 | sec | |||||
| 전이주기의 계산 : Ts = Fv / (2.5 · Fa) | Ts = | 0.7302 | 0.8123 | sec | |||||
| 장 주기, GC203 표 2.5.6.1.1(1) | TL = | 3.0 | 3.0 | sec | |||||
| 3) | 내진설계 데이타 및 계산 ( API 620 Annex L / API 650 Annex E ) | Symbol | 기능수행 | 붕괴방지 | Unit | 기능수행 | 붕괴방지 | Unit | Remark |
| 1 | Tank Inside-Diameter | D = | 40.000 | 40.000 | m | 55 | |||
| 2 | Tank Shell Height | TankHt = | 32.800 | 32.800 | m | 57 | |||
| 3 | Liquid Level for seismic design (Annex R = DLL) | H = | 0 | 29.520 | m | 56 | |||
| 4 | Radio of Tank Diameter(D) per Liquid Level(H) | D / H = | 0 | 1.355 | 58 | ||||
| 5 | Scaling factor | Q = | 1 | 1 | 17 | ||||
| 6 | Importance Factor | I = | 1 | 1 | 20 | ||||
| 16 | Impulsive spectral acceleration para. OLE Ai = Fa × Ss CLE Ai = SDs × ( I / Ri ) | Ai = | 0.5745 | 0.3575 | g | 0 | |||
| 17 | Convective spectral acceleration para. | Ac = | 0 | 0 | g | 1 | |||
| 18 | Vertical earthquake acceleration para. Av = 0.47·SDS | Av = | 0.27 | 0.336 | g | 2 | |||
| 19 | Acceleration coefficient for sloshing wave height | Af = | 0 | 0 | g | 3 | |||
| 20 | Zero(0) second period, To = 0.2 × SD1/SDS | To = | 0.146 | 0.1625 | sec | 10 | |||
| 21 | 0.2 second Short period, Ts = SD1 / SDS | Ts = | 0.7302 | 0.8123 | sec | 11 | |||
| 22 | Regional-dependent transition long-period | TL = | 3 | 3 | sec | 12 | |||
| 23 | Impulsive period, Ti = (1/20000.5)×[Ci×H/√(tu/D)]×√(p/E)] | Ti = | 0.2 | 0.3503 | sec | 8 | |||
| 24 | Convective(sloshing) period, Tc = 1.8·Ks·D0.5 | Tc = | 0 | 6.6089 | sec | 9 | |||
| 25 | Coefficient of sloshing period Ks = 0.578 / [tanh(3.68·H/D)]0.5 | Ks = | 0 | 0.5805 | 13 | ||||
| 26 | Impulsive Adjustment Factor ( 5% Damping, Ki = 1.0 ) | Ki = | 1 | 1 | 14 | ||||
| 27 | Convective adjust Factor. ( 5% Damping, K = 1.5 ) | K = | 1.5 | 1.5 | 15 | ||||
| 28 | Annular Plate thickness with CA | ta = | 19 | 19 | mm | 48 | |||
| 29 | Shell Average Thickness with CA (Shell 평균두께) | tu = | 17.606 | 17.606 | mm | 18 | |||
| 30 | Elasatic Modulus of shell plate | E = | 203,000 | 203,000 | MPa | 19 | |||
| 31 | Force reduction factor (Impulsive mode) (반드시 재 확인바람) (Self-anchored) | Ri = | 1 | 2 | 21 | ||||
| 32 | Force reduction factor (Convective mode) (반드시 재 확인바람) (Self-anchored) | Rc = | 1 | 1 | 22 | ||||
| 33 | Sloshing wave above product design height δs = 0.42 · D · Af (API 650 E.7.2) | δs = | 0 | 0 | mm | 25 | |||
| 34 | FreeBoard by seismic sloshing motion, OLE(or SUG=III) = δs + (hs : 300 mm), CLE = δs | Free Board = | 0 | 0 | mm | 26 | |||
| 35 | Anchorage Ratio (J > 1.54 Anchor 필요함) | J = | 1.0038 | 2.3046 | 27 | ||||
| 36 | Effective specific gravity, Ge = G (1.0 - 0.4·Av) | Ge = | 0.6092 | 0.5912 | 47 | ||||
| 37 | Force resisting uplift in annular region. wa=99ta√(Fy·H·Ge)≤ 201.1·H·Ge | wa = | 0 | 140386 | N/m | 33 | |||
| 38 | Calculated design uplift load due to product pressure per unit circumferential length. wint = Pi · D / 4 | wint = | 0.15 | 0.15 | N/m | 34 | |||
| 39 | Total weight of tank shell and appurtenances | Ws = | 6,061×10³ | 6,061×10³ | N | 618.1 | 618.1 | Ton | 43 |
| 40 | Total weight of fixed tank roof including framing, knuckles, any permanent attachments and 10% of snow load | Wr = | 3,443×10³ | 3,443×10³ | N | 351.1 | 351.1 | Ton | 44 |
| 41 | Weight of the tank bottom | Wf = | 879×10³ | 879×10³ | N | 89.6 | 89.6 | Ton | 45 |
| 42 | Empty Steel Weight, We = Ws + Wr + Wf | We = | 10,384×10³ | 10,384×10³ | N | 1058.8 | 1058.8 | Ton | 46 |
| 43 | Total weight of the tank contents | Wp = | 0.0 | 248,466×10³ | N | 0.0 | 25336.5 | Ton | 37 |
| 44 | Total Weight of Steel and Liquid Content Wtotal = Ws + Wr + Wf + Wp + Wns + Wnr | Wtotal = | 10,384×10³ | 258,850×10³ | N | 1058.8 | 26395.4 | Ton | 41 |
| 45 | Effective impulsive portion of the liquid weight | Wi = | 0.0 | 174,766×10³ | N | 0.0 | 17821.1 | Ton | 38 |
| 46 | Effective convective (sloshing) portion of the liquid weight | Wc = | 0.0 | 76,751×10³ | N | 0.0 | 7826.4 | Ton | 39 |
| 47 | Overturning Moment (ring wall) | Mrw = | 108,364×10³ | 759,072×10³ | N-m | 11050.0 | 77403.8 | Ton-m | 28 |
| 48 | Overturning Moment (slab) | Ms = | 108,364×10³ | 1,147,877×10³ | N-m | 11050.0 | 117050.9 | Ton-m | 29 |
| 49 | Base shear (Impulsive mode ), Vi = Ai × (Wi + We) | Vi = | 5,965×10³ | 66,191×10³ | N | 608.3 | 6749.6 | Ton | 30 |
| 50 | Base shear (Convective mode), Vc = Ac × Wc | Vc = | 0.0 | 0.0 | N | 0.0 | 0.0 | Ton | 31 |
| 51 | Total base shear, V = √(Vi²+ Vc²) | V = | 5,965×10³ | 66,191×10³ | N | 608.3 | 6749.6 | Ton | 32 |
| 52 | Sliding Resistance Force Vs=μ×(We+Wp+Wns+Wnr )×(1.0-0.4×Av) V > Vs , Not Satisfied [Tank Dia 또는 DLL 조정 필요] | Vs = | 3,565×10³ | 129,283×10³ | N | 363.5 | 13183.2 | Ton | 42 |
| 53 | Friction coefficient. μ_OLE = tan(30°), μ_CLE = tan(30°) / 1.5 | μ = | 0.3849 | 0.577 | 40 | ||||
| 54 | Min. yield strength of annulae plate. (A553-TYPE1) | Fy = | 399.896 | 399.896 | MPa | 49 | |||
| 55 | Xs : Gravity center of tank shell plate from bottom. | Xs = | 13.082 | 13.082 | m | 50 | |||
| 56 | Xr : Gravity center of roof from bottom. | Xr = | 31.75 | 31.75 | m | 51 | |||
| 57 | Xf : Gravity center of tank bottom plate | Xf = | 0 | 0 | m | 52 | |||
| 58 | Xi : Gravity center of liquid from bottom(Impulsive) | Xi = | 0 | 11.07 | m | 35 | |||
| 59 | Xc : Gravity center of liquid from bottom(Contivective) | Xc = | 0 | 19.983 | m | 36 | |||
| 60 | Xis : Gravity center of liquid from slab(Impulsive) | Xis = | 0 | 17.293 | m | 53 | |||
| 61 | Xcs : Gravity center of liquid from slab(Contivective) | Xcs = | 0 | 21.351 | m | 54 | |||
| 62 | Coefficient for impulsive period, Ci = Get_Ci(D, H) | Ci = | 0 | 6.0696 | 59 | ||||
| 63 | Site coefficient from ASCE 7-10 Table 11.8-1 | FPGA = | 2.5 | 1.27 | 62 | ||||
| 64 | Peak ground acceleration adjusted for Site Class effects. PGAM = MCEG = FPGA × PGA (ASCE 7-10 Eq. 11.8-1) | PGAM = | 0.5745 | 0.3632 | g | 63 | |||
SITE Class : [ S5 ]
SEISMIC USE GROUP : SUG = [ II ]
API 620 L4.3.9 Inner Tank Freeboard
1. OLE (Operating Level Earthquake)
δs = 0.42 × D × Af + hs (300 mm), for API 620 OLE or SUG = III
δs = 0.42 × 40,000 × 0.0 + 300 = 0 (mm)
An additional shell height, hs shall be added to the calculated value above
the sloshing height as required by the governing regulations.
The minimum value of hs forthe OLE event shall be 300 mm (1 ft).
2. CLE (Contingency Level Earthquake) FOR SUG = I OR II
δs = 0.42 × D × Af
δs = 0.42 × 40,000 × 0.0 = 0 (mm)
Therefore, This Tank FreeBoard(δs) is Max( OLE, CLE) = Max( 0, 0 ) = 0 (mm)
| Where, | |||
| According to API 650 E.6.1.1 and E6.1.2, Wi, Xi, Wc, Xc are calculated as follows, | |||
| API 650 E.6.1.1 Effective Weight of Product | |||
| The effective weights Wi and Wc shall be determined by multiplying the total product weight, Wp, by the ratios Wi/Wp and Wc/Wp, respectively, Equations E.6.1.1-1 through E.6.1.1-3. | |||
| 1) The effective impulsive weight (Wi) | |||
| When D/H=(1.355) ≥ 1.3333 (=4/3) | When D/H = (1.355) ≥ 1.3333 | ||
| 2) The effective convective weight (Wc) | |||
| |||
API 650 E.6.1.2 Center of Action for Effective Lateral Forces
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
반응수정계수 (response modiflcation coefflcient)는 내진설계를 하면서 붕괴방지수준(CLE) 에 대해 검토시
비탄성거동인 소성영역까지 허용하여 저감된 지진력 으로 구조검토를 하게 됩니다.
탄성은 외부로부터 받은 자극이 제거되면 물체를 원래 형상으로 복원시키려는 성질인 반면,
소성은 외부의 자극이 제거되어도 변형을 그대로 유지하려는 성질입니다.
이런 비선형적 거동을 고려할수 있도록 내진설계시 R 응답수정계수를 적용해 줍니다.
Ve: 만약 구조체가 설계 지진의 지반 운동에 대하여 완전히 탄성 거동을 하게 된다고 가정하였을때 지진력에 대해저항하는힘
V: 선형 탄성영역에서의 밑면전단력
이러한 응답수정계수는 설계시 적용할때 마다 구하기는 한계가 있으므로
기준별로 정리되어있어 필요할경우 편리하게 사용하면 됩니다.
주의하실 점은 부재의 연성으로 비탄성변형으로 인한부재력의 저감은
수평력에 대해서만 적용하며， 수직력은 적용하지 않습니다.
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4. TANK CAPACITY
4.1 Liquid Levels
| Description | Symbol | Value | Unit |
| Tank Height = HLL + Sloshing Height + Margin | Shell Height = | 32800 | mm |
| Design Liquid Level 2) | HHLL = | 0 | mm |
| Maximum Operation Level 1) | HLL = | 29,520 | mm |
| Minimum Operating Level | LLLL = | 1,540 | mm |
| Pump Trip Level | LLLL = | 1,500 | mm |
Note 1) This liquid level should be used for seismic design and determination of sloshing height of inner steel tank.
2) It is the liquid level of maximum operation level plus overfill protection margin (= 200 mm).
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
4.2 Operating Tank Capacity
| Coefficient of thermal expansion | α = 1.15 x 10-5/°C |
| Operating temperature | -41.5°C (Minimum) |
| Ambient temperature | 38°C (Maximum) |
| Cold diameter (DCOLD) = 54,000 x [1 - (41.5 + 38) x (1.15 x 10-5)] | = 53,951 mm |
| Cold height (HCOLD) = 34,000 x [1 - (41.5 + 38) x (1.15 x 10-5)] | = 33,969 mm |
| Maximum liquid capacity in operating condition (VCOLD) | |
| VCOLD = {π x (DCOLD)2 / 4} x ΔH = (π x 53.9512 / 4) x 30.6 = 69,954 m³ | |
| in which, ΔH = HHLL = 30,600 mm = 30.6 m | |
Table 2-1 Tank Capasity Calculation
Tank type : Full Containment Tank Elevated Bottom slab Metal Inner Tank with Suspended Deck
| Description | Symbol | INNER | OUTER | Remark |
| Service | AMMONIA | |||
| Design density | Density = | 683 | kg/m3 | |
| Net working capacity | Vnet = | 34,583 | ||
| Tank Diameter | Di = | 40,000 | 40,000 | mm |
| Tank shell height from bottom plate | Htank = | 32,800 | 32,800 | mm |
| Material of Shell Plate | MATL = | A553-TYPE1 | A553-TYPE1 | |
| Liquid level : | ||||
| Maximum design liquid level | LAHH (HHLL) = | 29,520 | mm | |
| Normal maximum operating level | LAH (HLL) = | 29,520 | mm | |
| Normal minimum operating level | LAL (LLL) = | 2,000 | mm | |
| Pump trip level | LALL (LLLL) = | 1,800 | mm | |
| Hydrostatic test level | HTL = | 29,520 | mm | |
| Inner tank operating temperature | Toper = | -40.0 | ℃ | |
| Maximum ambient temperature | Tamb = | 40 | ℃ | |
| Corrosion Allowance | CA = | 0.0 | 0.0 | mm |
]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
7.2.4. Dynamic hoop stress calculation (CLE) API 620 Annex L
| Scs : Maximum Allowable Longitudinal Compressive Stress, (Scs, MPa) for a cylindrical wall acted upon by an axial load with neither a tensile nor a compressive force acting concurrently in a circumferential direction (determined in accordance with 5.5.4.2 for the thickness-to-radius ratio involved); Scs = [Above Table] MPa Scs = 1,800,000 × tc/R when, 0.00667 < tc/R Scs = 10,150 + 277,400 × tc/R when, 0.00667 ≥ tc/R ≤ 0.0175 Scs = 15,000 When tc/R > 0.0175 Sts 설명 : 최대 허용 세로(수직) 압축응력 (MPa) 내압에 의한 원주 방향으로 막응력(T2, St=T2/t) 이나, 수직 방향으로의 압축력(T1, Sc)이 동시에 작용하지 않는 즉, 내압은 작용하지 않고, 수직 축하중만 압축(T1, Sc)으로 작용할 경우 아래 식에 의하여 최대허용압축응력을 계산(관련된 두께 대 반경 비율에 대해 5.5.4.2에 따라 결정됨 |
| Dynamic Hoop Stress () Hmm=32800.0, Unit : [Nh, Ni, Nv, Nv : N/mm] [σt, σa : MPa] | 압축응력 체크! Judge | Dynamic Hoop Pressure on wall (Max. Pressure at ф=0º) For FEA 후 비교 검토 ( Unt : kPa ) | Dynamic Hoop Pressure on wall (at ф=0º ~ 180º) For FEA 후 비교 검토( Unt : kPa ) | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| No. | Material | Shell width (m) | Used Thk. tu (mm) | t (mm) | Y (m) | Nh (N/mm) |
Ni (N/mm) | Nc (N/mm) | Nv (N/mm) |
σT (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | 압축응력 체크! (API 620 Annex F, Sca = M × Scs) | Y (mm) | Ph= Nh/R (kPa) | Pi= Ni/R (kPa) | Pc= Nc/R (kPa) | Pv= Nv/R (kPa) | Total Pressure Pw=σT×t/R ф=0º (kPa) | σa (MPa) | tReqd = Pw×R/σa (mm) |
Pw = (Max.ф=0º) | Pw = (ф=45º) | Pw=Ph+Pv (ф=90º) | Pw = (ф=135º) | Pw = (ф=180º) |
