BẢNG TÍNH CẦU DẦM BẢN RỖNG, MỐ, SÀN GIẢM TẢI, TÍNH TOÁN DẦM, GỐI, MỐ , TƯỜNG CHẮN KHE CO GIÃN.BẢNG TÍNH CẦU DẦM BẢN RỖNG, MỐ, SÀN GIẢM TẢI, TÍNH TOÁN DẦM, GỐI, MỐ , TƯỜNG CHẮN KHE CO GIÃN.BẢNG TÍNH CẦU DẦM BẢN RỖNG, MỐ, SÀN GIẢM TẢI, TÍNH TOÁN DẦM, GỐI, MỐ , TƯỜNG CHẮN KHE CO GIÃN.
Central Mekong Delta Region Connectivity Project PACKAGE CW1A: NORTHERN APPROACH TO CAO LANH BRIDGE (KM 0+000 TO KM 3+800) RACH MIEU BRIDGE OF TAN VIET HOA INTERCHANGE ITEM: STRUCTURAL CALCULATION CẦU VƯỢT RẠCH MIỄU TRÊN NHÁNH TRÁI NÚT GIAO TÂN VIỆT HỊA MỤC: TÍNH TỐN KẾT CẤU Document No.: Main Contractor Consultant Project Manager JV Consultant of CDM SMITH Associates INC.WSP Finland Limited YOOSHIN Engineering Corporation JV of HOANG AN – TUAN LOC – THANG LONG DATE ….-2017 VERSION No PURPOSE Submission for Approval ISSUED BY EXPLANATION THUYẾT MINH LIÊN DANH HOÀNG AN – TUẤN LỘC – THĂNG LONG INDEX CACULATE I GENERAL INFORMATION a) b) Item introduction Project description II LEGAL BASIS FOR DESIGN a) b) c) LEGAL BASIC Regulations, standards, procedures and applicable rules Used document: III LOCATION- CURRENT SITUATION a) b) Scope of research Natural condition Topography, current situation Geological condition Hydrologic weather IV DETAILED DESIGN SOLUTION Technical properties of bridge Drainage V DESIGN DATA a) b) STANDARD OF CACULATE LOAD CALCULATION Static load: Vehicle load Vehicle load (LL) Shock force (IM) Wind load Load and vehicle Brake the car c) Apply combinatorial checks to the structure d) Material Steel 9 Concrete VI CONTENT CALCULATION VII CALCULATION RESULTS: 10 VIII CONCLUSION 10 Trang LIÊN DANH HOÀNG AN – TUẤN LỘC – THĂNG LONG EXPLANATION CALCULATE PROJECT: RACH MIEU BRIDGE OF TAN VIET HOA INTERCHANGE CONNECTING ROAD OF PROJECT WITH TINH THOI VILLAGE ROUTE” BELONG TO CW1A PACKAGE “NORTHERN APPROACH TO CAO LANH BRIDGE (KM 0+000 - KM 3+800)”, CENTRAL MEKONG DELTA REGIONCONNECTIVITY PROJECT (CMDRCP) LOCATION: CAO LANH – DONG THAP PROVINCE PREPARED BY CHECK BY TRẦN HUY TOÀN NGUYỄN THANH LONG Trang LIÊN DANH HOÀNG AN – TUẤN LỘC – THĂNG LONG I GENERAL INFORMATION a) Item introduction - Item “Connecting road of project with Tinh Thoi village route” belong to CW1A package “Northern Approach to Cao Lanh Bridge (km 0+000 - km 3+800)”, Central Mekong Delta RegionConnectivity Project (CMDRCP) - This document is to submit for approval the alternative route of left ramp of Tinh Thoi interchange b) Project description - Project’s Name: Central Mekong Delta RegionConnectivity Project (CMDRCP) - Package: CW1A Northern Approach to CaoLanh Bridge (km 0+000 - km 3+800) - Repesentative of client: Cuu Long Corporation for Investment, Development and Project Management (Cuu Long CIPM) - Main contractor: JV of Hoang An – Tuan Loc – Thang Long II LEGAL BASIS FOR DESIGN a) LEGAL BASIC - Decision No 314/QĐ-BGTVT dated 31/01/2013 on approval of technical design package CW1A (Km 0+000 ÷ Km 3+800) and CW1C (Km 6+200 ÷ Km 7+800), belong to Central Mekong Delta RegionConnectivity Project (CMDRCP) - Document No.600/UBND-KTN dated 13/10/2015 of Dong Thap Province People’s Committee of Scale and traffic organization at An Binh Interchange with NH30 bypass and ramp connecting with Tan Viet Hoa road, Cao Lanh city - Letter No.4370/ BGTVT-CQLXD dated 20/04/2016 of Ministry of Transport (MOT) and the letter No.975/CQLXD-DB3 dated 19/4/2016 of Bureau of Transport Quality and Construction Management (TCQM) of MOT regarding the approval the addition, adjustment of design of Tan Viet Hoa Intersection and local road at A2 abutment of Linh Son bridge of package CW1A – Component - CMDCP - Letter No 1153/CIPM-QLDACL dated 28/04/2016 of Cuu Long CIPM regarding to “Addition of more ramp in the left side of Tan Viet Hoa interchange unde CW1A package - Referring to the