TÍNH TOÁN CẦU VAM CONG

CUU LONG CORPORATION FOR INVESTMENT, DEVELOPMENT AND PROJECT MANAGEMENT OF INFRASTRUCTURE (CUU LONG CIPM) vam cong bridge construction project Under central mekong delta region connectivity project PACKAGE CW3A CALCULATION SHEET FOR BORED PILE WORK – PYLON PY1, PY2 APRIL – 2014 JOINT VENTURE OF GS E&C – HANSHIN E&C GS e&c - Hanshin e&C jv o0o Under central mekong delta region connectivity project Project component 3A: vam cong bridge construction project CALCULATION SHEET FOR BORED PILE WORK – PYLON PY1,PY2 CONTRACTOR CONSULTANT VAM CONG BRIDGE CALCULATION SHEET OF CASING FOR CONSTRUCTING BORED PILE OF PYLON PY1 & PY2 PART I: GENERAL I GENERAL: General dimension - Pylon PY1, PY2 include 32 bored piles with diameter D=2500mm, length L=113.15m for pylon PY1, L=116.15m for pylon PY2 - Drilling by RCD machine, bored hole shall be keep stable by steel casing D2600, thickness 20mm combine with bentonite liquid - Using guide frame H300 connect with barge 3800T by bolt for casing installation work - Plan view of pile cap of pylon PY1 & PY2 85000 2500 14 11 10 16 15 18 22 10900 3@7500=22500 13 21 25 29 12 2500 20 19 17 24 23 28 27 10900 31 5700 27500 32 10900 26 63200 30 10900 4500 4@7500=30000 4@7500=30000 16000 4500 II SPECIFICATION & STANDARDS: - Specification for bridge design 22TCN 272-05 - Specification for bridge design 22TCN 18-79 - Specification of bridge construction 22TCN 200-1989 - Shop drawing of bored pile of Vam Cong bridge III MATERIALS: - Steel + Yeild stress + Calculated stress: + Unit weight of steel: + Elastic module: CT3 fy = 250 Mpa R= s = Es = 2000 (kG/cm2) 7850 (kG/m3) 2.0E+6 (kG/cm2) IV LOAD & LOAD FACTOR Loads: - Applied load on structures No Loads Unit 01 Selfweight of structure, DC T/m3 Remark Automatic calculate in the program 02 Load of steel cage, LT T Follow detail of steel cage 03 Load of tremie pipe & concrete hopper T Follow detail of Tremie pipe Load factor -Load factor No Factor Load 01 Selfweight of structure, ηDC 02 Load of steel cage,ηLT Remark Strength 1.10 Service 1.00 Point 2.23, Table 13/22TCN200-1989 1.10 1.00 Point 2.23, Table 13/22TCN200-1989 1.10 1.20 1.00 1.00 Point 2.23, Table 13/22TCN200-1989 Point 2.23, Table 13/22TCN200-1989 03 Load of Tremie pile & concrete hopper 04 Stream pressure, ηW Checking items - Calculated items: + Calculate minimum length of casing + Cheking steel casing D2600, t=20mm in processing of bored pile work Geological data: + Hole B-32, B-33 at pylon PY1: No Layer 01 Layer 02 Layer Elevation Thickness SPT index N30 9.10 8.5 11.80 10.71 Thickness SPT index N30 19.50 10.88 -12.35 -21.45 -21.45 -33.25 Description Silty sand, greyish brown-greyish yellow, loose to medium dense Lean clay,, greyish brown, medium stiff to stiff + Hole B-34, B-35at pylon PY2: No Layer 01 Layer Elevation -16.54 -36.04 Description Lean clay,, greyish brown, medium stiff to stiff Typical elevation: Items No Symbol Unit Value 01 Construction water level CWL m +2.00 02 Top of casing TOC m +2.50 PART II: CALCULATION I CALCULATE MINIMUM LENGTH OF CASING Formula: - Length of casing is determined base on the balance of active pressure of soil & pressure of bentonine at tip of casing Pv ≥ Pa (1) - Supposed that, the tip of casing is embed in soil layer 3, the formula as follows: + Pressure of Bentonite liquid at tip of casing: Pv= nv.