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HOI AN SOUTH DEVELOPMENT LIMITED HOI AN SOUTH DEVELOPMENT PROJECT PHASE DUY HAI COMMUNE – DUY XUYEN DISTRICT QUANG NAM PROVINCE STAFF VILLAGE PROJECT APARTMENT BUILDING (OPTION 2) STRUCTURAL BASIC DESIGN REPORT NKC CONSULTANCY CO LTD NOVEMBER 2017 STRUCTURAL BASIC DESIGN REPORT STRUCTURAL, INFRASTRUCTURE & MEPF DESIGN SERVICES HOI AN SOUTH DEVELOPMENT PROJECT PHASE DUY HAI COMMUNE – DUY XUYEN DISTRICT QUANG NAM PROVINCE STAFF VILLAGE PROJECT APARTMENT BUILDING (OPTION 2) Issued by NKC CONSULTANCY CO LTD A1-00.01 Complex M1, 74 Nguyen Co Thach, An Loi Dong Ward, District 2, Ho Chi Minh City Tel: (84 28) - 36203611 / Fax:(84 28) – 36203612 Website: www.nkc.com.vn Email: consulting.engineer@nkc.com.vn Approved by: Dr Vinh Tran – Chairman Date: 11 / 2017 NKC CONSULTANCY CO LTD INVESTOR GENERAL DIRECTOR HOI AN SOUTH DEVELOPMENT LIMITED Duy Hai Commune – Duy Xuyen District Quang Nam Province CONSULTANT CHAIRMAN STRUCTURAL, INFRASTRUCTURE & MEPF DESIGN SERVICES NKC CONSULTANCY CO LTD A1-00.01 Complex M1, Dr VINH TRAN 74 Nguyen Co Thach, An Loi Dong Ward, District 2, Ho Chi Minh City Tel:+(84.8) 3744 6801; Fax:+(84.8) 3744 6851 Email:consulting.engineer@nkc.com.vn Website:www.nkc.com.vn Staff Village Project Page 1/85 Basic Design Report NKC CONSULTANCY CO LTD SUMMARY OF ISSUES Issue Revision Date Approved Issue 00 Nov 2017 Dr Vinh Tran Staff Village Project Page 2/85 Content For approval Basic Design Report NKC CONSULTANCY CO LTD STRUCTURAL BASIC DESIGN REPORT TABLE OF CONTENTS Page INTRODUCTION THE PROJECT STANDARDS FOR STRUCTURAL DESIGN GEOTECHNICAL DATA 4.2.1 Borehole Log 4.2.2 Stratigraphy 4.2.3 Groundwater 4.2.4 Geotechincal Parameters Foundation Design 10 5.1 Proposed Foundations 10 5.2 Design Limit states 12 5.3 Design Methodology 12 5.4 Analysis of Differential Settlement 12 LATERAL STABILITY SYSTEM - ColumnS / STAIR WallS 15 SUPERSTRUCTURE DESIGN 15 7.1 15 Ground Floor (SSL -0.050) STRUCTURAL DESIGN DATA 17 8.1 Design Loadings 19 8.1.1 Gravity load 19 8.1.2 Live Load and Finishes 19 8.1.3 Effect of Temperature Changes 20 8.1.4 Wind load 20 8.1.4.1 Displacement Limitation at Top of Building 22 8.1.4.2 Storey Drift Limitation 22 8.1.5 Seismic load 27 8.1.5.1 Limitation of Storey Drift due to Earthquake 8.1.6 Structural Data Check 27 8.1.6.1 Overturning Stability Check 27 8.1.7 Summary of Design Criteria 28 8.2 Materials Properties 29 8.2.1 Concrete 29 8.2.2 Reinforcement 29 8.2.3 Concrete cover 29 8.3 Load cases and load combinations 30 Staff Village Project Page 3/85 Error! Bookmark not defined Basic Design Report NKC CONSULTANCY CO LTD 8.4 Load combinations 30 8.4.1 Load combinations for columns/ walls, beams, floor slabs, pile caps 30 8.4.2 Load Combinations for other elements 31 8.4.3 Standard Combinations 31 APPENDICES APPENDIX A BUILDING STOREY PARAMETERS APPENDIX B FLOOR LOADINGS APPENDIX C 3D ANALYSIS MODEL APPENDIX D WIND LOADING APPENDIX E TYPICAL PILE CAP DESIGN APPENDIX F TYPICAL TIE BEAM DESIGN APPENDIX G TYPICAL FLOOR SLAB DESIGN APPENDIX H TYPICAL BEAMS DESIGN APPENDIX I TYPICAL COLUMNS DESIGN APPENDIX J TYPICAL CORE WALL DESIGN APPENDIX K PILE DESIGN APPENDIX L DRAWING LIST Staff Village Project Page 4/85 Basic Design Report NKC CONSULTANCY CO LTD INTRODUCTION This basic design report has been prepared on the basis of