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Calculation Pipe PDF

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442 views16 pages

Calculation Pipe PDF

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allouche_abd
Copyright
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CANTILEVER BEAM DESIGN a weight = [~50000_]N _-180375x1860 a t" [o.482_]mm. Cts esse as lb ) leur x- Distance of point of interest from the support (mm) 368 IP - Load (N) 50000} L- Length (mm. 388) || - Moment of Inertia (cm*) 861 IE- Young's modulus (N/mm?) 2.E+05 iz Section Modulus (cm*) 115.00] IDeftection equation | Ely= Px? @L-%) 6 JQUTPUT |Maximum deflection d= PL = 0.482 mm 3EI Max. Moment = 78400 Nm Bending Sresss fue = 160.0 Nimm? IBending Sresss fry . 82.1 Nimm? Foc = Foy = 0.6F, = 150.0 foal Foc + fo) Foy = 16 “* FAIL UNPROGRAMIPSEBXLS FOR CHECKING SUPPORT : iGLIP- NO. DA01-06 7" STEEL PROPERTY Fy 98503 mm? E= 200000 = Nimm?* Ka EG007'9 (table C-C2.1 AISC) Moment | Radius of Member] Shape [Section Area | of Inertia |_Gyration_| Modulus of Section te (cm) 1 SeEABIES 6.03 2 | fooxt50xt0L 3.08 CALCULATION PART BBB ON. ee bP (eh _t0ersctec0 From Statles ,we obtain (renter) Ve $2043 N 1OOx100x1 OL, a“ (rember2) [= 5204 0 mm. H= 36800 —__p CHECK MEMBER 2 (AXIAL COMPRESSION) Ce = {2076 = 128.7 Kr = 16.9 Fs - 144.30 Nimm? Eq. (E241) = VIA = 38.2 Nimm? fuFe = 0.26 oKes CHECK MEMBER 1 (AXIAL TENSION AND BENDING) f= HIA = 15.52 Nemm? Fre06Fy= 150.0 Nim? fox = MZ = 160.0 Nimm? fy = MylZy = 82.14 Nimm? TAH Fic = Fey = 0.6 F, = 150 Némm? to HolFic foylFy = 417 “AIL Eq, (H2-1) 2 agar USPROGRAMPSSBXLS 7R6A9 10:50AM ce Kur Fa f Fe fy Fy DESCRIPTION (Specified minimum yield stress) 36 Ksi 36000 Psi Modulus of elasticity ( 28,000 Ksi ) Theoretical value of Buckled sha (Table C-C2.1 Page 5-136) Statical shear on beam , Shear produced by factored fo ( N)) Column slenderess ratio separating elastic and inelastic buckling Length of column (mmm) Largest effective slenderness ratio of any unbraced length as defined In AISC ASD specification Sect. Et ‘Axil compressive stress permitted in a prismatic member in the absence of bending ‘moment , Ksi when_Klir< Ce QL 1 (MMA? 1205") Fy Fe 5/3 + 3/8 ( (Kir) / Co) = ( (KUN / BC.°) when _Kilr> Ce Ree 23,( Kur)? @(Prying force per fastener, kip 1-——( for worst case) Computed axial stress, ksi Allowable axial tensile stress, ksi Computed compressive bending stress at the point under consideration, ksi Computed bending stress that would be permitted if bending moment alone existed, ksi working hese Portbndacdirs alloweble chers Sedr mextrom sete sheess = rraterto| muy ene warepese VW G+ 245 Mart At Pa ok = 292 9/01” pages CANTILEVER BEAM DESIGN Qbrxra wo aexckh Y pipe = te? ge? Cee Box >a T eer oes ener we a = bag! fe Px xXSa ge tai’ [Be] @ sre. tat 4 reo Cobeniag load Yh=2) © aa etal) Pe fk - 2a) ober Te 2H) CALCULATION FOR PIPE UP TO 2" DIA. i Te Fox-ay INPUT shearing Nood Woe Po x Distance of point of interest from the support (mm) P -Load (N) 750 (2" Sch.160) | Pres rer? L- Length (mm.) 600 (Max. Longth) : 1 Moment of inertia (m4) = 36.8 368x108 am E- Young's modulus (N/m2) = 2EM1 C2ae4Pa) | yox3} ley, to 24 x0! 