|||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 10 | A283-C | 0.800 | 32.0 | 30.5 | 0 | 0 | 0 | 0 | 0 | 0 | < OK | 139.38 | 0.000 < 1.0 OK | Scs=18.926 MPa, N=0.094, M=0.950, Sca= 17.975 MPa, | 0 | 0 | 0 | 0 | 0 | 0 | 139.38 | 0 | 0 | 0 | 0 | 0 | 0 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 9 | A537-CL1 | 2.400 | 9.0 | 7.5 | 0 | 0 | 0 | 0 | 0 | 0 | < OK | 192.57 | 0.000 < 1.0 OK | Scs=4.654 MPa, N=0.276, M=0.833, Sca= 3.876 MPa, | 0 | 0 | 0 | 0 | 0 | 0 | 192.57 | 0 | 0 | 0 | 0 | 0 | 0 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 8 | A537-CL1 | 3.700 | 9.0 | 7.5 | 3.620 | 484.93 | 232.29 | 0 | 81.47 | 97.48 | < OK | 192.57 | 0.506 < 1.0 OK | Scs=4.654 MPa, N=0.723, M=0.418, Sca= 1.947 MPa, | 3.620 | 24.25 | 11.61 | 0 | 4.07 | 36.56 | 192.57 | 3.80 | 36.56 | 33.41 | 28.32 | 15.09 | 11.95 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 7 | A537-CL1 | 3.700 | 11.0 | 9.5 | 7.320 | 980.58 | 438.35 | 0 | 164.74 | 152.51 | < OK | 192.57 | 0.792 < 1.0 OK | Scs=5.895 MPa, N=0.931, M=0.126, Sca= 0.743 MPa, | 7.320 | 49.03 | 21.92 | 0 | 8.24 | 72.44 | 192.57 | 7.52 | 72.44 | 66.58 | 57.27 | 31.48 | 25.61 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 6 | A537-CL1 | 3.700 | 14.0 | 12.5 | 11.020 | 1476.23 | 612.72 | 0 | 248.01 | 170.98 | < OK | 192.57 | 0.888 < 1.0 OK | Scs=7.757 MPa, N=0.981, M=0.036, Sca= 0.281 MPa, | 11.020 | 73.81 | 30.64 | 0 | 12.40 | 106.86 | 192.57 | 11.10 | 106.86 | 98.77 | 86.21 | 48.85 | 40.76 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 5 | A537-CL1 | 3.700 | 18.0 | 16.5 | 14.720 | 1971.87 | 755.38 | 0 | 331.28 | 169.50 | < OK | 192.57 | 0.880 < 1.0 OK | Scs=10.239 MPa, N=0.951, M=0.092, Sca= 0.940 MPa, | 14.720 | 98.59 | 37.77 | 0 | 16.56 | 139.84 | 192.57 | 14.52 | 139.84 | 130.01 | 115.15 | 67.17 | 57.35 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 4 | A537-CL1 | 3.700 | 21.0 | 19.5 | 18.420 | 2467.52 | 866.33 | 0 | 414.55 | 175.79 | < OK | 192.57 | 0.913 < 1.0 OK | Scs=12.100 MPa, N=0.980, M=0.038, Sca= 0.465 MPa, | 18.420 | 123.38 | 43.32 | 0 | 20.73 | 171.40 | 192.57 | 17.80 | 171.40 | 160.37 | 144.11 | 86.39 | 75.36 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 3 | A537-CL1 | 3.700 | 24.5 | 23.0 | 22.120 | 2963.17 | 945.59 | 0 | 497.82 | 175.30 | < OK | 192.57 | 0.910 < 1.0 OK | Scs=14.272 MPa, N=0.980, M=0.039, Sca= 0.558 MPa, | 22.120 | 148.16 | 47.28 | 0 | 24.89 | 201.60 | 192.57 | 20.94 | 201.60 | 189.84 | 173.05 | 106.48 | 94.73 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 2 | A537-CL1 | 3.700 | 28.0 | 26.5 | 25.820 | 3458.82 | 993.14 | 0 | 581.08 | 173.94 | < OK | 192.57 | 0.903 < 1.0 OK | Scs=16.444 MPa, N=0.980, M=0.040, Sca= 0.650 MPa, | 25.820 | 172.94 | 49.66 | 0 | 29.05 | 230.47 | 192.57 | 23.94 | 230.47 | 218.51 | 201.99 | 127.37 | 115.41 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 1 | A537-CL1 | 3.700 | 31.0 | 29.5 | 29.520 | 3954.46 | 1008.99 | 0 | 664.35 | 175.00 | < OK | 192.57 | 0.909 < 1.0 OK | Scs=18.306 MPa, N=0.996, M=0.008, Sca= 0.143 MPa, | 29.520 | 197.72 | 50.45 | 0 | 33.22 | 258.12 | 192.57 | 26.81 | 258.12 | 246.47 | 230.94 | 148.97 | 137.31 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| ∑W= | 32.800 | (m) | 29.520 | (m) | Allowable Dynamic Hoop Stress of A537-CL1 σa = Max( 1.33 × Sts, 0.9 × Fy ) σa = Max( 1.33 × 144.79, 0.9 × 344.738) = 192.57 MPa | 압축응력 체크! Judge | Description | Dynamic Pressure on bottom For FEA 후 비교 검토( Unt : kPa ) | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES2 | Description | Pb = (Max.ф=0º) | Pb = (ф=45º) | Pb = (ф=90º) | Pb = (ф=135º) | Pb = (ф=180º) |
||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES3 | 1) Impulsive Pressure, Pib(kPa) = 2) Convective Pressure, Pcb(kPa) = 3) Total Pressure on bottom, Pb(kPa) = | -29.127 -11.086 -40.213 | -20.279 -9.146 -29.425 | 0 0 0 | 20.279 9.146 29.425 | 29.127 11.086 40.213 | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| Where : CLE Ai = SDs×(I/Rwi)= 0.3575[g], Ac=0.0[g], Av=0.336[g], Q=1.0, I=1.0, Rwi=2.0, Rwc=1.0
|
1. 출처 : IITK-GSDMA/EQ08.pdf 2. https://www.ijaera.org/manuscript/20170304001.pdf Figure C-1. Qualitative description of hydrodynamic pressure distribution on tank wall and base | | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[TABLE 7.2.5.1] Ai = 0.3575[g], Ac = 0.0[g], Av = 0.336[g] Wp = 248466.36 [Ton], Wi = 174765.62 [Ton], Wc = 76750.61 [Ton], Ws = 618.1 [Ton], Xs = 13.082 [m]
DLL = 29520.0 m, Hd[0] = 29520.0 m, Hmm = 32800.0 m, Wr = 351.12 [Ton], Xr = 36.900 [m], XrRoof = 4.100 [m] Knuckle 반경 = [2400.0 mm, Knuckle 높이(1,930m) + Dome 높이(6,271m) = 8,201(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.3575 [g] × 3443.34 [kN] × 4.1(m) = 5047.08[kN-m]
Mrw_KN = 759,072 = Mrw + Mrw_Roof = 759,072 [KN-m], Mrw_Roof = 5,047 [KN-m], Mrw_Roof = 759,072 × (351 / ( 248,466 + 618 )) = 5047.08[kN-m]
| Shell Plate Information | [내,외조 공통] 1.운전시 SHELL 좌굴검토 Roof and Shell Vertical Compressive Stress | [API 620 DWT 외조 검토] 2. 지진시 압축+벤딩 좌굴검토 (TKK ARUN 계산서 와 동일한 Allowable Strezs, API 620, Scs) Overturning Moment Check | [내조] 3. 지진시 총 조합응력 검토 (TKK 에틸렌, ARUN) Combind Stress Check Dynamic Hoop + Earthquake Load < σa(1.33×Sts) | ||||||||||||||||||||||||||
| No. [n] | Material (Shell Width, mm) | Used Thk. tu (mm) | t=tu-CA (mm) | Y (m) |
Vertical Load Wr=351.1 Wr+Ws[1 ~ 10th] = W[i] (Ton) | Section Area A (mm²) | 두께 반경비 Ratio of t/R (mm²) | (운전시에는 Scs 적용) CASE A) 5.5.4.2, Scs Compression Sc = W/A < Scs OK Scs = 1,800,000×t/R (psi) | (운전시에는 Sca 사용하지않음) CASE B) 5.5.4.3, Sca Compression Sc = W/A < Sca[0.5555×Scs] (MPa) | Bending Moment M (kN-m) | Section Modulus Z=π×R²×t (m³) | Bending Sb = M/Z < Scs [100%] | Combind (압축+벤딩) Buckling Check Sc + Sb < 1.33 × Scs OK | Dynamic Hoop σT (MPa) | σc=[σT²+(Sc+Sb)² + (σT×Sb)]0.5 (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | Judge | Combind Buckling Check [API 620 Scs = ASME 식과 동일함] Div.1 ASME_Fa = 0.125×Em×(t/R) = 0.0625×200,000×(t/R) Sc + Sb < ASME Fa = Scs[100%] (MPa) | |||||||||
| (Roof T.W) Wr = 351.1 Ton | A | (t-c)/R | Sc=W/A | < | Scs | Sc/Scs < 1.0 OK | Ai = 0.3575[g], XrRoof= 4.1 [m] Mrw(roof)=Ai × Wr × XrRoof = | 5,047 | 0 | Sb=M/Z | < | Scs | Sb / Scs < 1.0 OK | Sc+Sb < Scs, OK | |||||||||||||||
| 10 | A283-C (0.800) | 32.0 | 30.5 | 0 | 351.1+25.270 = 376.4 | 3832743 | 0.0015250 | 0.963 | < | 18.926 | 0.051 < 1.0 OK | Sca, 적용하지 않음 | 5,496 | 38.327 | 0.143 | < | 18.926 | 0.008 < 1.0 OK | 1.106 < 25.172 OK | 0 | 1.11 | < | 139.38 | 0.008 | OK | 1.106 < 18.926 OK (620 : 18.926, ASME : 19.063, API650 : 60.81 MPa | |||
| 9 | A537-CL1 (2.400) | 9.0 | 7.5 | 0 | 376.4+21.310 = 397.7 | 942478 | 0.0003750 | 4.138 | < | 4.654 | 0.889 < 1.0 OK | 1.600 > 1.0 NG! (N/A) | 12,224 | 9.425 | 1.297 | < | 4.654 | 0.279 < 1.0 OK | 5.435 < 6.190 OK | 0 | 5.44 | < | 192.57 | 0.028 | OK | 5.435 > 4.654 NG! (620 : 4.654, ASME : 4.688, API650 : 15.56 MPa | |||
| 8 | A537-CL1 (3.700) | 9.0 | 7.5 | 3.620 | 397.7+32.860 = 430.6 | 942478 | 0.0003750 | 4.480 | < | 4.654 | 0.963 < 1.0 OK | 1.733 > 1.0 NG! (N/A) | 38,416 | 9.425 | 4.076 | < | 4.654 | 0.876 < 1.0 OK | 8.556 > 6.190 NG! | 97.48 | 102.03 | < | 192.57 | 0.530 | OK | 8.556 > 4.654 NG! (620 : 4.654, ASME : 4.688, API650 : 15.56 MPa | |||
| 7 | A537-CL1 (3.700) | 11.0 | 9.5 | 7.320 | 430.6+40.160 = 470.7 | 1193805 | 0.0004750 | 3.867 | < | 5.895 | 0.656 < 1.0 OK | 1.181 > 1.0 NG! (N/A) | 83,797 | 11.938 | 7.019 | > | 5.895 | 1.191 > 1.0 NG! | 10.886 > 7.840 NG! | 152.51 | 158.23 | < | 192.57 | 0.822 | OK | 10.886 > 5.895 NG! (620 : 5.895, ASME : 5.938, API650 : 19.71 MPa | |||
| 6 | A537-CL1 (3.700) | 14.0 | 12.5 | 11.020 | 470.7+51.110 = 521.8 | 1570796 | 0.0006250 | 3.258 | < | 7.757 | 0.420 < 1.0 OK | Sca, 적용하지 않음 | 148,368 | 15.708 | 9.445 | > | 7.757 | 1.218 > 1.0 NG! | 12.703 > 10.316 NG! | 170.98 | 177.67 | < | 192.57 | 0.923 | OK | 12.703 > 7.757 NG! (620 : 7.757, ASME : 7.813, API650 : 25.94 MPa | |||
| 5 | A537-CL1 (3.700) | 18.0 | 16.5 | 14.720 | 521.8+65.730 = 587.6 | 2073451 | 0.0008250 | 2.779 | < | 10.239 | 0.271 < 1.0 OK | Sca, 적용하지 않음 | 232,129 | 20.735 | 11.195 | > | 10.239 | 1.093 > 1.0 NG! | 13.974 > 13.617 NG! | 169.50 | 176.90 | < | 192.57 | 0.919 | OK | 13.974 > 10.239 NG! (620 : 10.239, ASME : 10.313, API650 : 34.24 MPa | |||
| 4 | A537-CL1 (3.700) | 21.0 | 19.5 | 18.420 | 587.6+76.680 = 664.2 | 2450442 | 0.0009750 | 2.658 | < | 12.100 | 0.220 < 1.0 OK | Sca, 적용하지 않음 | 335,080 | 24.504 | 13.674 | > | 12.100 | 1.130 > 1.0 NG! | 16.332 > 16.093 NG! | 175.79 | 184.50 | < | 192.57 | 0.958 | OK | 16.332 > 12.100 NG! (620 : 12.100, ASME : 12.188, API650 : 40.46 MPa | |||
| 3 | A537-CL1 (3.700) | 24.5 | 23.0 | 22.120 | 664.2+89.480 = 753.7 | 2890265 | 0.0011500 | 2.557 | < | 14.272 | 0.179 < 1.0 OK | Sca, 적용하지 않음 | 457,221 | 28.903 | 15.819 | > | 14.272 | 1.108 > 1.0 NG! | 18.376 < 18.982 OK | 175.30 | 185.17 | < | 192.57 | 0.962 | OK | 18.376 > 14.272 NG! (620 : 14.272, ASME : 14.375, API650 : 47.72 MPa | |||
| 2 | A537-CL1 (3.700) | 28.0 | 26.5 | 25.820 | 753.7+102.270 = 856.0 | 3330088 | 0.0013250 | 2.521 | < | 16.444 | 0.153 < 1.0 OK | Sca, 적용하지 않음 | 598,551 | 33.301 | 17.974 | > | 16.444 | 1.093 > 1.0 NG! | 20.495 < 21.871 OK | 173.94 | 185.04 | < | 192.57 | 0.961 | OK | 20.495 > 16.444 NG! (620 : 16.444, ASME : 16.563, API650 : 54.99 MPa | |||
| 1 | A537-CL1 (3.700) | 31.0 | 29.5 | 29.520 | 856.0+113.230 = 969.2 | 3707079 | 0.0014750 | 2.564 | < | 18.306 | 0.140 < 1.0 OK | Sca, 적용하지 않음 | 759,072 | 37.071 | 20.476 | > | 18.306 | 1.119 > 1.0 NG! | 23.040 < 24.346 OK | 175.00 | 187.58 | < | 192.57 | 0.974 | OK | 23.040 > 18.306 NG! (620 : 18.306, ASME : 18.438, API650 : 59.98 MPa | |||
| Total Weight( Roof + Shell ) = | 351.1+618.1= 969.2 Ton | [API 620 5.5.4.3] Scs = (t/R≤0.00667 ? 1,800,000×t/R:(t/R≤0.0175 ? 10,150+277,400×t/R: 15000) × 0.006894757 (MPa) [API 620 5.5.4.3] Sca = Scs × 0.555 = (t/R≤0.00667 ? 1,000,000×t/R:(t/R≤0.0175 ? 5,650+154,200×t/R: 8340) × 0.006894757 (MPa) | SPARE 1 | SPARE 2 | |||||||||||||||||||||||||
| Picture (출처 / 근거식) | | SPARE 3 | SPARE 4 | ||||||||||||||||||||||||||
API 620 CLE [0] Level Accelation : Ai = Fa×Ss×(I/Rwi)= 0.3575[g], Ac=0.0[g], Av=0.336[g], Q=1.0, I=1.0, Rwi=2.0, Rwc=1.0
SDS=Q×Ss×Fa=0.715[g], SD1=Q×S1×Fv=0.5808[g], Ss=0.22[g], Fa=1.3, S1=0.22[g], Fv=2.64, Ti=0.3503[s], Tc=6.6089[s]
J=2.3046, Mrw=759,072[KN-m] , Ms=1,147,877[KN-m], V=66191.0[KN]
Wp=248466.359[kN] Wi=174765.618[kN] Wc=76750.606 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.22, S1 = 0.22, Fa = 1.3, Fv = 2.64
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.3575x(174,765,618x11.07 + 6,061,490x13.082 + 3,443,340x31.75 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(76,750,606x19.983)]2)
Mrw = 759,071,832 [N-m] = 759,072 [KN-m] = 77,404 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.3575x(174,765,618x17.293 + 6,061,490x13.082 + 3,443,340x31.75 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(76,750,606x19.983)]2)
Ms = 1,147,876,835 [N-m] = 1,147,877 [KN-m] = 117,051 [Ton-m]
Wp = 248,466,359 [N] = 248,466 [KN] = 25,337 [Ton]
Wi = 174,765,618 [N] = 174,766 [KN] = 17,821 [Ton], Xi = 11.07 [m], Wi/Wp = 70.34[%]
Wc = 76,750,606 [N] = 76,751 [KN] = 7,826 [Ton], Xc = 19.983 [m], Wc/Wp = 30.89[%]
Ws = 6,061,490 [N] = 6,061 [KN] = 618.100 [Ton], Xs = 13.082 [m]
Wr = 3,443,340 [N] = 3,443 [KN] = 351.123 [Ton], Xr = 31.75 [m]