(H0+H2+H3+a).v Where: nv : Load factor of pressure of Bentonite liquid in casing nv = v : Density of Bentonite liquid H0 : Height of water (m) 1.00 v = 1.15 (T/m3) a= 0.50 (m) H2 : Thickness of soil layer 2, (m) H3 : Length of casing embed in soil layer 3, (m) a : Space between top of casing & construction water level, + Active pressure of soil layers impact on casing are calculated as following formula: (For more safety, ignore cohessive force C of soil) Pa = na.(Pw + Pa2) na : Load factor of active pressure of soil, Where: + Pressure of water at tip of casing: n : Unit weight of water na = 1.20 Pw= n.(H0+H2+H3) 1.00 (T/m3) Pa3= Ka3.(đn2.H2 + đn3.H3)-2.c.H3.sqrt(Ka3)+2c /dn3 n = + Acitve pressure of soil at tip of casing: Ka2 : Factor of lateral active pressure dn2 : Buoyant density of soil layer (T/m3) dn3 : Buoyant density of soil layer (T/m3) - Base on above formulas, length of casing embed in soil shall be calculated as following formula: n  ( H  H  a )  na [ n ( H  H )  K a3  dn H  2.c /  dn3 ] H3  v v na ( n   dn K a  2.c K a )  nv  v Lov = a+H0+H2+H3 - Thus, length of casing is: Calculate length of casing for Pylon PY1: SOIL LAYER 2.1 Calculated diagram: SOIL LAYER Pressure of bentonite liquid active Pressure of soil & water (m) 2.2 Calculate length of casing: The geological data of soil as follows: Layer Value 02 Layer e2 Layer j2 03 e3 j3 c3 (T/m2) 2.66 0.78 27.80 2.71 0.82 11.08 2.11 Where 0 : Specific Gravity (T/m ) e : Void ratio j : Internal friction angle of soil (Degree) + Buoyant density of soil layer 1: γ -1 γ dn2 = 02 = 1+e2 + Buoyant density of soil layer 2: γ -1 γ dn3 = 03 = 1+e 0.94 (T/m3) 0.94 (T/m3) + Factor of lateral active pressure K a3 =tg (450 - φi )= 0.68 + Height of water: H0 = 14.35 (m) + Thickness of soil layer H2 = 9.10 (m) + Length of casing embed in soil layer 2: n  ( H  H  a )  na [ n ( H  H )  K a  dn H  2.c /  dn ] H3  v v = na ( n   dn K a  2.c K a )  nv  v + Length of casing: Lov = a+H0+H1+H2= Conclusion:Choose length of casing, 29.58 (m) L= 33.00 (m) Calculate length of casing for Pylon PY2: SOIL LAYER 3.1 Calculated diagram: Pressure of bentonite liquid active Pressure of soil & water 5.63 (m) 3.2 Calculate length of casing: The geological data of soil as follows: Layer Value Layer 03 e3 j3 c3(T/m2) 2.71 0.78 11.91 5.25 Where 0 : Specific Gravity (T/m ) e : Void ratio j : Internal friction angle of soil (Degree) (Follow appendix 3-22TCN200-1989) + Buoyant density of soil layer 2: γ -1 γ dn3 = 03 = 1+e3 0.96 (T/m3) + Factor of lateral active pressure K a2 =tg (450 - φi )= 0.66 H0 = + Height of water: 14.35 (m) + Length of casing embed in soil layer 3: H3  nv  v ( H  a)  na [ n H  2.c /  dn3 ] na ( n   dn K a  2.c K a )  nv  v + Length of casing: Lov = a+H0+H2= Conclusion:Choose length of casing,  7.33 (m) 22.18 (m) L= 37.00 (m) II CHECKING STEEL CASING