identifying the criteria, assumptions, design data, feasible structural options and design approach for the selection of the optimum option for the development of next phase of the project THE PROJECT 2.1 Project Description This project is titled as “Staff Village”, located in Duy Hai Commune, Duy Xuyen District, Quang Nam Province, Viet Nam The development consists of tower in which towers have storeys, towers having storeys, and a two-storey main building for administration and facilities 2.2 Partners Client: Hoi An South Development Limited Design & Build Contractor Cofico Construction Joint Stock Company No C&S and MEP Consultant NKC Consultancy Co Ltd STANDARDS FOR STRUCTURAL DESIGN 3.1 Applicable Codes and Standards The project shall be designed based on Vietnamese standards for all structural elements except columns and core wall are designed based on Eurocodes standards Structural Design Standards Seismic Design For Buildings TCVN 9386: 2012 Standards For Design of Reinforcement Concrete Structures TCVN 5574: 2012 Piled Foundations – Vietnamese Design Standard TCVN 10304 : 2014 Eurocode – Design of Concrete Structures EN 1992: 2004 Loads and Impact TCVN 2737: 1995 Pretensioned spun concrete piles TCVN 7888:2014 3.2 Computer Programs The following computer programs will be used for the analysis and design of the structure: ETABS Version 13.1.2 Analysis of general space structure SAFE Version 12.3.1 Analysis and Design of foundation PLAXIS Version 8.0 Analysis and Design of diaphragm wall Excel spread sheet ADSEC Design of reinforced concrete elements Version 8.0 Design of reinforcement for columns/ walls GEOTECHNICAL DATA 4.1 Introduction This report establishes the general basis for the geotechnical design of the project The design criteria, design assumptions, design data and analysis methodology for the geotechnical design of the project is identified This report will form part of the guideline and control document for the detailed design and analysis of the porject which will be developed later on Staff Village Project Page 5/85 Basic Design Report NKC CONSULTANCY CO LTD 4.2 Borehole Location Plan Total of boreholes In which, the boreholes CBH20 to CBH24 are depth 80m, it is necessary for the extraction of soil samples and execution of tests 4.2.1 Borehole Log Summary below is the illustrated composition of the borehole log CBH20 to CBH24 as recorded in the Soil Investigation Report prepared by South Branch of Vietnam Institute for Building Science and Technology untertaken in September 2016 BOREHOLE LOG LOCATION LAYOUT Staff Village Project Page 6/85 Basic Design Report NKC CONSULTANCY CO LTD BOREHOLE LOG SECTION CBH20 TO CBH24 Staff Village Project Page 7/85 Basic Design Report NKC CONSULTANCY CO LTD 4.2.2 Stratigraphy Soil layers summary: 4.2.3 Groundwater Based on the groundwater monitoring records, borehole CBH20 has indicated that the water table appears at -2.97m below the existing ground surface Borehole CBH23 has the water table at -1.59m The depth of -1.59m below the ground has been used for the design 4.2.4 Geotechincal Parameters The principle geotechnical parameters considered most appropriate for use in the geotechnical design of this project are summarised in Table below Staff Village Project Page 8/85 Basic Design Report NKC CONSULTANCY CO LTD 2HB4-5 2HB4-5 