431 Zien Deflection equation Ely= Px’ (@L-x) aera aerate we 6 Maximum deflection d= POL = 0.734 mm 3E! Moment Caen x We 0) fees = 450, Num ABH (ley 0) Fw TRoeeAM F Enon Gets p= 20387 fe Enaaple ye wi Dedlectrer 4 ¥ 4 Aagle : T= seb wh om gle of detlectro » $ bending moment ? A* G00 9M re 50/43, he Argwer 4a GY) deflect conan = = FRED Cadangle ot deflection =~ 0.105 deg (Hy beng annem SOC Lentiny Meared wale u53 s208 ye wood fina Fx M= -49871 ley oe a DBL Fergal Mnehire API Sranoano 650! ber bs £85, Table P-1—Modulus of Elasticity and Thermal Expansion Coefficient at the Design Temperature Design, Modo of Sastciy ‘Tompertoro’ (pounds per quar inch) ‘Coefiten™ Be MW ee ‘ tres 1 perc ide we 70 Baan Taeeoy,,+ — — FAL 200 78,800,000 661 slx0.003 = Winn™ 300 28300000 ear mn ne pr) 2zron9e0 ‘tor Eo 2000 mas ee ce BAe Tove: Liner ineroation may te pple fr internets values. eo ‘Mean coef of henmal etpeto, going fom 70° the tmperre indie Mere te Apt a & ge ant P pressute resulting from product head at the glevation ofthe opening centerline, in pounds per square inch, : Gi R = nominal tank cadus, in inehes, 1 = shell thickness at the opening connection, in inches. AT = norgpal operating température minus installation temperature, in degrees Fahggnheit el W = unrestrained radial growth ofthe shell, in inches. Wy = resultant redial deflection atthe opening connection, in inches. X, = La, ininches eq = L~a,ininches - Xa Lincs { Ye = coefficient determined from Figure P-4B. ‘i Yn ¥ = coefficients determined from Figure P-4A. = thermal expansion coefficient ofthe shell material, in inches x 10¢ perinch.*F (see Table P-1). fr characteristic parameter, 1.285/(R)™. A= alfRO°. {= unrestained shell rotation resulting from product head i radians. = sholl rotation in the horizontal plane atthe opening conneetion resulting from fi the circumferential moment, in adiens. 4, = shell rotation i the vertical plane at the opening connection resulting from the longitudinal moment, in cadians. P4 Stiffness Coefficients for Opening Connections ‘The stiffness coefficients Ka, Ki, and Ke corresponding to the piping loads Fy, M,, and ‘Mc at an opening connection, as shown in Figure P- I, shail be obtained by the use of Fig- ures P-2A theough P-2L. Figures P-2A through P-2L shall be used to interpolate interme- diate values of coefficients. P.5 Shell Deflection and Rotation P51 RADIAL GROWTH OF SHELL ‘The unrestrained outward radial growth of the shell atthe center of the opening con neotion resulting from product head and/or thermat expansion shall be determined as follows: { we o.ossan [! =P -cos( BL) -4] + aRAT ‘CONTRACT NO, “SHEET NO, FOSTER WHEELER iNreANaTionat conp. | TIYA Ke CALCULATION SHEET ono ome 3 2 1 98 | \ v ty rr tit ale | rl : —| 2 . | woe bl td F ' i ek bade | CL te ke veces | : TT olAL | ebechafeerenae nomeer | me Upeer rap idan nee | | petra | steht ob (A dadertaruitile Ma cdis vector I] TT fie) Be erste! +B cassct req gt faa! i] | ty. i ‘ do | Biche? ¢ He omed ae alle” + My 220 rl eect cart skn pd hl te Pel 2 Nozzle: 4 xr Ast 32pm fodn sa Pe] Pee \ | del “fevieet i pi gehy Dy eel. eueaeer | ad PA rr 2) Bleue, dhud pore usa ok owe yom | 13) ae Te RUD peer ore RAT! FA) ge 4) Bolle ape 2 owe Yo ak poreee on os wa tH \ EEE ee eer } toad Ae yocal RUB MEMT TORE nesta (19 fe ts }2, Uses) Pry I Veeticat rte ! 