D2600 FOLLOWING THE STRENGTH CONDITION: - Base on construction method of bored pile, steel casing D2600 shall be checked in the most dangerous stage Pouring concrete - Calculate for casing of Pylon PY2- the most dangerous Parameter of steel casing D2600 - Construction water level CWL= +2.00 m - Top of casing CĐ1= +2.50 m - Tip of casing - Natural ground - Elevation of restrain point - Length of casing + Outer diameter + Inner diameter CĐ4= CĐ2= CĐ3= L= Dng= Dtr= -34.5 -16.54 -34.50 37.0 2640 2600 m m m m mm mm C= As= Jx= Jy= Wx=Wy= 8.29 1646 14122431 14122431 106988.1 m cm2 cm4 cm4 cm3 - Perimeter of casing - Area of cross section + Moment of inertia + Axis x-x + Axis y-y + Flexural resistance 1.1 Calculation diagram Checking with the most dangerous stage of casing: When concreting The casing shall be calculated as a beam(01 end is restraint point, 01 end is free) under compression & bending combination The restrain point is tip of casing Applied load on casing include: Stream pressure (lateral direction), load of steel cage, load of tremie pipe, load of flatform & other equipment 1.2 Loads: a Load of stream pressure - Load of stream pressure shall be calculated by bellow formula: p=5,14x10-4.Cd.V2 (Point 3.7.3.1-1 22TCN272-05) Where: p= Cd= 0.001 : Pressure of flowing water, Mpa 0.7 : Lateral drag coefficient specified in Table 3.7.3.1-1 with round pile V= 1.41 :velocity of water for the design flood , m/s - The longitudinal drag force Pd.ch shall be taken as the product of longitudinal stream pressure and the projected surface exposed thereto Force point is center of surfavce exposed thereto of casing Pd.ch=ηW.p.Dd.ch.Bdc= 5.87 T Where: ηW= 1.20 :Overload of stream pressure p= Dd.ch= Bdc= 0.001 : Pressure of flowing water, Mpa 18.54 : Height of water, m 2.64 : Water drag width of casing, m Pd.ch= 5.9 : Total load of stream on casing, T b Vertical load on casing + Load of streel cage, flatform & other equipments : Where: + Load of steel cage + Load of flatform + Load of other equipments + Selfweight of casing: + Load of Tremie pipe: - Outer diameter of pipe - inner diameter of pipe PLT=ηDC.LT= PLT= 159.5 T 130.00 T Pvách=hDC.Qvách= 10.00 T 5.00 T 47.81 T Dng= 293 mm Dtr= 273 mm - Length of pipe LTremie= 120.7 m - Nominal load of Tremie pipe QTremie= 8.4 T - Factored load of Tremie pipe PTremie=hDC.QTremie= 9.3 T P=PLT+Ptremie+Qvách= 216.6 T 9770 Total load on casing: 27230 37000 Where: CĐ1= CĐ2= CĐ3= CĐ5= L1= L2= L= Calculated diagram for casing D2600 +2.50 -16.54 -34.50 -7.27 9.77 27.23 m m m m m m 37.00 m 1.3 Checking - Casing is under compressive & bending combination - Internal force at checking section: + Axial load + Moment about the y axes (Perpendicular with stream) - Checking formula: Pu= Muy=Pd.chxL2= 216.6 T 159.9 T.m + If Pu  0,2 Pr Thì M Pu M +( ux + uy )  2Pr M rx M ry (A6.9.2.2-1-TCN272-05) + If Pu  0,2 Pr Thì Pu M ux M uy + ( + ) 1 Pr M rx M ry (A6.9.2.2-2-TCN272-05) Where: Pr : Factored compression resistance, ΦcPn (N) Pu : Factored compresstion force, (N) Mrx, Mry : factored flexural resistances about the x and y axes, (Tm) Mux, Muy : Moment about the x & y axes cause by factored loads, (Tm) - Calculate factored compression resistance + Detemine factor l :  K y L y λ=λ =   π.ry  + Factored compression resistance c  fy  =  E 0.20 < 2.25 Pr =φ c 0.66 λ As f y = Where, Kx= 3405.6 (T) 1.0 : Connection factor at both ends about x axes Ky= 1.0 : Connection factor at both ends about y axes (A6.9.4.1-3-TCN272-05) (A6.9.5.1-1-TCN272-05) rx= 926.2 : Radius of gyration of the steel casing section in the direction x, mm ry= 926.2 : Radius of gyration of the steel casingsection in the direction y, mm Lx= 37000 : Unbraced length of steel casing by x-direction, mm Ly= 37000 : Unbraced length of steel casing by y-direction, mm fy= E= jc= As= 250 : Yeild strength of steel, Mpa 200000 : Modulus of elasticity of steel, Mpa 0.9 : Resistant factor of compression force 164619.5 : Area of cross section mm2 - Calculate factored compression resistance Mrx=jc.Wx.fy= 2674.7 (T.m) Mry=jc.Wy.fy= 2674.7 (T.m) Where: Wx= 106988.1 (cm3) : Factored flexural resistances about the x and y axes, (Tm) Wy= 106988.1 (cm3) : Moment about the x & y axes cause by factored loads, (Tm) jc = 1.0 : Flexural resistance factor - Checking + Calculate ratio: Pu / Pr = Thus : 0.06 M uy Pu M +( ux + )= 2Pr M rx M ry < 0.2 0.09 < 1.00 OK! II CHECKING BEARING CAPACITY OF CASING D2600 - BORED HOLE AB14 We calculate the capacity of casing D2600 follow specification for bridge design 22TCN272-05 Ignore tip bearing capacity of casing The casing is completely embed in soil layer "3" - clay, qs = a*Su Su = 62.15 kPa Embed length of casing in soil layer "3": L= 17.96 m a= 0.55 qs = 34.183 kPa Qs = 509.171 T jqs = 0.65 330.961 T QR = jqs * Qs = Conclusion: QR=330.961 (T) > P = 216.6 (T) OK! VAM CONG BRIDGE CALCULATION SHEET OF SUB-COMPONENTS FOR CONSTRUCTING BORED PILE OF PYLON PY1 & PY2 PART I: GENERAL I GENERAL: General dimension - Pylon PY1, PY2 include 32 bored piles with diameter D=2500mm, length L=113.15m for pylon PY1, L=116.15m for pylon PY2 - Drilling by RCD machine, bored hole shall be keep stable by steel casing D2600, thickness 20mm combine with bentonite liquid - Plan view of pile cap of pylon PY1 & PY2 85000 2500 14 11 10 16 15 18 22 10900 3@7500=22500 13 21 25 29 12 2500 20 19 17 24 23 28 27 10900 31 5700 27500 32 10900 26 63200 30 10900 4@7500=30000 4500 4@7500=30000 16000 II SPECIFICATION & STANDARDS: - Specification for bridge design 22TCN 272-05 - Specification for bridge design 22TCN 18-79 - Specification of bridge construction 22TCN 200-1989 - Shop drawing of bored pile of Vam Cong bridge III MATERIALS: - Steel + Yeild stress + Calculated stress: + Unit weight of steel: + Elastic module: 4500 CT3 fy = 250 Mpa R= gs = Es = 2000 (kG/cm2) 7850 (kG/m3) 2.0E+6 (kG/cm2) IV LOAD & LOAD FACTOR Loads: - Applied load on structures Loads No Unit 01 Selfweight of structure, DC T/m3 02 Load of steel cage, LT T Remark Automatic calculate in the program Follow detail of steel cage Load factor -Load factor No Factor Load 01 Selfweight of structure, ηDC 02 Load of steel cage,ηLT Remark Strength 1.10 Service 1.00 Point 