letter No 2104/CIPM-QLDACL dated 22 July 2016 regarding “technical issues and support site clearance for CW1A Package under CMDRCP” - Letter No CW1A/DDIS/0865 dated 11/08/2016 of consultant DDIS regarding “The Shop Drawing Designed Of Access Road Connecting Between The Project And Local Resident Road Of Tinh Thoi interchange At Km2+800” b) Regulations, standards, procedures and applicable rules - Design documents comply with standard in Specifications applied in survey, design, construction and liquidation in CMDRCP, approved in Decision No.1328/QĐBGTVT dated May 19th 2010, Decision No1779 QĐ-BGTVT dated July 30th 2012, Decision No.674/QĐ-BGTVT dated March 19th 2013, decision No 1457 QĐ-BGTVT dated 12/05/2016 of MOT Trang LIÊN DANH HOÀNG AN – TUẤN LỘC – THĂNG LONG c) Used document: - Technical design documents of CMDCP was amended and updated according to Decision No.314/QĐ-BGTVT dated January 31st 2013, Decision No.325/QĐ-BGTVT dated December 1st 2013, and Decision No.340/QĐ-BGTVT dated January 4th 2013 of MOT III LOCATION- CURRENT SITUATION a) Scope of research - Scope of research: o Starting point: station Km 2+400 of main road of CMDCP (Tan Viet Hoa road) o Ending point: station Km 3+007 (Near abutment A2 of Tinh Thoi bridge) b) Natural condition Topography, current situation - Topography in scope of research is is flat but divided by cannals and small ponds The level is not different considerable, except at river banks - At begin of research scale, there’s Tan Viet Hoa road which is intervillage, asphalt surface with 3m width - In research scale, main road is being implemented On the left side, remaining distance from design embank ment toe of mainroad to land clearance line is 1315m Geological condition According to survey report of Detailed Design step, at A2 abutment of Tinh Thoi bridge, geology includes soil layers - Original ground layer: Lean clay green grey, greyish brown, greyish black, brown red, oganic substance Soft plastic state, SPT hammers/30cm Thickness of 1.7m - Layer includes sublayers: 1A, 1B, 1C: o Sublayer 1A: Fat clay in green grey, greyish brown, greyish black, liquid state to quasi-liquid state (CH) SPT hammer/30cm Thickness of 10.9m o Sublayer 1B: Lean clay, greyish brown, green grey, greyish black, liquid state to quasi-liquid state (CH) SPT hammer/30cm Thickness of 8.9m o Sublayer 1C: Lean clay with greyish brown sand, green black, green grey, soft plastic state (CL) SPT hammers/30cm Thickness of 7.6m - Layer includes sublayers 3A, 3B o Sublayer 3A: clayey sand, silty sand in greyish black, green grey, green black, greyish brown, spongy structure (SC-SM) SPT hammers/30cm Thickness of 4.8m o Sublayer 3B: Silty sand, clayey sand, greyish black, green grey, green black, greyish brown, medium dense state (SC-SM) Thickness of 6.4m - Layer includes sublayers 4A, 4B, 4C, 4E: Trang LIÊN DANH HOÀNG AN – TUẤN LỘC – THĂNG LONG o Sublayer 4A: Lean clay in green grey, greyish black, greyish brown, fuild-liquid state (CL) SPT hammers/30cm Thickness of 10m o Sublayer 4B: Fat clay in greyish brown, greyish black, brown black, soft plastic state (CH) SPT hammers/30cm Thickness of 2.8m o Lens TK4B-1: Silty sand, clayey sand in green grey, greyish brown, medium dense structure (SC-SM) SPT 16 hammers/30cm Thickness of 5.2m o Sublayer 4C: Fat clay in greyish brown, greyish brown, greyish black, rigid plastic state (CH) SPT 12 hammers/30cm Thickness of 6m o Sublayer 4E: Lean clay in greyish brown, brown red, grey yellow, green grey, semirigid state (CL) SPT 25 hammers/30cm Thickness of 4.8m - Layer includes Sublayer 7A and 7B: o Sublayer 7A: Silty sand, clayey sand in brown yellow, dense structure (SM-SC) SPT 44 hammers/30cm Thickness of 3.7m o Sublayer 7B: Silty sand, clayey sand in brown yellow, grey