1 Wade dablee Fete Yq (De ioe x i Bactmey G80 gor x Aesivn shess'sledle aa ical fez Fe. V0 onssag OB Kile poeortac pie : ‘ Jed Vourlan delbayDe Wow Ble aides going clown wn fey Hho “Mb oer a4 Sow} nat PARENT PIPE O1A.= [__-_] PIPE RADIUS 'R’=[___] PARENT PIPE WALL THK. CORR. ALL. st! TRUNNION DIA ———-—— TRUNNION RADIUS ‘Pr? RE-PAD THK. ='t TOT. WALL THK, 'To'= | LINE LIST OES. PRESS. 'P'= [wnat] DESIGN TEMP, LONG. BENDING MOMENT="HL' ="X1"x ‘WI = ebeae eee CIRC. BENDING MOMENT='NC' ='X1'x "W2' = DIRECT AXIAL FORCE = 'A' = "ML FO Tg ot MC’ : 0a ot ah i FA ater eee PIx'RE LONG. PRESS. sup = 9 a simess = Pa CIRC, PRESS. scp a SLs 1,47 x ‘FL’ X 1.17 X xX Vv PE 7g 5 ( ys SC= 2 x 1.17 x 'FC'X 'R' = 2,34 X xv : = "Te 3 ( ) hs SA= 4.5 X.4.17 x ‘FAX XV Set "To" 83 fi ys ALOVABLE STRESS (SH) AT TEHPERATURE (N/E?) arc, —2eHe °C| ei carson stec._| 13@ | 13¢ | 138 STAINLESS tt | 115 CU-NT 88 DUPLEX 242 | 231.) 284 = SL+SAtSLP=[__— “S15 X SHE BOTH CASES HUST SC+SA¥SCP= ~S 1.5 X SHe BE. SATISFIED TOAOS IN NEVTONS (ND @ TRUNNION LOADING DIMENSIONS. IN. CHD HOMENTS. TN CVAD ~ awa ae CALCULATION SHEET PRESS...IN (N/M! (BAR Gf; envi) fadone) reve | “rT oeban, DURAY LEG & TRURMION ARM LOADING CALCULATION SHEET PIPE SUPPORT Ke,. LINE No, STRESS SKETCH No, GiAs HOw. APPLIED LOADS: HM,» Longitudinal bending moment . tim Hg, Circumferential bending manent . ter P, Direct axial force = x 2, 7 eI few, 1 Ho ® 2. a 1 fe Me / Hh : 7 : aT ee fate u Now : 7 : -1 tye PL etteg Hom : : a feb (tpt ty) : Hew Te *Tnom = (eornosion alloxance + MIT tolerance ) = rm tet thom 7 MIT tolerance + . fg butted te : 7 sb + Li (kx f . om"? gee Notes: Allowable stress must not exceed 1.0 S, for straight pipe & 1.25 S, for bends. EES Brown & Root(UK)td- CONOCO (UK) LIMITED ~~ $BG.D: = OFFSHORE ! - “Tessie, 54609-59950 FOSTER WHEELER. GUIDE TO PIPE PAGE : io SUPPORT SELECTION ENERGY LIMITED REVISION t oate PIPE SHOES ' PIPE MATERIAL REQUIREMENT INSULATION 1 : CARBON STEEL NO. SHOE ————— PP PG NI. (NO STRESS RA seven or ATE os RELIEF) SHOE ea eneeias WELOED SHOE ALL INSULATED LINES ; WITH RE-PAD 20" D1a.— hed OR SADDLE im tab SAD. E__ NON INSULATED LINES ete NO SHOE 28" DIA. ity q mt CARBON STEEL NO SHOE———PP, PG NI. al SHOE. ALL INSULATED ft ALLOY STEEL oe LINES. 2" -18" i (NO HIGH THRUSTS) <424 C-C5 CLANPS oy 424°C-ALLOY CLAMPS it eae VeLOED SHE AL, INSULATED LINES “PAD 28°DIA tet ot Since pS THRUST inusts AT ANCHORS ETC. AvoTd fePABS ON ALLOY soi LINES > 427°C E -PAD/SADDLE. NON INSULATED LINES ty BUT NO SHOE ———~20" D1A.—> it STAINLESS STEEL =-——NO_ SHOE —————— PP PG, NI (CHECK FOR RE-PAD) LAMPED SHOE ——— ALL INSULATED LINES. 2*-18" (NO HIGH THRUSTS). VELOED SHOE. ALL INSULATED LINES EEE WITH RE-PAD. 20° OIA. —> ineseat OR SADDLE HIGH THRUSTS AT ANCHORS.ETC. 2°01A.—> NOTES# ieee 1) RE-PADS (AT-78) AND SADDLES ARE TO BE .IN PARENT PIPE MATERIAL. 2) FOR LINES 2@* AND GREATER REFER TO EXXON BP 3-7-1 PARA 4.3 FOR MINIMUM REINFORCEMENT. 