2.23, Table 13/22TCN200-1989 1.10 1.00 Point 2.23, Table 13/22TCN200-1989 Checking items - Calculated items: + Checking cable, hanger system when lifting the rebar cage + Checking construction rebar cage + Calculate minimum length of welding line for 04 rebars of rebars cage (welding connection on all length of rebar cage) + Checking stable of barge in the most dangerous case PART II: CALCULATION A CHECKING CABLE, HANGER SYSTEM WHEN LIFTING THE REBAR CAGE I Case 1: Lifting 01 rebar cage Diagram of lifting 01 rebar cage Cáp c?u D32 L=15m Cable cranes L= 15 m Cáp c?u D25 Cable cranes L=2,5 m Cáp c?u D32 L=12m Cable cranes L= 12 m Chi ti?t C Details 'C' SECTION A-A Steel pipe D300 t =30mm Cable D32, L=2,5 m U-bolt Steel plate t =20mm Details 'C' STEEL PIPE D300 FOR HOISTING REBAR CAGE DETAIL C Steel plate, t =20mm Ear of crane hook, t = 20mm U-bolt M16 Steel plate,t =20mm main steel 2xd40 Ear of crane hook,t=20mm 2 Loads + Load of 01 rebar cage: 45 T + Load factor h = 1.1 49.5 + Factored load of 01 rebar cage T We have 10 hanger point So that, each hanger point shall be gotten the load equal to: P = 4.95 T Checking beam for lifting steel cage (steel pipe D300, thickness t=30mm) a Diagram: P P P P P P P P P b Checking: + Moment diagram (calculate by Midas civil 7.0.1) - T.m + Reaction diagram (calculate by Midas civil 7.0.1) - T + Checking: No Item Material M (T/m) Wx (cm3) s (kG/cm2) [s] (kG/cm2) Checking 01 DH2 Larsen IV 20.495 1565.0 1309.6 2000.0 OK! + Parameter of steel pipe D300, thickness t=30mm + Outer diameter Remark Dng= 300 mm + Inner diameter Dtr= 240 mm - Perimeter of casing - Area of cross section C= As= 0.94 m 254 cm2 + Axis x-x Jx= 23475 cm4 + Axis y-y Jy= 23475 cm4 Wx=Wy= 1565.0 cm3 + Moment of inertia + Flexural resistance P Checking cable D25 type 1, ear for crane hook type a Diagram: SECTION A-A Steel pipe D300 t =30mm Cable D32, L=2,5 m TYPE P1 P1 P P1 P1 U-bolt Steel plate t =20mm Details 'C' STEEL PIPE D300 FOR HOISTING REBAR CAGE Ear of crane hook,t=20mm DETAIL C TYPE Steel plate, t =20mm Ear of crane hook, t = 20mm TYPE U-bolt M16 Steel plate,t =20mm main steel 2xd40 Ear of crane hook,t=20mm TYPE b Checking: - Cable type 1: + Load on each cable D25, type P1 = P * cos(28o) = 4.37 + Capacity of cable D25 [P] = T Checking P1 < [P] 35.8 T OK - Ear for lifting hook type 1: + Load on ear for lifting hook type 1: P1 = P * cos(28o) = + Section of ear for lifting hook type 1: 2.5x2.0 = + Allowable stress of lifting hook type 1: [P] = [s]* A Where [s] = 490 Mpa Thus 24500 [P] = kG = 4.37 T >P= 4.37 (T) (cm2) 24.5 (T) OK Checking cable D32 type 2, ear for crane hook type P' P2 Cable cranes L= 15 m Cable cranes L= 12 m TYPE TYPE Cáp c?u D25 Cable cranes L=2,5 m Chi ti?t C Details 'C' - Cable type 2: + Load on each cable D32, type P2 = P' / sin(48o) = 21.97 + Capacity of cable D32 [P] = T Checking P1 < [P] 56.30 T OK - Ear for lifting hook type 2: + Load on ear for lifting hook type 2: P2 = P' * sin(48o) = + Section of ear for lifting hook type 1: 3.0x2.0 = + Allowable stress of lifting hook type 1: [P] = [s]* A Where [s] = 490 Mpa