Wf = 878,872 [N] = 879 [KN] = 89.620 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 66,190,882 [N] = 66,191 [KN] = 6,750 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 66,190,882 [N] = 66,191 [KN] = 6,750 [Ton] CLEOLE = 0, dCode = 1, at[tid].in_OR_out = 1
Ai=0.3575[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.5808 × ( 3.0 / 6.6089²) × ( 1.0 / 1.0) = 0.0 [g]
Av= 0.336 [g]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
7.2.6. Dynamic hoop stress calculation (ALE) API 620 Annex L
| Scs : Maximum Allowable Longitudinal Compressive Stress, (Scs, MPa) for a cylindrical wall acted upon by an axial load with neither a tensile nor a compressive force acting concurrently in a circumferential direction (determined in accordance with 5.5.4.2 for the thickness-to-radius ratio involved); Scs = [Above Table] MPa Scs = 1,800,000 × tc/R when, 0.00667 < tc/R Scs = 10,150 + 277,400 × tc/R when, 0.00667 ≥ tc/R ≤ 0.0175 Scs = 15,000 When tc/R > 0.0175 Sts 설명 : 최대 허용 세로(수직) 압축응력 (MPa) 내압에 의한 원주 방향으로 막응력(T2, St=T2/t) 이나, 수직 방향으로의 압축력(T1, Sc)이 동시에 작용하지 않는 즉, 내압은 작용하지 않고, 수직 축하중만 압축(T1, Sc)으로 작용할 경우 아래 식에 의하여 최대허용압축응력을 계산(관련된 두께 대 반경 비율에 대해 5.5.4.2에 따라 결정됨 |
| Dynamic Hoop Stress () Hmm=32800.0, Unit : [Nh, Ni, Nv, Nv : N/mm] [σt, σa : MPa] | 압축응력 체크! Judge | Dynamic Hoop Pressure on wall (Max. Pressure at ф=0º) For FEA 후 비교 검토 ( Unt : kPa ) | Dynamic Hoop Pressure on wall (at ф=0º ~ 180º) For FEA 후 비교 검토( Unt : kPa ) | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| No. | Material | Shell width (m) | Used Thk. tu (mm) | t (mm) | Y (m) | Nh (N/mm) |
Ni (N/mm) | Nc (N/mm) | Nv (N/mm) |
σT (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | 압축응력 체크! (API 620 Annex F, Sca = M × Scs) | Y (mm) | Ph= Nh/R (kPa) | Pi= Ni/R (kPa) | Pc= Nc/R (kPa) | Pv= Nv/R (kPa) | Total Pressure Pw=σT×t/R ф=0º (kPa) | σa (MPa) | tReqd = Pw×R/σa (mm) |
Pw = (Max.ф=0º) | Pw = (ф=45º) | Pw=Ph+Pv (ф=90º) | Pw = (ф=135º) | Pw = (ф=180º) |
|||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 10 | A283-C | 0.800 | 32.0 | 30.5 | 0 | 0 | 0 | 0 | 0 | 0 | < OK | 139.38 | 0.000 < 1.0 OK | Scs=18.926 MPa, N=0.094, M=0.950, Sca= 17.975 MPa, | 0 | 0 | 0 | 0 | 0 | 0 | 139.38 | 0 | 0 | 0 | 0 | 0 | 0 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 9 | A537-CL1 | 2.400 | 9.0 | 7.5 | 0 | 0 | 0 | 0 | 0 | 0 | < OK | 192.57 | 0.000 < 1.0 OK | Scs=4.654 MPa, N=0.276, M=0.833, Sca= 3.876 MPa, | 0 | 0 | 0 | 0 | 0 | 0 | 192.57 | 0 | 0 | 0 | 0 | 0 | 0 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 8 | A537-CL1 | 3.700 | 9.0 | 7.5 | 3.620 | 484.93 | 373.29 | 0 | 130.93 | 117.40 | < OK | 192.57 | 0.610 < 1.0 OK | Scs=4.654 MPa, N=0.723, M=0.418, Sca= 1.947 MPa, | 3.620 | 24.25 | 18.66 | 0 | 6.55 | 44.02 | 192.57 | 4.57 | 44.02 | 38.98 | 30.80 | 9.52 | 4.47 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 7 | A537-CL1 | 3.700 | 11.0 | 9.5 | 7.320 | 980.58 | 704.43 | 0 | 264.76 | 182.43 | < OK | 192.57 | 0.947 < 1.0 OK | Scs=5.895 MPa, N=0.931, M=0.126, Sca= 0.743 MPa, | 7.320 | 49.03 | 35.22 | 0 | 13.24 | 86.65 | 192.57 | 9.00 | 86.65 | 77.23 | 62.27 | 20.83 | 11.40 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 6 | A537-CL1 | 3.700 | 14.0 | 12.5 | 11.020 | 1476.23 | 984.63 | 0 | 398.58 | 203.08 | > NG! | 192.57 | 1.055 > 1.0 NG! | Scs=7.757 MPa, N=0.981, M=0.036, Sca= 0.281 MPa, | 11.020 | 73.81 | 49.23 | 0 | 19.93 | 126.92 | 192.57 | 13.18 | 126.92 | 113.92 | 93.74 | 33.70 | 20.70 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 5 | A537-CL1 | 3.700 | 18.0 | 16.5 | 14.720 | 1971.87 | 1213.89 | 0 | 532.40 | 199.84 | > NG! | 192.57 | 1.038 > 1.0 NG! | Scs=10.239 MPa, N=0.951, M=0.092, Sca= 0.940 MPa, | 14.720 | 98.59 | 60.69 | 0 | 26.62 | 164.87 | 192.57 | 17.12 | 164.87 | 149.09 | 125.21 | 48.09 | 32.32 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 4 | A537-CL1 | 3.700 | 21.0 | 19.5 | 18.420 | 2467.52 | 1392.19 | 0 | 666.23 | 205.69 | > NG! | 192.57 | 1.068 > 1.0 NG! | Scs=12.100 MPa, N=0.980, M=0.038, Sca= 0.465 MPa, | 18.420 | 123.38 | 69.61 | 0 | 33.31 | 200.55 | 192.57 | 20.83 | 200.55 | 182.81 | 156.69 | 63.95 | 46.21 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 3 | A537-CL1 | 3.700 | 24.5 | 23.0 | 22.120 | 2963.17 | 1519.56 | 0 | 800.06 | 203.50 | > NG! | 192.57 | 1.057 > 1.0 NG! | Scs=14.272 MPa, N=0.980, M=0.039, Sca= 0.558 MPa, | 22.120 | 148.16 | 75.98 | 0 | 40.00 | 234.02 | 192.57 | 24.31 | 234.02 | 215.14 | 188.16 | 81.18 | 62.29 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 2 | A537-CL1 | 3.700 | 28.0 | 26.5 | 25.820 | 3458.82 | 1595.97 | 0 | 933.88 | 200.30 | > NG! | 192.57 | 1.040 > 1.0 NG! | Scs=16.444 MPa, N=0.980, M=0.040, Sca= 0.650 MPa, | 25.820 | 172.94 | 79.80 | 0 | 46.69 | 265.40 | 192.57 | 27.56 | 265.40 | 246.18 | 219.63 | 99.70 | 80.48 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| 1 | A537-CL1 | 3.700 | 31.0 | 29.5 | 29.520 | 3954.46 | 1621.45 | 0 | 1067.70 | 199.86 | > NG! | 192.57 | 1.038 > 1.0 NG! | Scs=18.306 MPa, N=0.996, M=0.008, Sca= 0.143 MPa, | 29.520 | 197.72 | 81.07 | 0 | 53.39 | 294.79 | 192.57 | 30.62 | 294.79 | 276.06 | 251.11 | 119.38 | 100.65 | |||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| ∑W= | 32.800 | (m) | 29.520 | (m) | Allowable Dynamic Hoop Stress of A537-CL1 σa = Max( 1.33 × Sts, 0.9 × Fy ) σa = Max( 1.33 × 144.79, 0.9 × 344.738) = 192.57 MPa | 압축응력 체크! Judge | Description | Dynamic Pressure on bottom For FEA 후 비교 검토( Unt : kPa ) | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES2 | Description | Pb = (Max.ф=0º) | Pb = (ф=45º) | Pb = (ф=90º) | Pb = (ф=135º) | Pb = (ф=180º) |
||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| DES3 | 1) Impulsive Pressure, Pib(kPa) = 2) Convective Pressure, Pcb(kPa) = 3) Total Pressure on bottom, Pb(kPa) = | -29.127 -11.086 -40.213 | -20.279 -9.146 -29.425 | 0 0 0 | 20.279 9.146 29.425 | 29.127 11.086 40.213 | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| Where : OLE Ai = SDs = 0.5745[g], Ac=0.0[g], Av=0.27[g], Q=1.0, I=1.0, Rwi=1.0, Rwc=1.0
|
1. 출처 : IITK-GSDMA/EQ08.pdf 2. https://www.ijaera.org/manuscript/20170304001.pdf Figure C-1. Qualitative description of hydrodynamic pressure distribution on tank wall and base | | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[TABLE 7.2.5.3] Ai = 0.5745[g], Ac = 0.0[g], Av = 0.27[g] Wp = 0.0 [Ton], Wi = 0.0 [Ton], Wc = 0.0 [Ton], Ws = 618.1 [Ton], Xs = 13.082 [m]
DLL = 29520.0 m, Hd[0] = 29520.0 m, Hmm = 32800.0 m, Wr = 351.12 [Ton], Xr = 36.900 [m], XrRoof = 4.100 [m] Knuckle 반경 = [2400.0 mm, Knuckle 높이(1,930m) + Dome 높이(6,271m) = 8,201(mm)
Mrw_Roof2=Ai×Wr×XrRoof=0.5745 [g] × 3443.34 [kN] × 4.1(m) = 8110.62[kN-m]
Mrw_KN = 108,364 = Mrw + Mrw_Roof = 108,364 [KN-m], Mrw_Roof = 8,111 [KN-m], Mrw_Roof = 108,364 × (351 / ( 0 + 618 )) = 8110.62[kN-m]
| Shell Plate Information | [내,외조 공통] 1.운전시 SHELL 좌굴검토 Roof and Shell Vertical Compressive Stress | [API 620 DWT 외조 검토] 2. 지진시 압축+벤딩 좌굴검토 (TKK ARUN 계산서 와 동일한 Allowable Strezs, API 620, Scs) Overturning Moment Check | [내조] 3. 지진시 총 조합응력 검토 (TKK 에틸렌, ARUN) Combind Stress Check Dynamic Hoop + Earthquake Load < σa(1.33×Sts) | ||||||||||||||||||||||||||
| No. [n] | Material (Shell Width, mm) | Used Thk. tu (mm) | t=tu-CA (mm) | Y (m) |
Vertical Load Wr=351.1 Wr+Ws[1 ~ 10th] = W[i] (Ton) | Section Area A (mm²) | 두께 반경비 Ratio of t/R (mm²) | (운전시에는 Scs 적용) CASE A) 5.5.4.2, Scs Compression Sc = W/A < Scs OK Scs = 1,800,000×t/R (psi) | (운전시에는 Sca 사용하지않음) CASE B) 5.5.4.3, Sca Compression Sc = W/A < Sca[0.5555×Scs] (MPa) | Bending Moment M (kN-m) | Section Modulus Z=π×R²×t (m³) | Bending Sb = M/Z < Scs [100%] | Combind (압축+벤딩) Buckling Check Sc + Sb < 1.33 × Scs OK | Dynamic Hoop σT (MPa) | σc=[σT²+(Sc+Sb)² + (σT×Sb)]0.5 (MPa) | σT < σa | σa (MPa) | Stress Ratio σT / σa < 1.0 OK | Judge | Combind Buckling Check [API 620 Scs = ASME 식과 동일함] Div.1 ASME_Fa = 0.125×Em×(t/R) = 0.0625×200,000×(t/R) Sc + Sb < ASME Fa = Scs[100%] (MPa) | |||||||||
| (Roof T.W) Wr = 351.1 Ton | A | (t-c)/R | Sc=W/A | < | Scs | Sc/Scs < 1.0 OK | Ai = 0.5745[g], XrRoof= 4.1 [m] Mrw(roof)=Ai × Wr × XrRoof = | 8,111 | 0 | Sb=M/Z | < | Scs | Sb / Scs < 1.0 OK | Sc+Sb < Scs, OK | |||||||||||||||
| 10 | A283-C (0.800) | 32.0 | 30.5 | 0 | 351.1+25.270 = 376.4 | 3832743 | 0.0015250 | 0.963 | < | 18.926 | 0.051 < 1.0 OK | Sca, 적용하지 않음 | 8,170 | 38.327 | 0.213 | < | 18.926 | 0.011 < 1.0 OK | 1.176 < 25.172 OK | 0 | 1.18 | < | 139.38 | 0.008 | OK | 1.176 < 18.926 OK (620 : 18.926, ASME : 19.063, API650 : 60.81 MPa | |||
| 9 | A537-CL1 (2.400) | 9.0 | 7.5 | 0 | 376.4+21.310 = 397.7 | 942478 | 0.0003750 | 4.138 | < | 4.654 | 0.889 < 1.0 OK | 1.600 > 1.0 NG! (N/A) | 9,065 | 9.425 | 0.962 | < | 4.654 | 0.207 < 1.0 OK | 5.100 < 6.190 OK | 0 | 5.10 | < | 192.57 | 0.026 | OK | 5.100 > 4.654 NG! (620 : 4.654, ASME : 4.688, API650 : 15.56 MPa | |||
| 8 | A537-CL1 (3.700) | 9.0 | 7.5 | 3.620 | 397.7+32.860 = 430.6 | 942478 | 0.0003750 | 4.480 | < | 4.654 | 0.963 < 1.0 OK | 1.733 > 1.0 NG! (N/A) | 12,547 | 9.425 | 1.331 | < | 4.654 | 0.286 < 1.0 OK | 5.811 < 6.190 OK | 117.40 | 120.41 | < | 192.57 | 0.625 | OK | 5.811 > 4.654 NG! (620 : 4.654, ASME : 4.688, API650 : 15.56 MPa | |||
| 7 | A537-CL1 (3.700) | 11.0 | 9.5 | 7.320 | 430.6+40.160 = 470.7 | 1193805 | 0.0004750 | 3.867 | < | 5.895 | 0.656 < 1.0 OK | 1.181 > 1.0 NG! (N/A) | 18,581 | 11.938 | 1.556 | < | 5.895 | 0.264 < 1.0 OK | 5.423 < 7.840 OK | 182.43 | 185.20 | < | 192.57 | 0.962 | OK | 5.423 < 5.895 OK (620 : 5.895, ASME : 5.938, API650 : 19.71 MPa | |||
| 6 | A537-CL1 (3.700) | 14.0 | 12.5 | 11.020 | 470.7+51.110 = 521.8 | 1570796 | 0.0006250 | 3.258 | < | 7.757 | 0.420 < 1.0 OK | Sca, 적용하지 않음 | 27,166 | 15.708 | 1.729 | < | 7.757 | 0.223 < 1.0 OK | 4.987 < 10.316 OK | 203.08 | 205.62 | > | 192.57 | 1.068 | NG! | 4.987 < 7.757 OK (620 : 7.757, ASME : 7.813, API650 : 25.94 MPa | |||
| 5 | A537-CL1 (3.700) | 18.0 | 16.5 | 14.720 | 521.8+65.730 = 587.6 | 2073451 | 0.0008250 | 2.779 | < | 10.239 | 0.271 < 1.0 OK | Sca, 적용하지 않음 | 38,303 | 20.735 | 1.847 | < | 10.239 | 0.180 < 1.0 OK | 4.626 < 13.617 OK | 199.84 | 202.19 | > | 192.57 | 1.050 | NG! | 4.626 < 10.239 OK (620 : 10.239, ASME : 10.313, API650 : 34.24 MPa | |||
| 4 | A537-CL1 (3.700) | 21.0 | 19.5 | 18.420 | 587.6+76.680 = 664.2 | 2450442 | 0.0009750 | 2.658 | < | 12.100 | 0.220 < 1.0 OK | Sca, 적용하지 않음 | 51,991 | 24.504 | 2.122 | < | 12.100 | 0.175 < 1.0 OK | 4.780 < 16.093 OK | 205.69 | 208.12 | > | 192.57 | 1.081 | NG! | 4.780 < 12.100 OK (620 : 12.100, ASME : 12.188, API650 : 40.46 MPa | |||
| 3 | A537-CL1 (3.700) | 24.5 | 23.0 | 22.120 | 664.2+89.480 = 753.7 | 2890265 | 0.0011500 | 2.557 | < | 14.272 | 0.179 < 1.0 OK | Sca, 적용하지 않음 | 68,230 | 28.903 | 2.361 | < | 14.272 | 0.165 < 1.0 OK | 4.918 < 18.982 OK | 203.50 | 206.00 | > | 192.57 | 1.070 | NG! | 4.918 < 14.272 OK (620 : 14.272, ASME : 14.375, API650 : 47.72 MPa | |||
| 2 | A537-CL1 (3.700) | 28.0 | 26.5 | 25.820 | 753.7+102.270 = 856.0 | 3330088 | 0.0013250 | 2.521 | < | 16.444 | 0.153 < 1.0 OK | Sca, 적용하지 않음 | 87,021 | 33.301 | 2.613 | < | 16.444 | 0.159 < 1.0 OK | 5.134 < 21.871 OK | 200.30 | 202.92 | > | 192.57 | 1.054 | NG! | 5.134 < 16.444 OK (620 : 16.444, ASME : 16.563, API650 : 54.99 MPa | |||
| 1 | A537-CL1 (3.700) | 31.0 | 29.5 | 29.520 | 856.0+113.230 = 969.2 | 3707079 | 0.0014750 | 2.564 | < | 18.306 | 0.140 < 1.0 OK | Sca, 적용하지 않음 | 108,364 | 37.071 | 2.923 | < | 18.306 | 0.160 < 1.0 OK | 5.487 < 24.346 OK | 199.86 | 202.66 | > | 192.57 | 1.052 | NG! | 5.487 < 18.306 OK (620 : 18.306, ASME : 18.438, API650 : 59.98 MPa | |||