3) REFER TO PIPE SUPPORT STANDARD 5462/9 59850, WHICH IS THE FINAL ARBITER IN THE ABOVE MATTERS. WORKSHOP. OGN ‘ghe following outline can be used for modeling buried pipe: ue, Go -90 M- {y- Include 200-300 feet of the buried pipe. G7 10h, = JoIbmm, da 20) | j- Nodes should not be spaced more than 2008 ayant for | pipe fe : greater than 12 inch in diameter. Nodes should not be spaced iy =F more than a for pipe 12 inches and under. At each node calculate the equivalent area: Area eq, = (1/2) (LI*D1 + L2*D2 +... + Ln*Dn) i where: nis the number of pipes framing into the node, | Li is the length of the pipe "i", and Di is the outside diameter of pipe "i". 7 e258 a 2 as » The equivalent area for node 20 in the model below is: Wd geadh edelos of elasticrty verde 4 102 + 302) =O oe een ene etss ind Select the subgrade modulus of elasticity for the type of soil. » (Note that the values below are in kips per cu.ft.) 200-500 250-700 _ silty and dense sand 75-150 clay qu < 4 ksf ths 21970 fe 150-300 clay qu < 800 ksf 8? (90983? m> >300 clay qu > 1600 Ju vvilo where; qu is the unconfined compressive strength of the soil, dao ct, qib = 449 Re. 30-100 loose sand ihe 2 23048 4 60-500 smedium dense sand This (1062 N 400-800 ...dense sand we clay and dense sand ».taken from Joseph E. Bowles, "Foundation Analysis and Design", 3rd Edition, 1982. “5 - Multiply the effective area for each node by the subgrade modulus to get an effective anchor stiffness for that node. V6 = Insert an anchor into the piping model with the computed stiffness at each node that is buried. 0 burted pipe along its length. (Weight lodds dn burded” deflections i/and= 50-06 hob calise sthessesor aise: Hrvitawee todbAANG Derruegeen deflection , stuss wists onda Vedra oot enr mdeses go Qe Revol 7 ~ Set the density of the pipe to zero. The weight, i form Often axial stops in the form of large flanges or concrete anchors must be designed to resist the thermal expansion of buried pipe. In this case it is recommended that the axial stiffness as calculated on the previous pages be reduced by approximately 25%. This clearly will yield more conservative anchor loads, but also requires the entry of 6 individual restraints instead of the single anchor. The CAESAR “Include” feature with the READNOW variable set to “Y" can facilitate this modelling. Example: Subgrade modulus dense sand = 500 kips/cu.ft. Equivalent area for node = 20 sq.ft. a Anchor stiffness = (500 kips/cu.ft.) (20 sq.ft.) = 10,000 kips/ft Standard Program’ Units: (10,000 kips/ft.) (1000 Ib/kip) (1 fvi2 in.) = 833,333 Ib/in. CAESAR restraint input: NODE 20 DIRS A [ANCHOR] STIF 833333 akips = eer Ib -243- BURIED PIPE MODELING Nomi Dia: | Non Ta (Inches) | (mm) | oD | Node Space 2 60 | cose | 18006 3 eo | 639 | 2087 4 100 | 1143 | 3429 6 150 | 1683 | 5049 8 200 | 2101 | 6573 40 250 | 273 8190 12 a 14 360 | ss56 | ria 16 4oo | 4063 | 9126 18 450 | 4572 | 144 20 500 | 508 | 10160 22 50 | s5a8 | 11176 2 600 | sone | 12192 26 50 | 6604 | 13208 2B yoo | 7112 | 14224 30 750 | 762 | 45240 2 oo | size | 16256 34 aso | 636 | 47272 36 900 | 9144 | 18288 28 950 | 965.2 | 19904 2 1050 | 10668 | 21396 The following oultine can be used for modeling buried pipo: 4 = Include 60 - 90 m of the butted pipe. 2- Nodes should not be spaced more than 20*OD apart for pipe greater than 12*in dlameter. Nodes should not be spaced more than 30*OD for pipe 12 Inches and under. 