2HB4-5 2HB4-6 2HB4-6 2HB4-6 2HB4-7 2HB4-7 2HB4-7 2HB4-8 2HB4-8 2HB4-8 2HB4-9 2HB4-9 2HB4-9 2VB4 2VB4 2VB4 B55 B55 B55 B56 B56 B56 B57 B57 B57 B556 B556 B556 B569 B569 B569 B157 B157 B157 Staff Village Project ENVECOM VN ENVECOM VN ENVECOM VN ENVECOM VN ENVECOM VN ENVECOM VN ENVECOM VN ENVECOM VN ENVECOM VN ENVECOM VN ENVECOM VN ENVECOM VN ENVECOM VN ENVECOM VN ENVECOM VN ENVECOM VN ENVECOM VN ENVECOM VN Mmin-I Mmax Mmin-J Mmin-I Mmax Mmin-J Mmin-I Mmax Mmin-J Mmin-I Mmax Mmin-J Mmin-I Mmax Mmin-J Mmin-I Mmax Mmin-J 7.936 7.936 7.936 10.55 10.55 10.55 10.99 10.99 10.99 1.332 1.332 1.332 7.969 7.969 7.969 7.357 7.357 7.357 1.991 -1.13 1.991 1.015 0.01 1.015 0.785 -0.02 0.785 0.167 -0.01 0.167 0.413 -0.05 0.413 0.229 0.09 0.229 -7.23 5.59 -12.79 -15.56 12.14 -18.73 -17.63 11.03 -13.25 -6.08 -4 -6 -7.45 6.89 -1.82 -5.31 3.21 -4.71 Page 69/85 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 3.95 3.03 7.20 8.90 6.81 10.92 10.21 6.15 7.48 3.31 2.15 3.26 4.08 3.76 0.97 2.88 1.72 2.54 3 3 3 3 3 3 3 3 3 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 2 2 3 2 16 16 16 16 16 16 16 16 6.03 10.05 10.05 10.05 10.05 12.06 12.06 10.05 10.05 6.03 6.03 6.03 6.03 6.03 6.03 6.03 6.03 6.03 Basic Design Report 0.46 0.77 0.77 0.77 0.77 0.92 0.92 0.77 0.77 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK 2 2 2 2 2 2 2 2 2 8 8 8 8 8 8 8 8 8 100 200 100 150 200 150 150 200 150 150 200 150 150 200 150 150 100 150 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK 6.03 6.03 6.03 6.03 6.03 6.03 6.03 6.03 6.03 3.08 3.08 3.08 6.03 6.03 6.03 6.03 6.03 6.03 Yes No Yes Yes No Yes Yes No Yes No No No No No No No No No APPENDIX I - TYPICAL COLUMN DESIGN 9' 10 11 11' 12 13 14 15 D C B 4' A D C B A Staff Village Project Page 70/85 Basic Design Report COLUMN C51 (250 x 1000) FROM LEVEL TO UNDERSIDE LEVEL FLOOR 12T20 ETABS 2015 Shear Wall Design Eurocode 2-2004 Pier Design Pier Details Story ID Pier ID Centroid X (m) Centroid Y (m) Length (m) Thickness (m) LLRF 2F C51 76.8 27.7 0.25 0.4 Material Properties Ec (kN/m²) fck (kN/m²) Lt.Wt Factor (Unitless) fyk (kN/m²) fywk (kN/m²) 33000000 C30/C37 (30000) C30/C37 (1) CB500V (500000) CB500V (500000) Design Code Parameters ɣC ɣS αCC αLCC IPMAX IPMIN PMAX 1.5 1.15 0.85 0.02 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X1 m Left Y1 m Right X2 m Right Y2 m Length m Thickness m Top Leg 76.8 27.2 76.8 28.2 0.25 Bottom Leg 76.8 27.2 76.8 28.2 0.25 Flexural Design for NEd , MEd3 and MEd2 Station D/C Flexural NEd kN MEd2 kN-m MEd3 kN-m Top 0.755 COMEC13 3490.8505 -107.9219 -116.3617 Bottom 0.761 COMEC13 3517.0067 -108.7379 117.2336 Station Location ID Rebar m²/m Shear Combo NEd kN VEd kN VRc kN VRd kN Top Leg 0.00094 COMEC13 3490.8505 45.6991 229.6545 327.6522 Bottom Leg 0.00094 COMEC13 3517.0067 45.6991 229.6545 327.6522 Shear Design Staff Village Project Page 71/85 Basic Design Report COLUMN C51 (250 x 800) FROM LEVEL FLOOR TO ROOF 10T18 ETABS 2015 Shear Wall Design Eurocode 2-2004 Pier Design Pier Details Story ID Pier ID Centroid X (m) Centroid Y (m) Length (m) Thickness (m) LLRF 6F C51 76.8 27.8 0.8 0.25 0.4 Material Properties Ec (kN/m²) fck (kN/m²) Lt.Wt Factor (Unitless) fyk (kN/m²) fywk (kN/m²) 33000000 C30/C37 (30000) C30/C37 (1) CB500V (500000) CB500V (500000) Design Code Parameters ɣC ɣS αCC αLCC IPMAX IPMIN PMAX 1.5 1.15 0.85 0.02 