| Total Weight( Roof + Shell ) = | 351.1+618.1= 969.2 Ton | [API 620 5.5.4.3] Scs = (t/R≤0.00667 ? 1,800,000×t/R:(t/R≤0.0175 ? 10,150+277,400×t/R: 15000) × 0.006894757 (MPa) [API 620 5.5.4.3] Sca = Scs × 0.555 = (t/R≤0.00667 ? 1,000,000×t/R:(t/R≤0.0175 ? 5,650+154,200×t/R: 8340) × 0.006894757 (MPa) | SPARE 1 | SPARE 2 | |||||||||||||||||||||||||
| Picture (출처 / 근거식) | | SPARE 3 | SPARE 4 | ||||||||||||||||||||||||||
API 620 OLE [1] Level Accelation : Ai = Fa×Ss = 0.5745[g], Ac=0.0[g], Av=0.27[g], Q=1.0, I=1.0, Rwi=1.0, Rwc=1.0
SDS=Q×Ss×Fa=0.5745[g], SD1=Q×S1×Fv=0.4195[g], Ss=0.1467[g], Fa=1.5665, S1=0.1467[g], Fv=2.8599, Ti=0.2[s], Tc=0.0[s]
J=1.0038, Mrw=108,364[KN-m] , Ms=108,364[KN-m], V=5965.0[KN]
Wp=0.0[kN] Wi=0[kN] Wc=0 [kN]
at[at[0].tid].seisResu[0] : Unit = Wi, Ws, Wr [N]
Ss = 0.1467, S1 = 0.1467, Fa = 1.5665, Fv = 2.8599
Mrw = √( [Ai×(Wi×Xi + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Mrw = √( [0.5745x(0x0 + 6,061,490x13.082 + 3,443,340x31.75 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(0x0)]2)
Mrw = 108,363,602 [N-m] = 108,364 [KN-m] = 11,050 [Ton-m]
Ms = √( [Ai×(Wi×Xis + Ws×Xs + Wr×Xr + Wns×Xns + Wnr×Xnr)]2 + [Ac×(Wc×Xc)]2)
Ms = √( [0.5745x(0x0 + 6,061,490x13.082 + 3,443,340x31.75 + 0.0x0.0 + 0.0x0.0)]2 + [0.0x(0x0)]2)
Ms = 108,363,602 [N-m] = 108,364 [KN-m] = 11,050 [Ton-m]
Wp = 0 [N] = 0 [KN] = 0 [Ton]
Wi = 0 [N] = 0 [KN] = 0 [Ton], Xi = 0 [m], Wi/Wp = ?[%]
Wc = 0 [N] = 0 [KN] = 0 [Ton], Xc = 0 [m], Wc/Wp = ?[%]
Ws = 6,061,490 [N] = 6,061 [KN] = 618.100 [Ton], Xs = 13.082 [m]
Wr = 3,443,340 [N] = 3,443 [KN] = 351.123 [Ton], Xr = 31.75 [m]
Wf = 878,872 [N] = 879 [KN] = 89.620 [Ton], Xf = 0 [m]
Vi = Ai × ( Ws + Wr + Wf + Wi + Wns + Wnr )
Vc = Ac × Wc
Vi = 5,965,437 [N] = 5,965 [KN] = 608 [Ton]
Vc = 0 [N] = 0 [KN] = 0 [Ton]
V = √(Vi²+ Vc²) = 5,965,437 [N] = 5,965 [KN] = 608 [Ton] CLEOLE = 1, dCode = 1, at[tid].in_OR_out = 1
Ai=0.5745[g],
Ac = K × SD1 × ( TL / (Tc×Tc) ) × ( I / Rwc ) = 1.5 × 0.4195 × ( 3.0 / 0.0²) × ( 1.0 / 1.0) = 0.0 [g]
Av= 0.27 [g]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| Symbol | Description of acceleration parameter | CLE | OLE | ALE |
| Ai : | Impulsive spectral acceleration parameter. [g] | 0.3575 | 0.5745 | 0.1788 |
| Ac : | Convective spectral acceleration parameter. [g] | 0.0000 | 0.0000 | 0.0000 |
| Av : | Vertical earthquake acceleration parameter. [g] | 0.3360 | 0.2700 | 0.1680 |
| G | : | Design Specific gravity | 0.683 | ||||||
| D | : | Tank diameter | 40.000 | m | |||||
| R | : | Tank radius | 20.000 | m | |||||
| H | : | Max. Design product level (at Operation) | 32.800 | m | |||||
| D/H | : | Ratio of tank diameter to design liquid level, D/H=1.220 < 1.333 | 1.220 | ||||||
| t | : | Thickness of the shell under consideration. t = tu - CA | mm | ||||||
| Y | : | Distance from liquid surface to analysis point. (positive down) | m | ||||||
| Nh | : | Product hydrostatic membrane force in shell. (API 620) Nh = 9.80665·G·Y·D / 2 | N/mm | ||||||
| Nv | : | Vertical force in shell.(API 620) Nv = Av·Nh / 2.5 | N/mm | ||||||
| Ni | : | Impulsive hoop membrane force in shell. | N/mm | ||||||
| Nc | : | Convective hoop membrane force in shell. | N/mm | ||||||
| Nv | : | Vertical force in shell.(API 620) Nv = Av×Nh / 2.5 | N/mm | ||||||
| σT | : | Total combined hoop stress in each shell (API 650 Annex E.6.1.4-6) | MPa | ||||||
| |||||||||
| Pt | : | Dynamic pressure in each shell (Reverse calculation by σT) | kPa | ||||||
| |||||||||
| Fty | : | Min. yield strength of shell course, | 344.74 | MPa | |||||
| Sd | : | Product design stress of shell course, | 144.79 | MPa | |||||
| σa | : | Allowable stress of shell course, σa=Min(0.9·Fty, 1.33·Sd) | 192.57 | MPa |
No.6. 한화 AMMONIA Tank Size, D= 40, H= 32.8 (m), Storage Capacity = 0 (m³)
[tid=[10] b[0] = RPT_RESULT[5] = API 620 OR API 650 ONE-Foot Weight Summary
PLATE MATERIAL LIST ( 자재구매비 추정금액 )
Tank No. : 한화 AMMONIA / OUTER TANK
[TABLE 3] H-BEAM SECTION PROPERTY INFOMATION FOR ROOF STRUCTURE (RAFTER and RING GIRDER)
ATTACHMENT A. WELD METAL PURCHASE COST / 용접봉 구매 비용
Note
1. 평판 용접자세 (1G~4G) [인터넷 자료]
2. 용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율)
div id='atDiv_4_10', at[10].divRPT[4] Contents 내용 = 한화 AMMONIA] 4.Weld Metal] 51 [KB][tid=[10] b[0] = RPT_RESULT[5] = API 620 OR API 650 ONE-Foot Weight Summary
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
Tank No. : 한화 AMMONIA / OUTER TANK
| 0. Project Description (Tank No.) | 1. Design Code | 2. Containment System | 3. 내외조구분 | 4. Content | 16. SG | 18. Design Pressure (MPa) | 19. Design temperature (℃) | 10. Diameter (mm) | 11. Height (mm) | 13. CA (mm) | 12. Joint Efficiency | 14. DLL (mm) | 15. HTL (mm) |
| 한화 AMMONIA | API 620 | SINGLE | OUTER | AMMONIA | 0.683 | 0.015 | -40 | 40000 | 32800 | 1.5 | 1 | 29520 | 29520 |
| 1. [OUTER TANK] Shell Plate | |||||||||||||||||||
| Net Weight (설계중량) | Gross Weight (자재구매 중량) | 자재구매가격 Shell Plate Purchsing Price | Remark | ||||||||||||||||
| Shell Course No. | Material | Thk. (mm) | Width (mm) | Length (mm) | Qty (SHT) | Net WT (Ton) | Shell Course No. | Material | Thk. (mm) | Width (mm) | Length (mm) | Qty (SHT) | Gross WT (Ton) | Loss Grs/net Ratio(%) | 수입 자재단가 (USD/Ton) | 수입 자재금액 (USD) | 내수 자재단가 (천원/Ton) | 내수 자재금액 (천원) | Remark |
| 10 th Shell Plate | A283-C | 32.0 | 800 | 12576 | 10 | 25.270 | 10 | A283-C | 32.0 | 850 | 12620 | 10 | 26.950 | 6.65 | 1,137.29 | 30,650 | 1,400.00 | 37,730 | This shell plate is Compression Ring |
| 9 th Shell Plate | A537-CL1 | 9.0 | 2400 | 12569 | 10 | 21.310 | 9 | A537-CL1 | 9.0 | 2450 | 12610 | 11 | 24.013 | 12.68 | 1,541.67 | 37,020 | 1,850.00 | 44,424 | Stiff and jig 부착 PAD PLATE 1 Sheet 포함 |
| 8 th Shell Plate | A537-CL1 | 9.0 | 3700 | 12569 | 10 | 32.860 | 8 | A537-CL1 | 9.0 | 3750 | 12610 | 10 | 33.410 | 1.67 | 1,541.67 | 51,507 | 1,850.00 | 61,808 | |
| 7 th Shell Plate | A537-CL1 | 11.0 | 3700 | 12569 | 10 | 40.160 | 7 | A537-CL1 | 11.0 | 3750 | 12610 | 10 | 40.830 | 1.67 | 1,541.67 | 62,946 | 1,850.00 | 75,536 | |
| 6 th Shell Plate | A537-CL1 | 14.0 | 3700 | 12570 | 10 | 51.110 | 6 | A537-CL1 | 14.0 | 3750 | 12620 | 10 | 52.010 | 1.76 | 1,541.67 | 80,182 | 1,850.00 | 96,218 | |
| 5 th Shell Plate | A537-CL1 | 18.0 | 3700 | 12572 | 10 | 65.730 | 5 | A537-CL1 | 18.0 | 3750 | 12620 | 10 | 66.870 | 1.73 | 1,541.67 | 103,091 | 1,850.00 | 123,710 | |
| 4 th Shell Plate | A537-CL1 | 21.0 | 3700 | 12572 | 10 | 76.680 | 4 | A537-CL1 | 21.0 | 3750 | 12620 | 10 | 78.020 | 1.75 | 1,541.67 | 120,281 | 1,850.00 | 144,337 | |
| 3 rd Shell Plate | A537-CL1 | 24.5 | 3700 | 12574 | 10 | 89.480 | 3 | A537-CL1 | 24.5 | 3750 | 12620 | 10 | 91.020 | 1.72 | 1,541.67 | 140,323 | 1,850.00 | 168,387 | |
| 2 nd Shell Plate | A537-CL1 | 28.0 | 3700 | 12575 | 10 | 102.270 | 2 | A537-CL1 | 28.0 | 3750 | 12620 | 10 | 104.020 | 1.71 | 1,541.67 | 160,365 | 1,850.00 | 192,437 | |
| 1 st Shell Plate | A537-CL1 | 31.0 | 3700 | 12576 | 10 | 113.230 | 1 | A537-CL1 | 31.0 | 3750 | 12620 | 11 | 126.687 | 11.88 | 1,541.67 | 195,310 | 1,850.00 | 234,371 | 1st Shell Nozzzle and Openning PAD PLATE 1 Sheet 포함 |
| [OUTER TANK] Shell Plate Total = | 100 | 618.100 | Total Qty and Weight = | 102 | 643.830 | 4.16 | 1,524.74 | 981,675 | 1,831.16 | 1,178,958 | (천원) | ||||||||
| Shell 재질이 2개 일 경우 재질별 합계표 | |||||||||||||||||||
| Part Name | Material | Shell Course No. | Qty (SHT) | Net WT (Ton) | Thickness Range (mm) | Width (mm) | Length (mm) | Qty (SHT) | Gross WT (Ton) | Loss Grs/net Ratio(%) | 수입 자재단가 (USD/Ton) | 수입 자재금액 (USD) | 내수 자재단가 (천원/Ton) | 내수 자재금액 (천원) | Remark | ||||
| 2 nd Material | A283-C | #10 ~ #10 | 10 | 25.270 | t 32.0 ~ 32.0 | 850 | 12620 | 10 | 26.950 | 6.65 | 1137.29 | 30,650 | 1400.00 | 37,730 | 2nd Material (#10 ~ #10 top shell course) | ||||
| 1 st Material | A537-CL1 | #1 ~ #9 | 92 | 592.830 | t 31.0 ~ 9.0 | 3750 | 12620 | 92 | 616.880 | 4.06 | 1,541.67 | 951,025 | 1,850.00 | 1,141,228 | Primary Material (#1 ~ #9 Shell course) | ||||
| 2. [OUTER TANK] Bottom / Annular / Roof Plate / Knuckle / Suspended Deck | |||||||||||||||||||
| Net Weight (설계중량) | Gross Weight (자재구매 중량) | 자재구매가격 Shell Plate Purchsing Price | Remark | ||||||||||||||||
| Part Name | Material | Shell Course No. | Qty (SHT) | Net WT (Ton) | Thickness Range (mm) | Width (mm) | Length (mm) | Qty (SHT) | Gross WT (Ton) | Loss Grs/net Ratio(%) | 수입 자재단가 (USD/Ton) | 수입 자재금액 (USD) | 내수 자재단가 (천원/Ton) | 내수 자재금액 (천원) | Remark | ||||
| 1. Bottom Plate | A553-TYPE1 | 8.0 | 2438 | 6096 | 79.50 | 74.180 | 1 | A553-TYPE1 | 8.0 | 2438 | 6096 | 85 | 79.305 | 6.91 | 1,300.00 | 103,096 | 1,690.00 | 134,025 | |
| 2. Annular Plate | A553-TYPE1 | 20.5 | 2438 | 6096 | 6.50 | 15.440 | 2 | A553-TYPE1 | 20.5 | 2438 | 6096 | 8 | 19.136 | 23.94 | 1,300.00 | 24,877 | 1,690.00 | 32,340 | |
| 3. Roof Plate | A516-60 | 7.0 | 2438 | 6096 | 96.90 | 79.110 | 3 | A516-60 | 7.0 | 2438 | 6096 | 104 | 84.968 | 7.40 | 1,300.00 | 110,458 | 1,690.00 | 143,596 | |
| 4. Knuckle Plate | A516-60 | 25.0 | 1528 | 5236 | 24.00 | 37.683 | 4 | A516-60 | 25.0 | 1678 | 5386 | 26 | 46.124 | 22.40 | 1,300.00 | 59,961 | 1,690.00 | 77,950 | |
| 5. Suspended Deck | Aluminum OR CS | 1.2 | 2438 | 6096 500 | 1 SET | 50.265 | 5 | Aluminum OR CS | 1.2 | 2438 | 6096 500 | 1 | 50.265 | 10.00 | 1,300.00 | 71,880 | 1,690.00 | 93,443 | 중량 산출근거 : 알루미늄 면적당 : 40.0 kg/m²× 1.257 (m²) |
| [OUTER TANK] Bottom / Annular / Total = | 256.678 | Total Qty and Weight = | 284.825 | 370,272 | USD | 481,354 | (천원) | ||||||||||||
| [OUTER TANK] Grand Total = | 874.778 | Grand Total Qty and Weight = | 928.655 | 1,351,948 | USD | 1,660,312 | (천원) | ||||||||||||
| OUTER / Dome Roof Structure 견적예상중량 | ||||||||||||||||||||
| Net Weight (설계 중량) | Gross Weight (자재구매 중량) | 자재구매가격(Ton) | Remark | |||||||||||||||||
| No | DESCRIPTION | SIZE | Material | Unit Wt (kg/m) | RING QTY (PCS) | SEGMENT LENGTH (mm) | NET LENGTH (m / pcs) | QTY (PCS) | TOTAL LENGTH (m) | Net Weight (Ton) | SIZE | Material | Unit Wt (kg/m) | 발주길이 (PCS) | 1 PCS 중량 (kg) | 발주수량 (PCS) | 총 발주 중량 (Ton) | 현대제철 자재단가 (천원/Ton) | 자재 구매금액 (천원) | Remark |
| 1. | RAFTER (H-BEAM) | H346X174X6X9 | A36 | 41.4 | 4.0 | 4649.9 | 18.6 | 52.0 | 967.2 | 40.042 | H346X174X6X9 | A36 | 41.4 | 10500 | 434.7 | 107 | 46.513 | 1300.00 | 60,467 | SPACE 3 PCS 포함, 양끝단 벤딩여유(600mm) |
| 2. | RING GIRDER (H-BEAM) | H346X174X6X9 | A36 | 41.4 | 4.0 Rings | N/A | 305.8 | 1 식 | 305.8 | 12.660 | H346X174X6X9 | A36 | 41.4 | 10900 | 451.26 | 29 | 13.087 | 1300.00 | 17,013 | |
| TOTAL | H346X174X6X9 | A36 | T.W = | 52.702 | H346X174X6X9 | A36 | 41.4 | T.W = | 59.600 | Ton | 77,480 | |||||||||
| kid = 8 | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16 | 17 | 18 | 19 | 20 | 21 | 22 | 23 | 24 | 25 |
| id | SIZE mm | H mm | B mm | t₁ mm | t₂ mm | r1 mm | r2 mm | A cm² | W Kg/m | Ix cm⁴ | Iy cm⁴ | rx cm | ry cm | Sx cm³ | Sy cm³ | ex cm | ey cm | Zx cm³ | Zy cm³ | Cw(비틀림) cm6x1000 | J(뒤틀링) cm4 | rts | λf=B/tf | λw=H-2tf/tw | L=5m/ry< 300 OK |
| 8 | H346X174X6X9 | 346 | 174 | 6 | 9 | 14 | 52.68 | 41.4 | 11100 | 792 | 14.5 | 3.88 | 642 | 91 | 17.3 | 8.7 | 716 | 140 | 224000 | 13.7 | 4.56 | 9.67 | 54.67 | L/r=69 < 200 OK Limit:29.0(M) |
ATTACHMENT A. WELD METAL PURCHASE COST / 용접봉 구매 비용