yellow, green grey, strong dense (SM-SC) SPT 64 hammers/30cm Thickness of 22.2m Hydrologic weather - Water in construction area is affected by weaher of Southwest Dry season from November to April next year wihtout flood Rainy season from May to October with flood Besides, it is affected by tidal wave due to semidiurnal tide o Frequency 1%: 2.92m o Frequency 4%: 2.72m - According to calculation result of approved Detailed Design, at canal Tinh Thoi 3, to ensure discharge design flood volumn 19 m3/s, minimum length of opening is 19m For route line skews the water flows 28o, minimum length of opening is 21m (Calculation result attached with this report) - Underground water and river water is nearly connect and Underground water near the ground (avarage level is 0.8m) - Abraisiveness of river water and underground level: according to water testing result (complying with standard TCVN 3994 - 85), river water does not corrode concrete and metal Undergound water slightly corrodes concrete and metal IV DETAILED DESIGN SOLUTION Technical properties of bridge - Scale: permanent - Bridge width: o Traffic lane: 7m o Railing: 2x0.5 = 1m o Total bridge width: 8m - Clearance of span H > 0.5m from the water level H4% = 2.72m (small bridge has bridge opnening less than 25m) Trang LIÊN DANH HOÀNG AN – TUẤN LỘC – THĂNG LONG - Loading design: o Live load: HL93 (According to 22TCN 272-2005) o Earthquake class VI (According to TCXDVN 375-2006) o Wind speed: 38 m/s o Soil type IV o Density temperature (concrete slab) from 10 to 47oC - Span structure: o 1-span bridge, 24m width of span Total bridge length is 25m to the behind egde of abutment o Cross section of bridge includes pre-tensioned prestressed reinforced hollow core slabs o Wearing coat is asphalt concrete C12.5, cm thickness, covering the waterproofing layer Two cross slope of pavement o Slab is C30 precast reinforced concrete with 15cm thickness o Railing: parapet is C30 precast reinforced concrete, galvanized steel handrail o Bearing: rubber bearing o Expansion joint: using rail joint - Abutment structure: o Type U with 5x11,5m o C30 precast reinforced concrete o Geology condition is not sufficient for spread footing Thickness of soft soil layer is 45m Suggest using bored pile foundation Ø-1m-bored piles for each foundation, about 62m length o Slope and slope protection in the distance of 10m behind wing wall is reinforced by precast armoured concrete slab (like slope protection typw approved in CMDCP) - Piled slab structure: o Pile Slab A1 longitudinal bridge length of 12.635m, crossing 14.0m, thickness of 0.3m, layout 58 piles 30x30cm Length is 22m, height of pile top is 0.7m, height of pile bottom is -21.3m o Pile Slab A2 longitudinal bridge length of 12.635m, crossing 14.0m, thickness of 0.3m, layout 58 piles 30x30cm Length is 22.6m, height of pile top is 0.7m, height of pile bottom is -21.9m Drainage - Drain water accumulating between ramps and mainroad must be dischared to protect embankment We propose arranging curverts Diameter of pipes is 1.0m Curvert length is 9m Trang LIÊN DANH HOÀNG AN – TUẤN LỘC – THĂNG LONG V DESIGN DATA a) STANDARD OF CACULATE - Standard design bridge 22TCN 272-05 - Standard design and construction of segment concrete bridge 1989-AASHTO; - Criteria for variable and shrinkage calculation CEB - FIB Model 1990; - ASTM A615 Reinforced steel reinforced concrete structure; - Ready mixed concrete mix - Basic requirements for quality assessment TCXDVN 374: 2006 - Concrete - Natural maintenance requirements TCXDVN 391: 2007; - Rules for construction and acceptance of bridges and culverts 22TCN 266-2000; - And other current procedures, rules and design standards b) LOAD CALCULATION Static load: - Reinforced concrete: 25 kN / m3 - Total block mass: 24.0 