Thus 24500 [P] = kG = 21.97 T >P= 21.97 (T) (cm2) 24.5 (T) II Case 2: Lifting rebar cage (total rebar cage) Crane cable Crane cable D60 A A Steel plate for hoisting rebar cage Details 'B' OK DETAIL A Hole of crane hook, d= 80mm SECTION 1-1 Steel plate, d20 Steel plate, d50 Steel plate, d30 Steel plate, d50 Steel plate, d30 U-bolt M18 side A Steel plate, d20 main steel Steel plate, d20 Steel plate, d20 2xd40 Steel plate, d50 Steel plate, d20 Steel plate, d20 Steel plate, d20 U-bolt M18 Steel plate, d30 main steel 2xd40 Load: Total load of rebar cage (include sonic pipe, U-bolt, …) + Load factor h = P= 140.00 (T) P= 154.00 (T) 1.1 + Factored total load of rebar cage (include sonic pipe, U-bolt, …) We have 04 crane cable, so the load on 01 cable is P1 = 38.50 (T) Checking: - Cable: + Load on each cable D60 P1 = 38.50 (T) + Capacity of cable D60 [P] = 117.00 Checking P1 < [P] T OK - Ear for lifting hook: + Load on ear for lifting hook: P1 = + Section of ear for lifting hook: 7.0x5.0 = + Allowable stress of lifting hook: [P] = [s]* A Where [s] = 490 Mpa Thus 171500 [P] = 38.50 (T) 35 (cm2) kG = 171.5 (T) > P1 = n= 18 each - U-bolts: + Total U-bolts at 01 hanger steel plate + Shearing resistance of 01 U-Bolt: Ru = 0.38*Ab*Fub*Ns (6.13.2.7 - 22TCN272-05) 38.50 (T) OK Where: Ab:area of the bolt corresponding to the nominal diameter (mm2) Fub: specified minimum tensile strength of the bolt specified in Article 6.4.3 (MPa) Ns: number of shear planes per bolt Fub = 420 Mpa Ab: 402.124 mm2 Ns = Ru = 64178.968 N 64.179 KN = > P1 = 38.50 (T) OK 6.418 With 18 U-bolts, shearing resistance is: Ru (18) = 115.52 (T) B CHECKING CONSTRUCTION REBAR CAGE I Arrangement of construction rebar cage: We use 04 PC bars D36 to make construction rebar cage DETAIL OF CONSTRUCTION REBAR CAGE Frame to hang rebar cage Handrail Bu long M18 working platform B B Conson H300 Chi ti?t A Details 'A' II Loads: + Total load of rebar cage (include sonic pipe, U-bolt, …) P= 140.00 (T) + Factored total load of rebar cage (include sonic pipe, U-bolt, …) P= 154.00 (T) + Load on 01 PC bar P1 = 38.50 (T) + Load factor h = 1.1 III Checking: + Capacity of 01 PC bar D36 + Checking: [P] = P1 < [P] 85.1 T OK (as catalog of PC Bar) T C CACLUTE MINIMUM LENGTH OF WELDING LINE FOR 04 REBARS OF REBAR CAGE (WELDING CONNECTION ON ALL LENGTH OF REBAR CAGE) I PURPOSES: To ensure the rebar cage shall not fallen in the bored hole in construction processing, we propose to change U-bolt connection of main rebar at 04 opposite possition on cross section of rebar cage to welding connection 04 position welding steel bars connecting segm ents rebar cage II LOADS: We have 04 rebar cage segments for 01 bored pile Load of each segment as following: Items Factored load Load (Tons) Load factor + Segment 4: 30 1.1 33 + Segment 3: 35 1.1 38.5 + Segment 2: 45 1.1 49.5 III CALCULATE LENGTH OF WELDING LINE: Height of welding line: Minimum size of fillet welds is followed table 6.13.3.4-1 - 22TCN272-05 Base metal thickness of thinner part jointed T Minimum size of fillet weld (mm) (mm) T ≤ 20 T > 20 Welding connection for