| CAP2 Propane(C3/C4) / INNER TANK, D= 71.3 (m), H= 24.8 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 9th) | A537-CL2+S5 | t 41 ~ 9.525 | 24800 | 14007 | 16 | 144 | 1119.2 | SAW-2G (수평용접) | 2240.0 | 402.85 | 98.0 | 1190.35 | 6600 | 1.00 | 7,261 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 1428.42 | 3500 | 1.00 | 4,999 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 396.8 | -9.00 | 90.0 | -3.48 | 6100 | 1.00 | -21 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A537-CL2+S5 | t 8×ø67046 | 2438 | 6096 | N/A | N/A | 221.72 | FCAW FILLET (2F) | 1218.2 | 38.40 | 90.0 | 408.00 | 6100 | 1.00 | 2,489 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL2+S5 | t 27×(ø71568 - ø66946) | 2311 | N/A | 32 | 106.57 | SMAW V-GROOVE (1G+4G) | 74.0 | 451.40 | 60.0 | 436.75 | 59000 | 1.00 | 25,768 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 4. STIFFENER / TOP GIRDER | A537-CL2+S5 | L450x9.525+120x9.525 FB 150x12 | 14007 | 16 | 5 개소 (양쪽필렛연속) | 30.39 | FCAW FILLET (2F+4F) 양면필렛연속용접 | 1120.0 | 270.00 | 90.0 | 2637.60 | 3200 | 1.00 | 8,440 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |
| CAP2 Propane(C3/C4) / INNER TANK Weld Metal Total = | 5720.89 | kg | 48,936 | (천원) | ||||||||||||
| CAP2 Propane(C3/C4) / Outer TANK, D= 73.3 (m), H= 25.9 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 10th) | A537-CL2+S5 | t 34 ~ 9.525 | 25900 | 12799 | 18 | 180 | 1002.0 | SAW-2G (수평용접) | 2530.0 | 327.57 | 98.0 | 936.45 | 6600 | 1.00 | 5,712 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 1123.74 | 3500 | 1.00 | 3,933 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 466.2 | -10.00 | 90.0 | -4.07 | 6100 | 1.00 | -25 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A516-60N+S5 | t 8×ø66706 | 2438 | 6096 | N/A | N/A | 219.47 | FCAW FILLET (2F) | 1207.3 | 38.40 | 90.0 | 404.00 | 6100 | 1.00 | 2,464 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL2+S5 | t 23×(ø73540 - ø66606) | 3467 | N/A | 36 | 134.81 | SMAW V-GROOVE (1G+4G) | 124.8 | 313.50 | 60.0 | 511.93 | 59000 | 1.00 | 30,204 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 5.1 ROOF PLATE | A516-70 | t 9, RR=65970 | 2399 | 4482 | N/A | N/A | 313.62 | FCAW(1G) BUTT OR SINGLE LAP | 4588.3 | 72.25 | 70.0 | 3717.61 | 3200 | 1.00 | 11,896 | FCAW ROOF (OD 1.4 DS 7100), About Unit Price = 3200 (원/kg) |
| 5.2 ROOF PLATE to Rafter/Girder | A36 | H400X200X8X13 | 35858(L) | 96 Rafters + 8 Rings(L:1146.0m) | 302.82 | FCAW (4F) ø1.2 DS7100 E71T-1C | 4588.3 | 72.25 | 70.0 | 3717.61 | 3200 | 1.00 | 11,896 | FCAW(DS7100), About Unit Price = 3200 (원/kg) | ||
| CAP2 Propane(C3/C4) / Outer TANK Weld Metal Total = | 9955.34 | kg | 66,080 | (천원) | ||||||||||||
| INNER/OUTER TANK TOTAL = | 15676.23 | kg | 115,016 | (천원) | ||||||||||||
| 벽산남해화학 AMMONIA / OUTER TANK, D= 43.106 (m), H= 28.502 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 9th) | A537-CL1+S5 | t 27 ~ 25 | 28502 | 13550 | 10 | 90 | 471.2 | SAW-2G (수평용접) | 1350.0 | 538.10 | 98.0 | 716.45 | 3900 | 1.00 | 2,723 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 859.74 | 3300 | 1.00 | 2,837 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 285.0 | -9.00 | 90.0 | -2.44 | 3800 | 1.00 | -9 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A516-60N+S5 | t 6.5×ø41886 | 2438 | 6096 | N/A | N/A | 70.31 | FCAW FILLET (2F) | 522.5 | 25.35 | 90.0 | 116.00 | 3800 | 1.00 | 441 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL1+S5 | t 18×(ø43318 - ø41786) | 766 | N/A | 20 | 14.47 | SMAW V-GROOVE (1G+4G) | 15.3 | 200.60 | 60.0 | 40.2 | 59000 | 1.00 | 2,372 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 5.1 ROOF PLATE | A283-C | t 6, RR=38800 | 2418 | 3970 | N/A | N/A | 76.56 | FCAW(1G) BUTT OR SINGLE LAP | 1531.1 | 18.00 | 70.0 | 309.07 | 3200 | 1.00 | 989 | FCAW ROOF (OD 1.4 DS 7100), About Unit Price = 3200 (원/kg) |
| 5.2 ROOF PLATE to Rafter/Girder | A36 | H300X150X6.5X9 | 19848(L) | 56 Rafters + 5 Rings(L:419.6m) | 56.2 | FCAW (4F) ø1.2 DS7100 E71T-1C | 1531.1 | 36.00 | 70.0 | 618.13 | 3200 | 1.00 | 1,978 | FCAW(DS7100), About Unit Price = 3200 (원/kg) | ||
| 벽산남해화학 AMMONIA / OUTER TANK Weld Metal Total = | 2676.95 | kg | 11,331 | (천원) | ||||||||||||
| INNER/OUTER TANK TOTAL = | 2676.95 | kg | 11,331 | (천원) | ||||||||||||
| 한화 AMMONIA / OUTER TANK, D= 40 (m), H= 32.8 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 10th) | A537-CL1 | t 31 ~ 32 | 32800 | 12576 | 10 | 100 | 618.1 | SAW-2G (수평용접) | 1375.0 | 828.56 | 98.0 | 997.72 | 3900 | 1.00 | 3,791 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 1197.26 | 3300 | 1.00 | 3,950 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 328.0 | -10.00 | 90.0 | -2.84 | 3800 | 1.00 | -11 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A553-TYPE1 | t 8×ø38780 | 2438 | 6096 | N/A | N/A | 74.18 | FCAW FILLET (2F) | 462.0 | 38.40 | 90.0 | 155.00 | 3800 | 1.00 | 589 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL1 | t 21×(ø40228 - ø38680) | 774 | N/A | 20 | 15.44 | SMAW V-GROOVE (1G+4G) | 15.5 | 260.20 | 60.0 | 52.7 | 59000 | 1.00 | 3,109 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 5.1 ROOF PLATE | A516-60 | t 7, RR=32000 | 2417 | 4650 | N/A | N/A | 79.11 | FCAW(1G) BUTT OR SINGLE LAP | 1273.0 | 49.00 | 70.0 | 699.50 | 3200 | 1.00 | 2,238 | FCAW ROOF (OD 1.4 DS 7100), About Unit Price = 3200 (원/kg) |
| 5.2 ROOF PLATE to Rafter/Girder | A36 | H346X174X6X9 | 18600(L) | 52 Rafters + 4 Rings(L:305.8m) | 52.7 | FCAW (4F) ø1.2 DS7100 E71T-1C | 1273.0 | 49.00 | 70.0 | 699.50 | 3200 | 1.00 | 2,238 | FCAW(DS7100), About Unit Price = 3200 (원/kg) | ||
| 한화 AMMONIA / OUTER TANK Weld Metal Total = | 3806.14 | kg | 15,904 | (천원) | ||||||||||||
| INNER/OUTER TANK TOTAL = | 3806.14 | kg | 15,904 | (천원) | ||||||||||||
1. 평판 용접자세 (1G~4G) [인터넷 자료]
2. 용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율)
| A) 링컨 X-Groove 용접부 단면적 계산 | B) 또 다른 용접부 단면적 계산 |
No.6. 한화 AMMONIA Tank Size, D= 40, H= 32.8 (m), Storage Capacity = 0 (m³)
[RPT_RESULT[7] = API 650 ONE-FOOT WELD METAL Summary
1. Welding MAP / Welding 공수 / 용접봉 금액 ( API 620 TANK ) [링컨 용접봉 Web calculation] 평판 용접자세 (1G~4G) [인터넷 자료]
2. WELD METAL PURCHASING COST / 용접봉 구매 비용
Note
1. 평판 용접자세 (1G~4G) [인터넷 자료]
2. 용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율)
API 650 STD. Tank 수평 / 수직용접
Annular Plate + 1st Shell plate 용접
API 650 SEC. 8 RT MAP.png
div id='atDiv_8_10', at[10].divRPT[8] Contents 내용 = 한화 AMMONIA] 8.Roof Structure] 103 [KB][RPT_RESULT[7] = API 650 ONE-FOOT WELD METAL Summary
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
1. Welding MAP / Welding 공수 / 용접봉 금액 ( API 620 TANK ) [링컨 용접봉 Web calculation] 평판 용접자세 (1G~4G) [인터넷 자료]
| 벽산남해화학 AMMONIA / OUTER TANK Net Weight (설계중량) D= 43.106 (m), H= 28.502 (m) | Horizontal Weld (수평용접 : 2G) [자동:SAW or 수동:SMAW] [용착효율:SAW (95%) / 수동:SMAW (60%)] | Vertical Weld (수직용접) [ FCAW 용착효율: (90%) ] | 합계중량 | REMARK | [새창에서] 벽산남해화학 AMMONIA / OUTER TANK 큰 이미지 로 보기 [새창에서] PDF 도면 보기 [새창에서] SHOP_WPS_PQR_SUMBAWA_50K PDF 보기 |
||||||||||||||||
| No. | Material | Thickness (mm) | Width (mm) | Length (mm) | Qty (SHT) | Weight (Ton) | Joint No. | 수평용접 총길이 (m) | 용입부 단면적 A(mm²) | 용접봉 NET중량 (kg) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | Joint No. | shCirQty=[10] 수직용접 총길이 VL = 10 PCS × Each S.W(m) | 용입부 단면적 A(mm²) | 용접봉 NET중량 (kg) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 수평+수직 용접봉중량 (kg) | REMARK | |
| 9 | A537-CL1+S5 (Comp. Ring+Top Shell) | 25.0 | 502 | 13550 | 10 | 13.350 | 2G-H9 | 135 | 367.50 | 389.46 | 95 | 409.96 | 3G-V9 | 0.502m ×10= 5.02 m | -1.00 | -0.04 | 90 | -0.04 | 409.92 | ||
| 8 | A537-CL1+S5 | 8.0 | 3500 | 13544 | 10 | 29.770 | 2G-H8 | 135 | -1.00 | -1.06 | 95 | -1.12 | 3G-V8 | 3.5m ×10= 35 m | -1.00 | -0.27 | 90 | -0.30 | -1.42 | ||
| 7 | A537-CL1+S5 | 8.0 | 3500 | 13544 | 10 | 29.770 | 2G-H7 | 135 | -1.00 | -1.06 | 95 | -1.12 | 3G-V7 | 3.5m ×10= 35 m | -1.00 | -0.27 | 90 | -0.30 | -1.42 | ||
| 6 | A537-CL1+S5 | 9.0 | 3500 | 13544 | 10 | 33.490 | 2G-H6 | 135 | -1.00 | -1.06 | 95 | -1.12 | 3G-V6 | 3.5m ×10= 35 m | -1.00 | -0.27 | 90 | -0.30 | -1.42 | ||
| 5 | A537-CL1+S5 | 12.0 | 3500 | 13545 | 10 | 44.660 | 2G-H5 | 135 | -1.00 | -1.06 | 95 | -1.12 | 3G-V5 | 3.5m ×10= 35 m | -1.00 | -0.27 | 90 | -0.30 | -1.42 | ||
| 4 | A537-CL1+S5 | 16.0 | 3500 | 13547 | 10 | 59.550 | 2G-H4 | 135 | -1.00 | -1.06 | 95 | -1.12 | 3G-V4 | 3.5m ×10= 35 m | -1.00 | -0.27 | 90 | -0.30 | -1.42 | ||
| 3 | A537-CL1+S5 | 20.0 | 3500 | 13548 | 10 | 74.450 | 2G-H3 | 135 | -1.00 | -1.06 | 95 | -1.12 | 3G-V3 | 3.5m ×10= 35 m | -1.00 | -0.27 | 90 | -0.30 | -1.42 | ||
| 2 | A537-CL1+S5 | 23.0 | 3500 | 13549 | 10 | 85.620 | 2G-H2 | 135 | -1.00 | -1.06 | 95 | -1.12 | 3G-V2 | 3.5m ×10= 35 m | -1.00 | -0.27 | 90 | -0.30 | -1.42 | ||
| 1 | A537-CL1+S5 | 27.0 | 3500 | 13550 | 10 | 100.520 | 2G-H1 | 135 | -1.00 | -1.06 | 98 | -1.12 | 3G-V1 | 3.5m ×10= 35 m | -1.00 | -0.27 | 90 | -0.30 | -1.42 | ||
| A) | 1st Shell + Annular Plate | t1st= 27 tAnn= 18 | 3500 | 13550 | N/A | N/A | 1F-An | 135.0 | 178.60 | 189.27 | 60 | 315.45 | - | - | - | - | - | - | -1.12 | ||
| 벽산남해화학 AMMONIA / OUTER TANK Total = | 90 | 471.2 | HLEN = | 1350.0 | 538.10 | 570.25 | 98 | 716.45 | VLEN = | 285.020 | -9.00 | -2.20 | 90 | -2.44 | 714.01 | ||||||
| 한화 AMMONIA / OUTER TANK Net Weight (설계중량) D= 40 (m), H= 32.8 (m) | Horizontal Weld (수평용접 : 2G) [자동:SAW or 수동:SMAW] [용착효율:SAW (95%) / 수동:SMAW (60%)] | Vertical Weld (수직용접) [ FCAW 용착효율: (90%) ] | 합계중량 | REMARK | [새창에서] 한화 AMMONIA / OUTER TANK 큰 이미지 로 보기 [새창에서] PDF 도면 보기 [새창에서] SHOP_WPS_PQR_SUMBAWA_50K PDF 보기 |
||||||||||||||||
| No. | Material | Thickness (mm) | Width (mm) | Length (mm) | Qty (SHT) | Weight (Ton) | Joint No. | 수평용접 총길이 (m) | 용입부 단면적 A(mm²) | 용접봉 NET중량 (kg) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | Joint No. | shCirQty=[10] 수직용접 총길이 VL = 10 PCS × Each S.W(m) | 용입부 단면적 A(mm²) | 용접봉 NET중량 (kg) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 수평+수직 용접봉중량 (kg) | REMARK | |
| 10 | A283-C (Comp. Ring+Top Shell) | 32.0 | 800 | 12576 | 10 | 25.270 | 2G-H10 | 125 | 602.11 | 590.82 | 95 | 621.92 | 3G-V10 | 0.8m ×10= 8 m | -1.00 | -0.06 | 90 | -0.07 | 621.85 | ||
| 9 | A537-CL1 | 9.0 | 2400 | 12569 | 10 | 21.310 | 2G-H9 | 125 | -1.00 | -0.98 | 95 | -1.03 | 3G-V9 | 2.4m ×10= 24 m | -1.00 | -0.19 | 90 | -0.21 | -1.24 | ||
| 8 | A537-CL1 | 9.0 | 3700 | 12569 | 10 | 32.860 | 2G-H8 | 125 | -1.00 | -0.98 | 95 | -1.03 | 3G-V8 | 3.7m ×10= 37 m | -1.00 | -0.29 | 90 | -0.32 | -1.35 | ||
| 7 | A537-CL1 | 11.0 | 3700 | 12569 | 10 | 40.160 | 2G-H7 | 125 | -1.00 | -0.98 | 95 | -1.03 | 3G-V7 | 3.7m ×10= 37 m | -1.00 | -0.29 | 90 | -0.32 | -1.35 | ||
| 6 | A537-CL1 | 14.0 | 3700 | 12570 | 10 | 51.110 | 2G-H6 | 125 | -1.00 | -0.98 | 95 | -1.03 | 3G-V6 | 3.7m ×10= 37 m | -1.00 | -0.29 | 90 | -0.32 | -1.35 | ||
| 5 | A537-CL1 | 18.0 | 3700 | 12572 | 10 | 65.730 | 2G-H5 | 125 | -1.00 | -0.98 | 95 | -1.03 | 3G-V5 | 3.7m ×10= 37 m | -1.00 | -0.29 | 90 | -0.32 | -1.35 | ||
| 4 | A537-CL1 | 21.0 | 3700 | 12572 | 10 | 76.680 | 2G-H4 | 125 | -1.00 | -0.98 | 95 | -1.03 | 3G-V4 | 3.7m ×10= 37 m | -1.00 | -0.29 | 90 | -0.32 | -1.35 | ||
| 3 | A537-CL1 | 24.5 | 3700 | 12574 | 10 | 89.480 | 2G-H3 | 125 | -1.00 | -0.98 | 95 | -1.03 | 3G-V3 | 3.7m ×10= 37 m | -1.00 | -0.29 | 90 | -0.32 | -1.35 | ||
| 2 | A537-CL1 | 28.0 | 3700 | 12575 | 10 | 102.270 | 2G-H2 | 125 | -1.00 | -0.98 | 95 | -1.03 | 3G-V2 | 3.7m ×10= 37 m | -1.00 | -0.29 | 90 | -0.32 | -1.35 | ||
| 1 | A537-CL1 | 31.0 | 3700 | 12576 | 10 | 113.230 | 2G-H1 | 125 | -1.00 | -0.98 | 98 | -1.03 | 3G-V1 | 3.7m ×10= 37 m | -1.00 | -0.29 | 90 | -0.32 | -1.35 | ||