kN / m3 - Asphaltic concrete: 23.0 kN / m3 - Steel: 78.5 kN / m3 - Embankment: 18 kN / m3 Vehicle load - Number of lanes designed: lanes - The lane coefficient Number of lanes The lane coefficient 1.20 1.00 0.85 >3 0.65 Vehicle load (LL) Truck design: Trang LIÊN DANH HOÀNG AN – TUẤN LỘC – THĂNG LONG - Two-axis design: a pair of shafts 110 kN separated by 1.2m, in a horizontal distance of 1.8m apart - Design lane load: the load is 9.3 kN / m distributed vertically Impact of lane loading without considering shock force Shock force (IM) - Calculated at 25% of the impact of the design truck or two-axle vehicle design - Shock force does not count for design lane load Wind load - WL (WS) = A x P WL (WS): Horizontal force - P: wind pressure - A: The area of the wind - Wind area of the upper structure: from the top of the railing to the bottom of the beam - Wind area of the bottom structure: from the top of the cylinder to the calculated water level - Horizontal wind load acting on the structure (WS) - The load of horizontal wind effect on the vehicle (WL is 1.8m higher than the road surface Load and vehicle - View spreadsheet details Brake the car - Equal to 25% of the vehicle weight or two-axle vehicle design on all design lanes, along the longitudinal direction and centered on a 1.8m pavement Load combinations are limited NO NAME DC DW EH WA CR SH TU LL IM BR WS WL TG SE EQ CV STRENGTH I-1 1.25 1.5 1.35 - - 1.75 - - - - - - STRENGTH I-2 1.25 1.5 1.5 - - 1.75 - - - - - - STRENGTH II-1 1.25 1.5 1.5 - - 1.35 0.4 - - - - - STRENGTH III-1 1.25 1.5 1.5 - - 1.35 0.4 - - - - STRENGTH III-2 1.25 1.5 1.5 - 1.35 - - - - - - EXTREME 1.25 1.5 1.35 - 0.5 - - - - 1.0 - SERVICE 1 1 1 0.3 - - - - SERVICE 1 1 1 0.3 - - - - Trang 712 ************************************** !"# , + 57 54(( 4566 7( 7+56 , 90'"0: 0 9 ," -802 ***************************************** !"# !"# 0 ' '! , 9# ; $ ! 0 + 54 77 + + 5(7 5( "7!24/> 7 4?121 67 ( 5+6 9+)4( ! / , 90'"0: 0 9 ," -802 ***************************************** !"# !"# 0 ' '! 9# ; $ ! , 0 ++ +4+ + + 7+7 5+4 +6 + 6( , 90'"0: 0 9 ," -802 ***************************************** !"# !"# 0 ' '! 9# ; $ ! , 0 + + +7 (4 4 +4 +56 6++ 57 4 !"# $ % & # ' $ 6) ******************************* + , ," # $ -.24 7/09 712 *********************** !"# , + 46+(7 4445 4(6 7+ +6( , !"# $ "0 '" $ " 0 -824 7/09 712 ************************************** ! / 7 ! $ % 012 415 515 516 789 2 99 "# %!%&& % % !%$ $ '() 0 $ *) (0 +,24 7-.9 7/0 11111111111111111111111111111111111111 % " ! %&!% $ #! % $ #" #"# % 20*03 (0 2(4 ! +,0 0 11111111111111111111111111111111111111111 0(* * 2(5 ) (0 $ # % ##6#! $!"! ! && # % ##6#! $! " 7769 '24- 924-9 7 4:/2/ 67 " !# 9 ;$" - #% % 20*03 (0 2(4 ! +,0 0 11111111111111111111111111111111111111111 0(* * 2(5 ) (0 $ # % ##6#! $$## % $ % # % # % ##6#! ##6#! $!%& $!% 20*03 (0 2(4 $ +,0 0 11111111111111111111111111111111111111111 0(* * 2(5 ) (0 ! $ % ######6## ! ######6## $ % ######6## ######6## ######6## $!%# $& ! $ $#$# $"&! 4< (' '() = > (* ) ; 1111111111111111111111111111111 '() +?24 7-.9 7/0 11111111111111111111111 ' $ " ! $ $% %% $"$%! % !$ # & & ! '() 0 ! *) (0 +,24 ... (1.44) (0 .26 ) Mx1 KN.m 2. 90 2. 90 37 .24 35 .22 2. 02 (22 3.75) (93.91) (36 .28 ) (93.56) 0.98 0.64 479.40 479.40 740.89 740.89 29 5.78 1 12. 99 - My1 KN.m 4 .28 4 .28 47.09 44.85 2. 24 (679 .27 ) (21 2.14) (75.63)... CAP (2- 2) Support Vx z KN m LANES SPAN Fixed 52. 81 7.13 BR (2 Lanes - Span) 27 .44 27 .44 15.84 15.84 144. 62 144. 62 250.49 25 0.49 Vx1 KN 45.74 45.74 Vy1 KN 26 .41 26 .41 Mx1 KN.m 188 .22 188 .22 My1... C 2 KN 24 . 32 9.46 47 .29 4.84 Hy CĐ3 KN 10.53 4.09 20 .47 2. 10 34.80 WL Hy KN 24 . 32 9.46 47 .29 4.84 z m STRENGTH Vx1 KN 12. 16 4.73 23 .65 2. 42 42. 96 6.33 5.58 4.74 1.43 TRANSVERSE WIND SECTION 2- 2