rebar D32, D36, D40, we choose the height of welding line is 8mm Calculate the factored resistance of weld connection: We use the bearing weld metal type LB-52, strength of weld metal is Fexx = 490 Mpa Fillet-welded connections subjected to shear on the effective area shall be taken as the lesser of either the factored resistance of the connected material or the factored resistance of the weld metal: + Factored resistance of connected material: Rr  j v Rn Rn  0.58 Ag Fy Where: Point 6.13.5.3-1 - 22TCN272-05 Rn : Nominal resistance in shear (N) Ag:Gross area of the connection element (mm2) Ag = 804.248 mm2 Fy: Specified minimum yield strength of the connection element (MPa), Fy = jv:Resistance factor for shear as specified in Article 6.5.4.2 Rn = 186585.471 N 400 MPa + Factored resistance of the weld metal: Rr  0.6je Fexx h.cos(45o ) Where: je2: Resistance factor for the weld metal as specified in Article 6.5.4.2, je2 = 0.8 Fexx: Classification strength of the weld metal (MPa) Rr = 1330.492 N + Factored resistance of the weld connection is: R = (Rn, Rr) = 1330.492 N + Factored resistance of the weld connection on 01length unit (1mm) of weld line R1 = R/1 = 1330.492 N/mm Calculate length of weld line: + Minimum length of weld line at connection between segment 04 & segment 03 ( Load: L 33 104  1330.492 33 T ) 248.029 mm => Choose length of weld line at connection between segment 04 & segment 03 of 04 location of rebar cage cross section is L = 25cm + Minimum length of weld line at connection between segment 03 & segment 02 ( Load: L 71.5  104  1330.492 71.5 T ) 537.395 mm => Choose length of weld line at connection between segment 04 & segment 03 of 04 location of rebar cage cross section is L = 55cm + Minimum length of weld line at connection between segment 03 & segment 02 ( Load: L 121104  1330.492 121 T ) 909.438 mm => Choose length of weld line at connection between segment 04 & segment 03 of 04 location of rebar cage cross section is L = 920mm, devide to 02 segment with length 460mm and distance between 02 segment is 50cm D CHECKING STABLE OF BARGE IN THE MOST DANGEROUS CASE I Diagram: The most dangerous case of barge is when crane stand on the barge & lifting the rebar cage The crane always stand in the middle of barge In the processing of lifting rebar cage, load of rebar cage shall cause the overturn moment for barge - Dimesion of barge 3800T Hard anchor barges by stell pipe D900 Hard anchor barges by stell pipe D900 Neo c? ng sà lan b?ng ?ng thép D900 dóng xu?ng lòng sông Neo c? ng sà lan b?ng ?ng thép D900 dóng xu?ng lòng sông 19 11 Hard anchor barges by stell pipe D900 Hard anchor barges by stell pipe D900 - Crane is lifting rebar cage Rebar cage L?ng thép C?u 500 T Tank thu h?i Bentonite ? ng vách t?m D2600 ? ng vách t?m D2600 ? ng vách thép D2600 10 - Calculation diagram: P m r Barge II Loads: No Item Rebar cage r Load (T) Load factor Factored load P (T) 140 1.1 154 Overturn moment for barge cause by rebar cage load is M= 1925 T.m The value couple load is R = M/2d= 44.355 T III Checking bearing capacity of pipe pile D900 to anchor