| A) | 1st Shell + Annular Plate | t1st= 31 tAnn= 20.5 | 3700 | 12576 | N/A | N/A | 1F-An | 125.0 | 235.45 | 231.04 | 60 | 385.07 | - | - | - | - | - | - | -1.03 | ||
| 한화 AMMONIA / OUTER TANK Total = | 100 | 618.1 | HLEN = | 1375.0 | 828.56 | 813.04 | 98 | 997.72 | VLEN = | 328.000 | -10.00 | -2.57 | 90 | -2.84 | 994.88 | ||||||
2. WELD METAL PURCHASING COST / 용접봉 구매 비용
| CAP2 Propane(C3/C4) / INNER TANK, D= 71.3 (m), H= 24.8 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 9th) | A537-CL2+S5 | t 41 ~ 9.525 | 24800 | 14007 | 16 | 144 | 1119.2 | SAW-2G (수평용접) | 2240.0 | 402.85 | 98.0 | 1190.35 | 6600 | 1.00 | 7,261 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 1428.42 | 3500 | 1.00 | 4,999 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 396.8 | -9.00 | 90.0 | -3.48 | 6100 | 1.00 | -21 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A537-CL2+S5 | t 8×ø67046 | 2438 | 6096 | N/A | N/A | 221.72 | FCAW FILLET (2F) | 1218.2 | 38.40 | 90.0 | 408.00 | 6100 | 1.00 | 2,489 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL2+S5 | t 27×(ø71568 - ø66946) | 2311 | N/A | 32 | 106.57 | SMAW V-GROOVE (1G+4G) | 74.0 | 451.40 | 60.0 | 436.75 | 59000 | 1.00 | 25,768 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 4. STIFFENER / TOP GIRDER | A537-CL2+S5 | L450x9.525+120x9.525 FB 150x12 | 14007 | 16 | 5 개소 (양쪽필렛연속) | 30.39 | FCAW FILLET (2F+4F) 양면필렛연속용접 | 1120.0 | 270.00 | 90.0 | 2637.60 | 3200 | 1.00 | 8,440 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |
| CAP2 Propane(C3/C4) / INNER TANK Weld Metal Total = | 5720.89 | kg | 48,936 | (천원) | ||||||||||||
| CAP2 Propane(C3/C4) / Outer TANK, D= 73.3 (m), H= 25.9 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 10th) | A537-CL2+S5 | t 34 ~ 9.525 | 25900 | 12799 | 18 | 180 | 1002.0 | SAW-2G (수평용접) | 2530.0 | 327.57 | 98.0 | 936.45 | 6600 | 1.00 | 5,712 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 1123.74 | 3500 | 1.00 | 3,933 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 466.2 | -10.00 | 90.0 | -4.07 | 6100 | 1.00 | -25 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A516-60N+S5 | t 8×ø66706 | 2438 | 6096 | N/A | N/A | 219.47 | FCAW FILLET (2F) | 1207.3 | 38.40 | 90.0 | 404.00 | 6100 | 1.00 | 2,464 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL2+S5 | t 23×(ø73540 - ø66606) | 3467 | N/A | 36 | 134.81 | SMAW V-GROOVE (1G+4G) | 124.8 | 313.50 | 60.0 | 511.93 | 59000 | 1.00 | 30,204 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 5.1 ROOF PLATE | A516-70 | t 9, RR=65970 | 2399 | 4482 | N/A | N/A | 313.62 | FCAW(1G) BUTT OR SINGLE LAP | 4588.3 | 72.25 | 70.0 | 3717.61 | 3200 | 1.00 | 11,896 | FCAW ROOF (OD 1.4 DS 7100), About Unit Price = 3200 (원/kg) |
| 5.2 ROOF PLATE to Rafter/Girder | A36 | H400X200X8X13 | 35858(L) | 96 Rafters + 8 Rings(L:1146.0m) | 302.82 | FCAW (4F) ø1.2 DS7100 E71T-1C | 4588.3 | 72.25 | 70.0 | 3717.61 | 3200 | 1.00 | 11,896 | FCAW(DS7100), About Unit Price = 3200 (원/kg) | ||
| CAP2 Propane(C3/C4) / Outer TANK Weld Metal Total = | 9955.34 | kg | 66,080 | (천원) | ||||||||||||
| INNER/OUTER TANK TOTAL = | 15676.23 | kg | 115,016 | (천원) | ||||||||||||
| 벽산남해화학 AMMONIA / OUTER TANK, D= 43.106 (m), H= 28.502 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 9th) | A537-CL1+S5 | t 27 ~ 25 | 28502 | 13550 | 10 | 90 | 471.2 | SAW-2G (수평용접) | 1350.0 | 538.10 | 98.0 | 716.45 | 3900 | 1.00 | 2,723 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 859.74 | 3300 | 1.00 | 2,837 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 285.0 | -9.00 | 90.0 | -2.44 | 3800 | 1.00 | -9 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A516-60N+S5 | t 6.5×ø41886 | 2438 | 6096 | N/A | N/A | 70.31 | FCAW FILLET (2F) | 522.5 | 25.35 | 90.0 | 116.00 | 3800 | 1.00 | 441 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL1+S5 | t 18×(ø43318 - ø41786) | 766 | N/A | 20 | 14.47 | SMAW V-GROOVE (1G+4G) | 15.3 | 200.60 | 60.0 | 40.2 | 59000 | 1.00 | 2,372 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 5.1 ROOF PLATE | A283-C | t 6, RR=38800 | 2418 | 3970 | N/A | N/A | 76.56 | FCAW(1G) BUTT OR SINGLE LAP | 1531.1 | 18.00 | 70.0 | 309.07 | 3200 | 1.00 | 989 | FCAW ROOF (OD 1.4 DS 7100), About Unit Price = 3200 (원/kg) |
| 5.2 ROOF PLATE to Rafter/Girder | A36 | H300X150X6.5X9 | 19848(L) | 56 Rafters + 5 Rings(L:419.6m) | 56.2 | FCAW (4F) ø1.2 DS7100 E71T-1C | 1531.1 | 36.00 | 70.0 | 618.13 | 3200 | 1.00 | 1,978 | FCAW(DS7100), About Unit Price = 3200 (원/kg) | ||
| 벽산남해화학 AMMONIA / OUTER TANK Weld Metal Total = | 2676.95 | kg | 11,331 | (천원) | ||||||||||||
| INNER/OUTER TANK TOTAL = | 2676.95 | kg | 11,331 | (천원) | ||||||||||||
| 한화 AMMONIA / OUTER TANK, D= 40 (m), H= 32.8 (m) | 1. Weld Metal Estimate Weight and Price (천원) 2. [WPS/PQR/Welding Positioon/ 용접홈 / 탱크용접공부 / MORE DETAIL] 3.용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율) | |||||||||||||||
| Welding Location (ITEM NAME) | Shell Plate Main Material | Thickness 1st ~ top shell (mm) | Width (Height) W(mm) | Length L(mm) | Circum. QTY(PCS) | QTY (PCS) | BASE Metal Weight (Ton) | Welding Process ( Position ) | 총길이 L(m) | 용접부 단면적 A(mm²) | 용착 효율 (%) | 용접봉 발주예상 중량(kg) | 단가 (원/kg) | 할증 Loss 포함 | 총 구매 예상금액 (천원) | Remark |
| 1. SHELL PLATE (1st ~ 10th) | A537-CL1 | t 31 ~ 32 | 32800 | 12576 | 10 | 100 | 618.1 | SAW-2G (수평용접) | 1375.0 | 828.56 | 98.0 | 997.72 | 3900 | 1.00 | 3,791 | SAW WIRE (LNS NiCrMo60/16) ø2.4 ERNiCrMo-4 |
| 위 와 동일, FLUX 중량(kg) = SAW중량 × 120% | FLUX (For SAW-2G) | SAW중량×120%= | 1197.26 | 3300 | 1.00 | 3,950 | SAW FLUX (P2007) | |||||||||
| 위 와 동일 | FCAW-3G (수직용접) | 328.0 | -10.00 | 90.0 | -2.84 | 3800 | 1.00 | -11 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 | |||||||
| 2. BOTTOM PLATE | A553-TYPE1 | t 8×ø38780 | 2438 | 6096 | N/A | N/A | 74.18 | FCAW FILLET (2F) | 462.0 | 38.40 | 90.0 | 155.00 | 3800 | 1.00 | 589 | FCAW (Supercore 625P) ø1.2 ENiCrMo3T1-4 |
| 3. ANNULAR PLATE | A537-CL1 | t 21×(ø40228 - ø38680) | 774 | N/A | 20 | 15.44 | SMAW V-GROOVE (1G+4G) | 15.5 | 260.20 | 60.0 | 52.7 | 59000 | 1.00 | 3,109 | SMAW(NYLOID 2) ø4.0 ENiCrMo-6 | |
| 5.1 ROOF PLATE | A516-60 | t 7, RR=32000 | 2417 | 4650 | N/A | N/A | 79.11 | FCAW(1G) BUTT OR SINGLE LAP | 1273.0 | 49.00 | 70.0 | 699.50 | 3200 | 1.00 | 2,238 | FCAW ROOF (OD 1.4 DS 7100), About Unit Price = 3200 (원/kg) |
| 5.2 ROOF PLATE to Rafter/Girder | A36 | H346X174X6X9 | 18600(L) | 52 Rafters + 4 Rings(L:305.8m) | 52.7 | FCAW (4F) ø1.2 DS7100 E71T-1C | 1273.0 | 49.00 | 70.0 | 699.50 | 3200 | 1.00 | 2,238 | FCAW(DS7100), About Unit Price = 3200 (원/kg) | ||
| 한화 AMMONIA / OUTER TANK Weld Metal Total = | 3806.14 | kg | 15,904 | (천원) | ||||||||||||
| INNER/OUTER TANK TOTAL = | 3806.14 | kg | 15,904 | (천원) | ||||||||||||
1. 평판 용접자세 (1G~4G) [인터넷 자료]
2. 용접봉 발주 예상중량(kg) = 7850(kg/m³) × A(mm²) / 106 × L(m) × (100/용착효율)
| A) 링컨 X-Groove 용접부 단면적 계산 | B) 또 다른 용접부 단면적 계산 |
API 650 STD. Tank 수평 / 수직용접
Annular Plate + 1st Shell plate 용접
API 650 SEC. 8 RT MAP.png
No.6. 한화 AMMONIA Tank Size, D= 40, H= 32.8 (m), Storage Capacity = 0 (m³)
출처 : BOB-LONG Guide to Storage Tank ( Roof Structure Design, Page : 144 ~ 146 )
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
?pid=3&tid=10 img src='http://apitank.co.kr/api650/upload/3.imgRoof_5.png'
[imgGA_10]
출처 : BOB-LONG Guide to Storage Tank ( Roof Structure Design, Page : 144 ~ 146 )
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
CR=0.8 mm, RR=32000 mm, WR=200 kg/m2] CRT Roof Slope= 1/0.0, Roof Plate CA= 0 mm, Rafter CA= 0.0 mm
Tank Dia, D = 40(m), SRMAX = 0.9, CA(one side) = 0.0 (mm), RAFTER 등분(NPL) = [4]등분 X RAFTER 1개 길이 = 4.65 (m)
Roof Weight, Wr = 351.123 (Ton), Dome Roof Radius(RR=0.8*D = 32.0 m), Main Rafter 길이 = 18.6(m), Tank 단면적(Atank) = 1256.637(m2),
Tank Dia, D = 40(m), SRMAX = 0.9, CA(one side) = 0.0 (mm), RAFTER 등분(NPL) = [40]등분 X RAFTER 1개 길이 = 0.465 (m)
Roof Weight, Wr = 351.123 (Ton), Dome Roof Radius(RR=0.8*D = 32.0 m), Main Rafter 길이 = 18.6(m), Tank 단면적(Atank) = 1256.637(m2),
TABLE A1) H-BEAM PROPERTY TABLE [변수명 : HBEAM_PROPERTY_TABLE] 부식여유 CA = 0.0 mm 일 경우
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
myBuf[3] END = SKS_MAKE_JAVASCRIPT() (hidden div = 'fromSaveBase64' / div = 'atDiv_j_i' )
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
?pid=3&tid=10 img src='http://apitank.co.kr/api650/upload/3.imgRoof_5.png'
[imgGA_10]
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
| [Table 1.1] Main Rafter Calculation Result, tSum[0][0~19] | [Table 1.2] RAFTER SIZE [CA= 0.0 mm] | [Table 1.3] AISC-360 Calculation Result, rAry[0~11] | |||||||||||||||||||||||||||||||||||
| 번호 | tSum[0][ 0 ] | [ 1 ] | [ 2 ] | [ 3 ] | [ 4 ] | [ 5 ] | [ 6 ] | [ 7 ] | [ 8 ] | [ 9 ] | [ 10 ] | [ 11 ] | [ 12 ] | [ 13 ] | [ 14 ] | [ 15 ] | [ 16 ] | [ 17 ] | [ 18 ] | tSum[0][ 19 ] | id | HBs[id][3] | HBs[id][10] | HBs[id][16] | HBs[id][11] | rAry[ 1 ] | [ 2 ] | [ 3 ] | [ 4 ] | [ 5 ] | [ 6 ] | [ 7 ] | [ 8 ] | [ 9 ] | [ 10 ] | rAry[ 11 ] | |
| No. | Tank Dia. D (m) | CR (m) | RR=CR×D (m) | Roof Load TL (kPa) | Wr (Ton) | RAFTER 총수량 NMR(EA) | RAFTER 분할수량/1 EA NPL(EA) | RAF 등분각도 NMR(deg) | RAF 길이 NPL_arc(m) | BM (kN-m) | COM (kN) | Roof HT (m) | Atank (m2) | BWL=π×D / NMR BWL(m) | BM Rec. No. | BM Max. X =R (m) | BM Max. Y =H (m) | COM Rec. No. | COM Max. X =R (m) | COM Max. Y =H (m) | id | RAFTER SIZE | Area (cm2) | Sx (cm3) | Unit Wt (kg/m) | fc=COM/A (MPa) | Fc (MPa) | SRc= fc/Fc (MPa) | fb=BM/Sx (MPa) | Fb (MPa) | SRb= fb/Fb (MPa) | SR=0.5×SRc + SRb < 1.0 OK | Ring Len (m) | (1)Rafter Weight (Ton) | (2) Ring Weight (Ton) | (1)+(2) Rafter+Ring Weight (Ton) | |
| BB 1 | 40.000 | 0.800 | 32.000 | 2.740 | 351.123 | 52 | 4 | 8.326 | 4.650 | 47.797 | 91.309 | 7.020 | 1256.637 | 2.417 | 23 | 13.285 | 4.132 | 40 | 20.0 | 0.0 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 17.333 | 69.914 | 0.248 | 74.45 | 120.657 | 0.617 | 0.796< 0.9 OK! | 305.8 | 40.0 | 12.7 | 52.7 | 1개 Rafter 길이계산 : Raf수량:52.0 EA x (Ring:4.0(분할) x 길이(1등분/m) : 4.65 (m) = 967.2(m) |
| kid=8 | SIZE : H346X174X6X9 (41.4 kg/m), A= 52.68 cm2, Sx= 642 cm4 | ||||||||||||||||||||||||||
| 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16 | 17 | 18 | 19 | 20 | 21 | 22 | 23 | 24 | 25 | 26 | 27 | |
| 일반주문 (O,X) | 주문생산 (Ton) | CODE | SIZE mm | H mm | B mm | t₁ mm | t₂ mm | r1 mm | r2 mm | A cm² | W Kg/m | Ix cm⁴ | Iy cm⁴ | rx cm | ry cm | Sx cm³ | Sy cm³ | ex cm | ey cm | Zx cm³ | Zy cm³ | Cw(비틀림) cm6x1000 | J(뒤틀링) cm4 | rts | λf=B/tf | λw=H-2tf/tw | L=5m/ry< 300 OK |
| O | H346174 | H346X174X6X9 | 346 | 174 | 6 | 9 | 14 | 52.68 | 41.4 | 11100 | 792 | 14.5 | 3.88 | 642 | 91 | 17.3 | 8.7 | 716 | 140 | 224000 | 13.7 | 4.56 | 9.67 | 54.67 | L/r=69 < 200 OK Limit:29.0(M) | ||
출처 : BOB-LONG Guide to Storage Tank ( Roof Structure Design, Page : 144 ~ 146 )
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
CR=0.8 mm, RR=32000 mm, WR=200 kg/m2] CRT Roof Slope= 1/0.0, Roof Plate CA= 0 mm, Rafter CA= 0.0 mm
| 1 | Tank Diameter D = | 40.000 | m | |||||
| 2 | Radius, R = | 20.000 | m | F1 = | 0.09389 | rad | 5.379 | deg |
| 3 | F2 = | 0.67513 | rad | 38.682 | deg | |||
| 4 | Dome Roof Radius, RR = | 32.000 | m | F3 = | 0.58124 | rad | 33.303 | deg |
| 5 | (Center Ring R) RU = | 3.000 | m | F4 = | 6.879 | m | ||
| 6 | ARC = | 18.600 | m | |||||
| 7 | Atank = 3.14*D²/ 4 | 1256.6 | m² | (Input) Wr_Ton = | 351.123 | (Ton) | ||
| 8 | (Design Load) WR = | 0 | kg/m² | (Design Load) TL = WR/101.9716 | 2.740 | kN/m² | ||