3-Ateach node calculate the equivalent arca : Aeaeg, = (W2)(LI*D1 #12402 +... Lm) Whore : isthe numberof pipes framing into the node, Li fsthe length of the pipe *1*, andl Di_ is the outside diameter of pipe *1* STRESS CHECK LIST 1D DIP You MOPELED EXACTLY ? 2) PIPE STRESS WITHIN ALLOWABLE TEMP OTe OT eOrerEcr PRESORE whe a) pyre peRLEcTION & 10 mut 9 A) wozzLe LeAD WITHIN ALLOWASLE 9 SPS op sorrorT BY ews 5) Po You HAVE YBS PPO YOU SEND WFO To cy. oh suPfoRT DESiaN No. 4) DO You FAVE TRURHIOG, T-PoeT , CAMTIMIVER BEaMy “YES, cHEcK 512B D qluvaryolede wes no 8) \uroXnsvy do $¢ MowT DecvMESTAM od WERKE f N) Prooy sheer 2> TILE » 4) D » tare NowLe LOAD STRESS SkETCH. VESSEL CLIP MoU PLE CALC ol Deve é© Sd sf cWeew ne Tet ) TEMf 4 PRESSURE 2) MAT SBE 3) Bpavcy conpecTyd > SIF very lefoptee?| 4) purer = MARL ote HORM ~ BE MIRE Ke op WaT. rire preg 9 Ou? 1) SVE Meo Thase ac o% Px AML AREA WITH VESSEL CLIP 2) I6s¥E FOR constpUcTION > ton 506s seerion 3) Sure ee ala $8epop TPAEE Co meury) veap DETAIL 5) APADE surtorr . pee cme) 14 [343] 380] 44s] 4oi[ 518] S69] 642 16 | 391] 433] so7| S60] s91| 649] 732 A. Tey Coven) 1s |4ai| 498) s7i| 630] 60s|_ 731] 924 5 OL Lorton) 20_| 490] “saa 3s| 701] 739| 813] 916} 24 [sas 651] 762] #41] 988] 976] 1100 ‘30_| 734] 813] 952] tosi|1109[1219| 1375} y 36_| ssi 976] i142] 1260] 1330] 1462] 1649 5 G : ie Gear ty alvelecrh Cacsa ion Rrsore » Ais Nees by oCVeleeryD [Wind Pressure Tables 7 Basic Non-Linear Cases EIGHT PRESSURE (ay («Pay 1 WETHR (OPE) + operating analysis 2 WaP GUS) + sustained case os Lim7 3. WETHP+ WIND (OPE) + operating ease with wind 10 1377 4 DI-D2 EXP) + expansion stresses 1s 1.525 5 D3-D1 (0c wind's net deflections 30 1785 6 82485 (0CC) + eode stresses for wind 45 197 nse a a CHECKS orp mad oa -RESTRAIMT soMlMeY 350 2577 = DISTLACE MB ITS Note: 1. The only input required on the Cacsar spreadsheots is the shape factor of 0.7. This ean be discontinued at any time by setting the shape factor to zero, 2, Tho correct elevation ean be set by pressing ALT-G and input the elevation for the first node. Whe wom Wed oh olelas on war on Nene vee Sets THIS PRAM CH 14 MOT PART OF TIS ANALY oI> ‘Sheett We ivtalled 4 opting pete ninth the leod on the nezece . in or STRESS COMMENT, ADJUSTABLE REST SUPPT (TYP.) No StQHIFLEArT Loans [ASSUMED AS ANCHOR FOR ANALYSIS ONLY ASSUMED AS FREE END FOR ANALYSIS ONLY ASSUMED FIXED. AXIAL LOAD AT 3 KN CHANGE THE BRANCH CONN, AS SHOWN COLUMN NOZZLE LOAD WITHIN APPENDIX 5 OF 6810-8230-PRO001 ALLLOWABLES DIM . TO BE CONFIRMED BY PIP TAM wo2teE LOAD NITAIY APIESO EL 117400 (APPROX) AcLOwA RLEES EXCHANGER NOZZLE LOAD WITHIN VENDOR ALLOWABLE 441 FOR NEW LOCATION SEE BAYTA 42 HOLD APPROVAL FOR VENDOR ALLOWABLE LOADS 43 HOLD APPROVAL FOR VENDOR DATA 44 HOLD APPROVAL PENDING VENDOR DATA 48 HOLD CALCULATION 46 HOLD FOR CONTINUATION 47 HOLD FOR FINAL LAYOUT Zoeroanens 48 HOLD FOR FINAL VENDOR DATA nore 49 HOLD FOR INFO ON EQUIP & SP ITEMS - tow 20 HOLD FOR MATL, PROP. OF TITANIUM Aue yin, 2” ava peLow T? PE 21 HOLD FOR ROUTE & STRESS ATE cHrewen thon ro FRBRCATION, AMD 22 HOLD FOR VENDOR APPROVAL 23. LIMIT OF ANALYSIS FIPLD soryoeT BD 24 LOAD ARE WITHIN AP! 610 LIMITS AT OP. TEMP. 25 LOADS ARE MARGINALLY HIGH ACCEPTTABLE 26 LOADS-ARE-MARGINALLY

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