the barge Geological datas: (PY2) No Layer Elevation 01 Layer -16.54 Thickness SPT index N30 19.50 10.88 -36.04 Description Lean clay,, greyish brown, medium stiff to stiff Calculate the bearing capacity of pipe pile D900 Calculate bearing capacity of pile follow specification TCXDVN 205-1998: Formula: With: Qtc = m(mr.qp.Ap + u.mf.fsi.li) Qa: Bearing capacity of pipe pile Ktc: safety factor, which is equal = 1.75 Qtc: Standard bearing capacity of pipe pile m = 1: working condition factor of soil pile mr = 1: working condition factor at tip of pipe pile mf = 1: working condition factor at the pipe pile side Ap: area of casing cross section Ap = 0.028 m2 u = perimeter of pipe pile cross section u= 2.827 m qp = 157.5 T/m2: resistance of soil at pipe pile tip, 13.96m depth, silty sand (refering to table A1 - appendix A - TCXD 205-1998) fsi (T/m2): side friction of pile (refering to table A2 - appendix A - TCXD 205-1998) 11 Thickness of soil(m) 2.00 2.00 2.00 2.00 2.00 2.00 1.96 Average Soil layer depth of soil (m) 1.00 3.00 5.00 7.00 9.00 11.00 12.98 li (m) Liquidity index Li 2.00 2.00 2.00 2.00 2.00 2.00 1.96 0.28 0.39 0.33 0.345 0.36 0.38 0.3 fsi (T/m2) mf.fsi.li (T) 2.54 2.6 3.67 3.805 3.81 3.724 4.9 5.08 5.20 7.34 7.61 7.62 7.45 9.60 > R (T 44.355 qp (T/m2) Qtc (T) 145.548 157.5 Checking Qtc (T) 145.548 Qa (T) 83.170 Conclusion OK Checking lifting capacity of pipe pile: Calculate bearing capacity of pile follow specification TCXDVN 205-1998: Formula: With: Qtc = m.u.mf.fsi.l + W Qa: Bearing capacity of pipe pile Ktc: safety factor, which is equal = 1.75 Qtc: Standard bearing capacity of pipe pile m = 1: working condition factor of soil pile mf = 1: working condition factor at the pipe pile side Ap: area of casing cross section Ap = 0.028 m2 u = perimeter of pipe pile cross section u= 2.827 m qp = 157.5 T/m2: resistance of soil at pipe pile tip, 13.96m depth, silty sand (refering to table A1 - appendix A - TCXD 205-1998) fsi (T/m2): side friction of pile (refering to table A2 - appendix A - TCXD 205-1998) W: Weight of pipe pile W = 7.768 T Average Thickness of Liquidity li (m) Soil layer depth of soil index Li soil(m) (m) 2.00 0.28 1.00 2.00 2.00 0.39 3.00 2.00 2.00 0.33 5.00 2.00 2.00 0.345 7.00 2.00 2.00 0.36 9.00 2.00 2.00 0.38 11.00 2.00 1.96 0.3 12.98 1.96 Checking Qtc (T) Qa (T) 148.863 85.065 12 2.54 2.6 3.67 3.805 3.81 3.724 4.9 mf.fsi.li (T) 5.08 5.20 7.34 7.61 7.62 7.45 9.60 > R (T 44.355 fsi (T/m2) W (T) Qtc (T) 7.768 148.863 Conclusion OK ... connectivity project Project component 3A: vam cong bridge construction project CALCULATION SHEET FOR BORED PILE WORK – PYLON PY1,PY2 CONTRACTOR CONSULTANT VAM CONG BRIDGE CALCULATION SHEET OF CASING... 22TCN 18-79 - Specification of bridge construction 22TCN 200-1989 - Shop drawing of bored pile of Vam Cong bridge III MATERIALS: - Steel + Yeild stress + Calculated stress: + Unit weight of steel:... 509.171 T jqs = 0.65 330.961 T QR = jqs * Qs = Conclusion: QR=330.961 (T) > P = 216.6 (T) OK! VAM CONG BRIDGE CALCULATION SHEET OF SUB-COMPONENTS FOR CONSTRUCTING BORED PILE OF PYLON PY1 & PY2