| 9 | (RAFTER 수량) NMR = | 52 | EA | (RL-RU) * 2 = | 34.000 | m | ||
| 10 | PCL = | 1.48984 | kN | AREA of Rafter = | 5150 | mm² | ||
| 11 | HTR = | 0.99323 | KN/m | Z of Rafter = | 561200 | mm³ | ||
| 12 | HTT = | 5.62828 | KN/m | CA of Rafter = | 0 | mm | ||
| 13 | ( Horizontal ) HTH = | 63.954 | kN | Max(COM) = | Bellow Table | kN | ||
| 14 | ( Vertical ) VTH = | 66.215 | kN | Max(BM) = | Bellow Table | kN-m | ||
| 15 | Between Length = | 2.417 | (m) | Total Roof Load Wroof = TL * Atank | 351.123 | (Ton) | ||
Roof Weight, Wr = 351.123 (Ton), Dome Roof Radius(RR=0.8*D = 32.0 m), Main Rafter 길이 = 18.6(m), Tank 단면적(Atank) = 1256.637(m2),
| [Table 2] Beam Force[COM] and Moment[BM] Calculation (Purling Location Beam Stress) | 최적 MAIN RAFTER SIZE 계산(찾기) | ||||||||||||||||||||||||||||||
| F0 | F1 | F2 | F3 | F4 | F5 | F6 | F7 | F8 | F9 | F10 | F11 | F12 | F13 | F14 | F15 | F16 | F17 | F18 | F19 | F20 | F21 | F22 | F23 | F24 | F25 | F26 | F27 | F28 | F29 | F30 | F31 |
| Rec. No. | From CL degree[i] | 호길이 누적(m) | 사용안함 SPARE 필드 | Radius X (m) | Height Y (m) | XN (m) | F7= XN/RR (rad) | HD (m) | F8 (m) | BM (kN-m) | F10 (kN) | SF (kN) | COM (kN) | id | RAFTER SIZE | Area (cm2) | Sx (cm3) | Unit Wt (kg/m) | fc=COM/A (MPa) | Fc (MPa) | SRc= fc/Fc (MPa) | fb=BM/Sx (MPa) | Fb (MPa) | SRb= fb/Fb (MPa) | SR=SRc+SRb SR < 1.0 OK | (1)Rafter Weight (Ton) | RING Qty (EA) | RIMG LEN/1 EA (mm) | RING LEN(m) | (2)Girder Weight (Ton) | (1)+(2) Total Weight (Ton) |
| 0 | 5.37938 | 3.00441 | 3.000 | 6.879 | 0.000 | 0.000 | 0.000 | 0.000 | 1.490 | -4.512 | 63.812 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 21.060 | 45.767 | 0.460 | 0.000 | 141.702 | 0.000 | 0.460 < 0.9 OK! | 5.755 | 52 | 362.49 | 18.85 | 0.449 | 6.204 | ||
| 1 | 13.70508 | 7.65436 | 7.582 | 6.109 | 4.650 | 0.14531 | 4.582 | 0.770 | -26.698 | 9.515 | -5.908 | 64.387 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.764 | 51.920 | 0.265 | 55.505 | 112.954 | 0.491 | 0.702 < 0.9 OK! | 8.874 | 52 | 916.09 | 47.64 | 1.748 | 10.622 | |
| 2 | 22.03078 | 12.30431 | 12.003 | 4.683 | 9.300 | 0.29062 | 9.003 | 2.196 | -46.479 | 23.851 | -1.880 | 68.231 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.952 | 69.914 | 0.185 | 72.397 | 120.657 | 0.600 | 0.693 < 0.9 OK! | 10.011 | 52 | 1450.37 | 75.42 | 3.122 | 13.133 | |
| 3 | 30.35649 | 16.95426 | 16.172 | 2.633 | 13.950 | 0.43593 | 13.172 | 4.246 | -39.673 | 43.294 | 5.038 | 77.066 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 14.629 | 69.914 | 0.209 | 61.796 | 120.657 | 0.512 | 0.664 < 0.9 OK! | 10.011 | 52 | 1954.08 | 101.61 | 4.207 | 14.218 | |
| 4 | 38.68219 | 21.60421 | 20.000 | 0.000 | 18.600 | 0.58124 | 17.000 | 6.879 | 0.000 | 66.215 | 11.718 | 91.309 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 30.135 | 45.767 | 0.658 | 0.000 | 141.702 | 0.000 | 0.658 < 0.9 OK! | 5.755 | 0 | 0 | 0 | 0.000 | 5.755 | |
| Max. Bending Moment(BM) and Vertical Axial Force(COM) | MaxBM = | 46.479 | kN-m | MaxCOM = | 91.309 | kN | Roof Stru Weight (Ton) = | 49.932 | |||||||||||||||||||||||
| MaxBM = | 4.74 | ton-m | MaxCOM = | 9.311 | ton | ||||||||||||||||||||||||||
Roof Weight, Wr = 351.123 (Ton), Dome Roof Radius(RR=0.8*D = 32.0 m), Main Rafter 길이 = 18.6(m), Tank 단면적(Atank) = 1256.637(m2),
| [Table 3] Beam Force[COM] and Moment[BM] Calculation of Max. 100 divide location | 최적 SIZE 찾기 | ||||||||||||||||||||||||||||||
| F0 | F1 | F2 | F3 | F4 | F5 | F6 | F7 | F8 | F9 | F10 | F11 | F12 | F13 | F14 | F15 | F16 | F17 | F18 | F19 | F20 | F21 | F22 | F23 | F24 | F25 | F26 | F27 | F28 | F29 | F30 | F31 |
| Rec. No. | From CL degree[i] | 호길이 누적(m) | 사용안함 SPARE 필드 | Radius X (m) | Height Y (m) | XN (m) | F7= XN/RR (rad) | HD (m) | F8 (m) | BM (kN-m) | F10 (kN) | SF (kN) | COM (kN) | id | RAFTER SIZE | Area (cm2) | Sx (cm3) | Unit Wt (kg/m) | fc=COM/A (MPa) | Fc (MPa) | SRc= fc/Fc (MPa) | fb=BM/Sx (MPa) | Fb (MPa) | SRb= fb/Fb (MPa) | SR=SRc+SRb SR < 1.0 OK | (1)Rafter Weight (Ton) | RING Qty (EA) | RIMG LEN/1 EA (mm) | RING LEN(m) | (2)Girder Weight (Ton) | (1)+(2) Total Weight (Ton) |
| 0 | 5.37938 | 3.00441 | 3.000 | 6.879 | 0.000 | 0.000 | 0.000 | 0.000 | 1.490 | -4.512 | 63.812 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 21.060 | 45.767 | 0.460 | 0.000 | 141.702 | 0.000 | 0.460 < 0.9 OK! | 5.755 | 52 | 362.49 | 18.85 | 0.449 | 6.204 | ||
| 1 | 6.21195 | 3.46941 | 3.463 | 6.832 | 0.465 | 0.01453 | 0.463 | 0.047 | -2.202 | 1.985 | -4.947 | 63.793 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 21.054 | 45.767 | 0.460 | 16.191 | 141.702 | 0.114 | 0.562 < 0.9 OK! | 5.755 | 52 | 418.39 | 21.76 | 0.518 | 6.273 | |
| 2 | 7.04452 | 3.93440 | 3.924 | 6.778 | 0.930 | 0.02906 | 0.924 | 0.101 | -4.590 | 2.550 | -5.313 | 63.784 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 21.051 | 45.767 | 0.460 | 33.750 | 141.702 | 0.238 | 0.672 < 0.9 OK! | 5.755 | 52 | 474.2 | 24.66 | 0.587 | 6.342 | |
| 3 | 7.87709 | 4.39940 | 4.386 | 6.718 | 1.395 | 0.04359 | 1.386 | 0.161 | -7.133 | 3.184 | -5.611 | 63.787 | 3 | H125X125X6.5X9 | 30.30 | 136 | 23.8 | 21.052 | 45.767 | 0.460 | 52.449 | 141.702 | 0.370 | 0.789 < 0.9 OK! | 5.755 | 52 | 529.91 | 27.56 | 0.656 | 6.411 | |
| 4 | 8.70966 | 4.86439 | 4.846 | 6.651 | 1.860 | 0.05812 | 1.846 | 0.228 | -9.798 | 3.887 | -5.842 | 63.805 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 16.356 | 62.123 | 0.263 | 35.372 | 131.297 | 0.269 | 0.503 < 0.9 OK! | 7.399 | 52 | 585.51 | 30.45 | 0.932 | 8.331 | |
| 5 | 9.54223 | 5.32939 | 5.305 | 6.577 | 2.325 | 0.07266 | 2.305 | 0.302 | -12.556 | 4.658 | -6.008 | 63.841 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 16.365 | 62.123 | 0.263 | 45.329 | 131.297 | 0.345 | 0.570 < 0.9 OK! | 7.399 | 52 | 640.98 | 33.33 | 1.020 | 8.419 | |
| 6 | 10.37480 | 5.79438 | 5.763 | 6.497 | 2.790 | 0.08719 | 2.763 | 0.382 | -15.375 | 5.497 | -6.110 | 63.898 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 16.380 | 62.123 | 0.264 | 55.505 | 131.297 | 0.423 | 0.639 < 0.9 OK! | 7.399 | 52 | 696.32 | 36.21 | 1.108 | 8.507 | |
| 7 | 11.20737 | 6.25938 | 6.220 | 6.410 | 3.255 | 0.10172 | 3.220 | 0.469 | -18.228 | 6.403 | -6.149 | 63.979 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 16.401 | 62.123 | 0.264 | 65.805 | 131.297 | 0.501 | 0.710 < 0.9 OK! | 7.399 | 52 | 751.51 | 39.08 | 1.196 | 8.595 | |
| 8 | 12.03994 | 6.72437 | 6.675 | 6.316 | 3.720 | 0.11625 | 3.675 | 0.563 | -21.084 | 7.376 | -6.127 | 64.086 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 16.428 | 62.123 | 0.264 | 76.116 | 131.297 | 0.580 | 0.780 < 0.9 OK! | 7.399 | 52 | 806.54 | 41.94 | 1.283 | 8.682 | |
| 9 | 12.87251 | 7.18937 | 7.129 | 6.216 | 4.185 | 0.13078 | 4.129 | 0.663 | -23.917 | 8.413 | -6.046 | 64.221 | 5 | H194X150X6X9 | 39.01 | 277 | 30.6 | 16.463 | 62.123 | 0.265 | 86.343 | 131.297 | 0.658 | 0.850 < 0.9 OK! | 7.399 | 52 | 861.41 | 44.79 | 1.371 | 8.770 | |
| 10 | 13.70508 | 7.65436 | 7.582 | 6.109 | 4.650 | 0.14531 | 4.582 | 0.770 | -26.698 | 9.515 | -5.908 | 64.387 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.764 | 51.920 | 0.265 | 55.505 | 112.954 | 0.491 | 0.702 < 0.9 OK! | 8.874 | 52 | 916.09 | 47.64 | 1.748 | 10.622 | |
| 11 | 14.53765 | 8.11936 | 8.033 | 5.995 | 5.115 | 0.15984 | 5.033 | 0.884 | -29.403 | 10.681 | -5.715 | 64.587 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.807 | 51.920 | 0.266 | 61.129 | 112.954 | 0.541 | 0.747 < 0.9 OK! | 8.874 | 52 | 970.57 | 50.47 | 1.852 | 10.726 | |
| 12 | 15.37022 | 8.58435 | 8.482 | 5.875 | 5.580 | 0.17437 | 5.482 | 1.004 | -32.005 | 11.909 | -5.468 | 64.823 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.857 | 51.920 | 0.267 | 66.538 | 112.954 | 0.589 | 0.791 < 0.9 OK! | 8.874 | 52 | 1024.86 | 53.29 | 1.956 | 10.830 | |
| 13 | 16.20279 | 9.04935 | 8.929 | 5.749 | 6.045 | 0.18890 | 5.929 | 1.130 | -34.480 | 13.198 | -5.171 | 65.097 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.916 | 51.920 | 0.268 | 71.684 | 112.954 | 0.635 | 0.832 < 0.9 OK! | 8.874 | 52 | 1078.92 | 56.1 | 2.059 | 10.933 | |
| 14 | 17.03536 | 9.51434 | 9.375 | 5.616 | 6.510 | 0.20344 | 6.375 | 1.263 | -36.807 | 14.549 | -4.826 | 65.410 | 7 | H300X150X6.5X9 | 46.78 | 481 | 36.7 | 13.982 | 51.920 | 0.269 | 76.522 | 112.954 | 0.677 | 0.871 < 0.9 OK! | 8.874 | 52 | 1132.76 | 58.9 | 2.162 | 11.036 | |
| 15 | 17.86793 | 9.97934 | 9.818 | 5.477 | 6.975 | 0.21797 | 6.818 | 1.403 | -38.961 | 15.958 | -4.434 | 65.766 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.484 | 69.914 | 0.179 | 60.687 | 120.657 | 0.503 | 0.592 < 0.9 OK! | 10.011 | 52 | 1186.36 | 61.69 | 2.554 | 12.565 | |
| 16 | 18.70050 | 10.44433 | 10.260 | 5.331 | 7.440 | 0.23250 | 7.260 | 1.548 | -40.924 | 17.425 | -4.000 | 66.165 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.560 | 69.914 | 0.180 | 63.745 | 120.657 | 0.528 | 0.618 < 0.9 OK! | 10.011 | 52 | 1239.71 | 64.46 | 2.669 | 12.680 | |
| 17 | 19.53307 | 10.90933 | 10.699 | 5.178 | 7.905 | 0.24703 | 7.699 | 1.701 | -42.675 | 18.950 | -3.524 | 66.609 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.644 | 69.914 | 0.181 | 66.472 | 120.657 | 0.551 | 0.641 < 0.9 OK! | 10.011 | 52 | 1292.79 | 67.23 | 2.783 | 12.794 | |
| 18 | 20.36564 | 11.37432 | 11.136 | 5.020 | 8.370 | 0.26156 | 8.136 | 1.859 | -44.195 | 20.530 | -3.010 | 67.101 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.737 | 69.914 | 0.182 | 68.840 | 120.657 | 0.571 | 0.662 < 0.9 OK! | 10.011 | 52 | 1345.61 | 69.97 | 2.897 | 12.908 | |
| 19 | 21.19821 | 11.83932 | 11.571 | 4.855 | 8.835 | 0.27609 | 8.571 | 2.024 | -45.469 | 22.164 | -2.461 | 67.641 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.840 | 69.914 | 0.184 | 70.824 | 120.657 | 0.587 | 0.679 < 0.9 OK! | 10.011 | 52 | 1398.14 | 72.7 | 3.010 | 13.021 | |
| 20 | 22.03078 | 12.30431 | 12.003 | 4.683 | 9.300 | 0.29062 | 9.003 | 2.196 | -46.479 | 23.851 | -1.880 | 68.231 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 12.952 | 69.914 | 0.185 | 72.397 | 120.657 | 0.600 | 0.693 < 0.9 OK! | 10.011 | 52 | 1450.37 | 75.42 | 3.122 | 13.133 | |
| 21 | 22.86335 | 12.76931 | 12.433 | 4.506 | 9.765 | 0.30515 | 9.433 | 2.373 | -47.213 | 25.589 | -1.270 | 68.872 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 13.074 | 69.914 | 0.187 | 73.540 | 120.657 | 0.609 | 0.703 < 0.9 OK! | 10.011 | 52 | 1502.3 | 78.12 | 3.234 | 13.245 | |
| 22 | 23.69592 | 13.23430 | 12.860 | 4.322 | 10.230 | 0.31968 | 9.860 | 2.557 | -47.656 | 27.378 | -0.633 | 69.565 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 13.205 | 69.914 | 0.189 | 74.231 | 120.657 | 0.615 | 0.710 < 0.9 OK! | 10.011 | 52 | 1553.91 | 80.8 | 3.345 | 13.356 | |
| 23 | 24.52849 | 13.69930 | 13.285 | 4.132 | 10.695 | 0.33422 | 10.285 | 2.747 | -47.797 | 29.214 | 0.028 | 70.311 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 13.347 | 69.914 | 0.191 | 74.450 | 120.657 | 0.617 | 0.712 < 0.9 OK! | 10.011 | 52 | 1605.19 | 83.47 | 3.456 | 13.467 | |
| 24 | 25.36106 | 14.16429 | 13.706 | 3.936 | 11.160 | 0.34875 | 10.706 | 2.943 | -47.627 | 31.098 | 0.708 | 71.111 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 13.499 | 69.914 | 0.193 | 74.185 | 120.657 | 0.615 | 0.711 < 0.9 OK! | 10.011 | 52 | 1656.14 | 86.12 | 3.565 | 13.576 | |
| 25 | 26.19363 | 14.62929 | 14.125 | 3.734 | 11.625 | 0.36328 | 11.125 | 3.145 | -47.136 | 33.027 | 1.406 | 71.965 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 13.661 | 69.914 | 0.195 | 73.421 | 120.657 | 0.609 | 0.706 < 0.9 OK! | 10.011 | 52 | 1706.73 | 88.75 | 3.674 | 13.685 | |
| 26 | 27.02620 | 15.09428 | 14.541 | 3.526 | 12.090 | 0.37781 | 11.541 | 3.354 | -46.317 | 35.000 | 2.118 | 72.874 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 13.833 | 69.914 | 0.198 | 72.145 | 120.657 | 0.598 | 0.697 < 0.9 OK! | 10.011 | 52 | 1756.96 | 91.36 | 3.782 | 13.793 | |
| 27 | 27.85877 | 15.55928 | 14.953 | 3.311 | 12.555 | 0.39234 | 11.953 | 3.568 | -45.165 | 37.015 | 2.840 | 73.839 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 14.017 | 69.914 | 0.200 | 70.350 | 120.657 | 0.583 | 0.719 < 0.9 OK! | 10.011 | 52 | 1806.83 | 93.95 | 3.890 | 13.901 | |
| 28 | 28.69134 | 16.02427 | 15.363 | 3.091 | 13.020 | 0.40687 | 12.363 | 3.788 | -43.675 | 39.070 | 3.569 | 74.859 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 14.210 | 69.914 | 0.203 | 68.030 | 120.657 | 0.564 | 0.704 < 0.9 OK! | 10.011 | 52 | 1856.31 | 96.53 | 3.996 | 14.007 | |
| 29 | 29.52392 | 16.48926 | 15.769 | 2.865 | 13.485 | 0.42140 | 12.769 | 4.014 | -41.845 | 41.164 | 4.303 | 75.935 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 14.414 | 69.914 | 0.206 | 65.179 | 120.657 | 0.540 | 0.686 < 0.9 OK! | 10.011 | 52 | 1905.4 | 99.08 | 4.102 | 14.113 | |
| 30 | 30.35649 | 16.95426 | 16.172 | 2.633 | 13.950 | 0.43593 | 13.172 | 4.246 | -39.673 | 43.294 | 5.038 | 77.066 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 14.629 | 69.914 | 0.209 | 61.796 | 120.657 | 0.512 | 0.664 < 0.9 OK! | 10.011 | 52 | 1954.08 | 101.61 | 4.207 | 14.218 | |
| 31 | 31.18906 | 17.41925 | 16.572 | 2.395 | 14.415 | 0.45046 | 13.572 | 4.484 | -37.160 | 45.460 | 5.770 | 78.252 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 14.854 | 69.914 | 0.212 | 57.882 | 120.657 | 0.480 | 0.639 < 0.9 OK! | 10.011 | 52 | 2002.36 | 104.12 | 4.311 | 14.322 | |
| 32 | 32.02163 | 17.88425 | 16.968 | 2.151 | 14.880 | 0.46499 | 13.968 | 4.728 | -34.308 | 47.659 | 6.496 | 79.494 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 16.993 | 51.920 | 0.327 | 71.326 | 112.954 | 0.631 | 0.889 < 0.9 OK! | 8.874 | 52 | 2050.21 | 106.61 | 4.414 | 13.288 | |
| 33 | 32.85420 | 18.34924 | 17.360 | 1.902 | 15.345 | 0.47953 | 14.360 | 4.977 | -31.120 | 49.889 | 7.214 | 80.790 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 17.270 | 51.920 | 0.333 | 64.699 | 112.954 | 0.573 | 0.842 < 0.9 OK! | 8.874 | 52 | 2097.63 | 109.08 | 4.516 | 13.390 | |
| 34 | 33.68677 | 18.81424 | 17.749 | 1.647 | 15.810 | 0.49406 | 14.749 | 5.232 | -27.601 | 52.148 | 7.919 | 82.139 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 17.559 | 51.920 | 0.338 | 57.383 | 112.954 | 0.508 | 0.790 < 0.9 OK! | 8.874 | 52 | 2144.6 | 111.52 | 4.617 | 13.491 | |
| 35 | 34.51934 | 19.27923 | 18.134 | 1.386 | 16.275 | 0.50859 | 15.134 | 5.493 | -23.758 | 54.435 | 8.609 | 83.541 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 17.858 | 51.920 | 0.344 | 49.393 | 112.954 | 0.437 | 0.733 < 0.9 OK! | 8.874 | 52 | 2191.13 | 113.94 | 4.717 | 13.591 | |
| 36 | 35.35191 | 19.74423 | 18.515 | 1.120 | 16.740 | 0.52312 | 15.515 | 5.759 | -19.598 | 56.748 | 9.281 | 84.996 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 21.788 | 62.123 | 0.351 | 70.751 | 131.297 | 0.539 | 0.830 < 0.9 OK! | 7.399 | 52 | 2237.19 | 116.33 | 4.816 | 12.215 | |
| 37 | 36.18448 | 20.20922 | 18.892 | 0.848 | 17.205 | 0.53765 | 15.892 | 6.031 | -15.130 | 59.084 | 9.930 | 86.501 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 22.174 | 62.123 | 0.357 | 54.621 | 131.297 | 0.416 | 0.727 < 0.9 OK! | 7.399 | 52 | 2282.78 | 118.7 | 4.914 | 12.313 | |
| 38 | 37.01705 | 20.67422 | 19.266 | 0.571 | 17.670 | 0.55218 | 16.266 | 6.308 | -10.366 | 61.442 | 10.555 | 88.056 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 22.573 | 62.123 | 0.363 | 37.422 | 131.297 | 0.285 | 0.617 < 0.9 OK! | 7.399 | 52 | 2327.88 | 121.05 | 5.011 | 12.410 | |
| 39 | 37.84962 | 21.13921 | 19.635 | 0.288 | 18.135 | 0.56671 | 16.635 | 6.591 | -5.318 | 63.820 | 11.152 | 89.659 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 29.590 | 45.767 | 0.647 | 39.103 | 141.702 | 0.276 | 0.892 < 0.9 OK! | 5.755 | 52 | 2372.5 | 123.37 | 5.108 | 10.863 | |
| 40 | 38.68219 | 21.60421 | 20.000 | 0.000 | 18.600 | 0.58124 | 17.000 | 6.879 | 0.000 | 66.215 | 11.718 | 91.309 | 8 | H346X174X6X9 | 52.68 | 642 | 41.4 | 30.135 | 45.767 | 0.658 | 0.000 | 141.702 | 0.000 | 0.658 < 0.9 OK! | 5.755 | 0 | 0 | 0 | 0.000 | 5.755 | |
| Max. Bending Moment(BM) and Vertical Axial Force(COM) | MaxBM = | 47.797 | kN-m | MaxCOM = | 91.309 | kN | Roof Stru Weight (Ton) = | 466.781 | |||||||||||||||||||||||
| MaxBM = | 4.874 | ton-m | MaxCOM = | 9.311 | ton | ||||||||||||||||||||||||||
S-Tank Engineering |
TANK STRENGTH CALCULATION | Page | [$CP] / [$TP] | |||||
| [AAA1] | [AAA2] | |||||||
| Doc. No. : [AAA3] | Rev. No. | [AAA4] | ||||||
[Dome Roof Structure(최종)_Bob Long_Guide to Storage Tanks and Equipment Part 1.xlsx] 2022.07.22
| No. | 0 | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16 | 17 | 18 | 19 | 20 | 21 | 22 | 23 | 24 | 25 | 26 | 27 | 28 | 29 | CASE A) Self Weight, def(δ) = 5×W×L⁴/ 384EI δ < Δmax(L/200) OK! | CASE B) Roof Design Load + Beam Self Weight WR=160 kg/m2, W=320 kg/m δ < Δmax(L/200) OK! | ||||||||
| No. | 일반주문 (O,X) | 주문생산 (Ton) | CODE | SIZE mm | H mm | B mm | t₁ mm | t₂ mm | r1 mm | r2 mm | A cm² | W Kg/m | Ix cm⁴ | Iy cm⁴ | rx cm | ry cm | Sx cm³ | Sy cm³ | ex cm | ey cm | Zx cm³ | Zy cm³ | Cw(비틀림) cm6x1000 | J(뒤틀링) cm4 | rts | λf=B/tf | λw=H-2tf/tw | L=5m/ry< 300 OK | Lp m | Lr m | L= 6 (m) δ<30 mm | L= 7 (m) δ<35 mm | L= 8 (m) δ<40 mm | L= 9 (m) δ<45 mm | L= 10 (m) δ<50 mm | L= 6 (m) δ<30 mm | L= 7 (m) δ<35 mm | L= 8 (m) δ<40 mm | L= 9 (m) δ<45 mm | L= 10 (m) δ<50 mm |
| 2 | O | H200100 | H200X100X5.5X8 | 200 | 100 | 5.5 | 8 | 11 | 0 | 27.16 | 21.3 | 1840 | 134 | 8.24 | 2.22 | 184 | 26.8 | 10 | 5 | 210 | 41.9 | 12300 | 5.89 | 2.64 | 6.25 | 33.45 | 225 | 1.105 | 3.994 | 0.96 | 1.77 | 3.03 | 4.85 | 7.39 | 14.39 | 26.67 | 45.49 > 40 CHK! | 72.87 > 45 CHK! | 111.06 > 50 CHK! | |
| 3 | O | H125125 | H125X125X6.5X9 | 125 | 125 | 6.5 | 9 | 10 | 0 | 30.3 | 23.8 | 847 | 293 | 5.29 | 3.11 | 136 | 47 | 6.25 | 6.25 | 154 | 71.9 | 9860 | 8.68 | 3.54 | 6.94 | 16.46 | 161 | 1.548 | 8.755 | 2.33 | 4.31 | 7.35 | 11.77 | 17.94 | 31.27 > 30 CHK! | 57.93 > 35 CHK! | 98.83 > 40 CHK! | 158.30 > 45 CHK! | 241.27 > 50 CHK! | |
| 5 | O | H194150 | H194X150X6X9 | 194 | 150 | 6 | 9 | 13 | 0 | 39.01 | 30.6 | 2690 | 507 | 8.3 | 3.61 | 277 | 67.6 | 9.7 | 7.5 | 309 | 104 | 43300 | 11 | 4.11 | 8.33 | 29.33 | 139 | 1.797 | 6.773 | 0.94 | 1.74 | 2.98 | 4.77 | 7.26 | 9.85 | 18.24 | 31.12 | 49.84 > 45 CHK! | 75.97 > 50 CHK! | |
| 6 | O | H150150 | H150X150X7X10 | 150 | 150 | 7 | 10 | 11 | 0 | 40.14 | 31.5 | 1640 | 563 | 6.39 | 3.75 | 219 | 75.1 | 7.5 | 7.5 | 246 | 115 | 27600 | 13.8 | 4.24 | 7.5 | 18.57 | 133 | 1.867 | 9.550 | 1.59 | 2.95 | 5.02 | 8.05 | 12.27 | 16.15 | 29.92 | 51.04 > 40 CHK! | 81.76 > 45 CHK! | 124.61 > 50 CHK! | |
| 7 | O | H300150 | H300X150X6.5X9 | 300 | 150 | 6.5 | 9 | 13 | 0 | 46.78 | 36.7 | 7210 | 508 | 12.4 | 3.29 | 481 | 67.7 | 15 | 7.5 | 542 | 105 | 107000 | 12.7 | 3.92 | 8.33 | 43.38 | 152 | 1.638 | 5.085 | 0.42 | 0.78 | 1.33 | 2.13 | 3.25 | 3.67 | 6.81 | 11.61 | 18.60 | 28.34 | |
| 8 | O | H346174 | H346X174X6X9 | 346 | 174 | 6 | 9 | 14 | 0 | 52.68 | 41.4 | 11100 | 792 | 14.5 | 3.88 | 642 | 91 | 17.3 | 8.7 | 716 | 140 | 224000 | 13.7 | 4.56 | 9.67 | 54.67 | 129 | 1.931 | 5.575 | 0.31 | 0.57 | 0.98 | 1.56 | 2.38 | 2.39 | 4.42 | 7.54 | 12.08 | 18.41 | |
| 9 | O | H244175 | H244X175X7X11 | 244 | 175 | 7 | 11 | 16 | 0 | 56.24 | 44.1 | 6120 | 984 | 10.4 | 4.18 | 502 | 113 | 12.2 | 8.75 | 558 | 173 | 133000 | 23.2 | 4.77 | 7.95 | 31.71 | 120 | 2.081 | 7.646 | 0.60 | 1.10 | 1.88 | 3.02 | 4.60 | 4.33 | 8.02 | 13.68 | 21.91 | 33.39 | |
| 10 | O | H350175 | H350X175X7X11 | 350 | 175 | 7 | 11 | 14 | 0 | 63.14 | 49.6 | 13600 | 984 | 14.7 | 3.95 | 777 | 112 | 17.5 | 8.75 | 868 | 174 | 282000 | 23 | 4.63 | 7.95 | 46.86 | 127 | 1.966 | 5.972 | 0.30 | 0.56 | 0.95 | 1.53 | 2.33 | 1.95 | 3.61 | 6.15 | 9.86 | 15.03 | |
| 11 | O | H200200 | H200X200X8X12 | 200 | 200 | 8 | 12 | 13 | 0 | 63.53 | 49.9 | 4720 | 1600 | 8.62 | 5.02 | 472 | 160 | 10 | 10 | 526 | 244 | 141000 | 30.2 | 5.64 | 8.33 | 22 | 100 | 2.499 | 11.191 | 0.87 | 1.62 | 2.77 | 4.43 | 6.75 | 5.61 | 10.40 | 17.73 | 28.41 | 43.30 | |
| 15 | O | H396199 | H396X199X7X11 | 396 | 199 | 7 | 11 | 16 | 0 | 72.16 | 56.6 | 20000 | 1450 | 16.7 | 4.48 | 1010 | 145 | 19.8 | 9.95 | 1130 | 224 | 536000 | 27.1 | 5.25 | 9.05 | 53.43 | 112 | 2.23 | 6.522 | 0.23 | 0.43 | 0.74 | 1.19 | 1.81 | 1.32 | 2.45 | 4.19 | 6.70 | 10.22 | |
| 16 | O | H400200 | H400X200X8X13 | 400 | 200 | 8 | 13 | 16 | 0 | 84.12 | 66 | 23700 | 1740 | 16.8 | 4.54 | 1190 | 174 | 20 | 10 | 1330 | 268 | 650000 | 42.2 | 5.31 | 7.69 | 46.75 | 110 | 2.26 | 6.921 | 0.23 | 0.43 | 0.73 | 1.17 | 1.78 | 1.12 | 2.07 | 3.53 | 5.66 | 8.62 | |
| 19 | O | H450200 | H450X200X9X14 | 450 | 200 | 9 | 14 | 18 | 0 | 96.76 | 76 | 33500 | 1870 | 18.6 | 4.4 | 1490 | 187 | 22.5 | 10 | 1680 | 291 | 887000 | 57.1 | 5.23 | 7.14 | 46.89 | 114 | 2.19 | 6.751 | 0.19 | 0.35 | 0.59 | 0.95 | 1.45 | 0.79 | 1.46 | 2.50 | 4.00 | 6.10 | |
| 20 | O | H300300 | H300X300X10X15 | 300 | 300 | 10 | 15 | 18 | 0 | 119.8 | 94 | 20400 | 6750 | 13.1 | 7.51 | 1360 | 450 | 15 | 15 | 1500 | 684 | 1370000 | 89 | 8.41 | 10 | 27 | 67 | 3.739 | 14.208 | 0.38 | 0.71 | 1.21 | 1.93 | 2.94 | 1.30 | 2.41 | 4.10 | 6.57 | 10.02 | |
| 25 | O | H350350 | H350X350X12X19 | 350 | 350 | 12 | 19 | 20 | 0 | 173.9 | 137 | 40300 | 13600 | 15.2 | 8.84 | 2300 | 776 | 17.5 | 17.5 | 2550 | 1180 | 3720000 | 200 | 9.89 | 9.21 | 26 | 57 | 4.401 | 17.610 | 0.28 | 0.52 | 0.89 | 1.42 | 2.17 | 0.66 | 1.22 | 2.08 | 3.33 | 5.07 | |
| 27 | O | H400400 | H400X400X13X21 | 400 | 400 | 13 | 21 | 22 | 0 | 218.7 | 172 | 66600 | 22400 | 17.5 | 10.1 | 3330 | 1120 | 20 | 20 | 3670 | 1700 | 8040000 | 304 | 11.29 | 9.52 | 27.54 | 50 | 5.028 | 19.434 | 0.21 | 0.40 | 0.68 | 1.08 | 1.65 | 0.40 | 0.74 | 1.26 | 2.01 | 3.07 | |
myBuf[1] START = SKS_MAKE_JAVASCRIPT() CANVAS [SHELL / SEISMIC SPECT / GA 그림] 그리기 CANVAS 모듈 : example2.js + ROOF_STRU_Module.js
GA CANVAS SHOW/HIDE 폰트 SIZE : (10~16) DEBUG!! GA_DRAW_AND_SEISMIC_DRAW() div canvasRoof Start = [[[
No. 1. CAP2 LP Ethylene Inner Tank D= 46.300, H= 16.300 (m) / Outer D= 48.300, H= 18.400 (m), Storage Capacity = 24,413 (m³), Pg= 19.613 (KPa)
![]()
No. 2. CAP2 LP Ethylene Outer Tank D= 48.300, H= 18.400 (m), Storage Capacity = 26,568 (m³)
![]()
No. 3. CAP2 Propane(C3/C4) Inner Tank D= 71.300, H= 24.800 (m) / Outer D= 73.300, H= 25.900 (m), Storage Capacity = 89,836 (m³), Pg= 19.62 (KPa)
![]()
No. 4. CAP2 Propane(C3/C4) Outer Tank D= 73.300, H= 25.900 (m), Storage Capacity = 89,837 (m³)
![]()
No. 5. 벽산남해화학 AMMONIA Outer Tank D= 43.106, H= 28.502 (m), Storage Capacity = 0 (m³)
![]()
No. 6. 한화 AMMONIA Outer Tank D= 40.000, H= 32.800 (m), Storage Capacity = 0 (m³)
![]()
]]]] div canvasRoof close !!! myBuf[1] END = SKS_MAKE_JAVASCRIPT() CANVAS [SHELL / SEISMIC SPECT / GA 그림] 그리기 CANVAS 모듈 : example2.js + ROOF_STRU_Module.js
Date : ~
TEST OF SAVE_LOCAL_STORAGE() [#jump 위치]
시작시간 = [2025-04-04 12:36:25.0075]
종료시간 = [2025-04-04 12:36:25.0849]
현재 커넥션 풀 수량 [1]개 입니다.
1 conn.getAutoCommit() Check!!! = [true]
2 conn.getAutoCommit() Check!!! = [true]
HTML END !!!