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X1 m Left Y1 m Right X2 m Right Y2 m Length m Thickness m Top Leg 76.8 27.4 76.8 28.2 0.8 0.25 Bottom Leg 76.8 27.4 76.8 28.2 0.8 0.25 Flexural Design for NEd , MEd3 and MEd2 Station D/C Flexural NEd kN MEd2 kN-m MEd3 kN-m Top 0.593 COMEC13 2390.7231 -47.8145 -63.7526 Bottom 0.702 COMEC13 2411.6481 84.6515 -64.3106 Shear Design ID Rebar m²/m Shear Combo NEd kN VEd kN VRc kN VRd kN Top Leg 0.00079 COMEC13 2390.7231 9.443 182.1618 221.2174 Bottom Leg 0.00079 COMEC13 2411.6481 9.443 182.1618 221.2174 Station Location Staff Village Project Page 72/85 Basic Design Report COLUMN C62 (250 x 1000) FROM LEVEL TO UNDERSIDE LEVEL FLOOR 16T28 ETABS 2015 Shear Wall Design Eurocode 2-2004 Pier Design Pier Details Story ID Pier ID Centroid X (m) Centroid Y (m) Length (m) Thickness (m) LLRF 2F C62 99.05 16.6 0.25 0.4 Material Properties Ec (kN/m²) fck (kN/m²) Lt.Wt Factor (Unitless) fyk (kN/m²) fywk (kN/m²) 33000000 C30/C37 (30000) C30/C37 (1) CB500V (500000) CB500V (500000) Design Code Parameters ɣC ɣS αCC αLCC IPMAX IPMIN PMAX 1.5 1.15 0.85 0.02 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X1 m Left Y1 m Right X2 m Right Y2 m Length m Thickness m Top Leg 99.05 16.1 99.05 17.1 0.25 Bottom Leg 99.05 16.1 99.05 17.1 0.25 Flexural Design for NEd , MEd3 and MEd2 Station D/C Flexural NEd kN MEd2 kN-m MEd3 kN-m Top 0.903 COMEC13 5313.8439 -194.1908 177.1281 Bottom 0.908 COMEC13 5340.0002 -195.8755 -178 Shear Design ID Rebar m²/m Shear Combo NEd kN VEd kN VRc kN VRd kN Top Leg 0.00246 COMEC13 5313.8439 54.3256 260.9352 857.0435 Bottom Leg 0.00246 COMEC13 5340.0002 54.3256 260.9352 857.0435 Station Location Staff Village Project Page 73/85 Basic Design Report COLUMN C62 (250 x 800) FROM LEVEL FLOOR TO ROOF 10T22 ETABS 2015 Shear Wall Design Eurocode 2-2004 Pier Design Pier Details Story ID Pier ID Centroid X (m) Centroid Y (m) Length (m) Thickness (m) LLRF 6F C62 99.05 16.5 0.8 0.25 0.4 Material Properties Ec (kN/m²) fck (kN/m²) Lt.Wt Factor (Unitless) fyk (kN/m²) fywk (kN/m²) 33000000 C30/C37 (30000) C30/C37 (1) CB500V (500000) CB500V (500000) Design Code Parameters ɣC ɣS αCC αLCC IPMAX IPMIN PMAX 1.5 1.15 0.85 0.02 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X1 m Left Y1 m Right X2 m Right Y2 m Length m Thickness m Top Leg 99.05 16.1 99.05 16.9 0.8 0.25 Bottom Leg 99.05 16.1 99.05 16.9 0.8 0.25 Flexural Design for NEd , MEd3 and MEd2 Station D/C Flexural NEd kN MEd2 kN-m MEd3 kN-m Top 0.899 COMEC13 3521.155 113.6939 97.7847 Bottom 0.905 COMEC13 3542.08 114.7582 98.3898 Shear Design ID Rebar m²/m Shear Combo NEd kN VEd kN VRc kN VRd kN Top Leg 0.00125 COMEC9 3389.6247 15.7248 196.1911 347.8261 Bottom Leg 0.00125 COMEC9 3410.5497 15.7248 196.1911 347.8261 Station Location Staff Village Project Page 74/85 Basic Design Report COLUMN C8 (300 x 800) FROM LEVEL TO UNDERSIDE LEVEL FLOOR 14T28 ETABS 2015 Shear Wall Design Eurocode 2-2004 Pier Design Pier Details Story ID Pier ID Centroid X (m) Centroid Y (m) Length (m) Thickness (m) LLRF 2F C8 14.8 4.9 0.8 0.3 0.4 Material Properties Ec (kN/m²) fck (kN/m²) Lt.Wt Factor (Unitless) fyk (kN/m²) fywk (kN/m²) 33000000 C30/C37 (30000) C30/C37 (1) CB500V (500000) CB500V (500000) Design Code Parameters ɣC ɣS αCC αLCC IPMAX IPMIN PMAX 1.5 1.15 0.85 0.02 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X1 m Left Y1 m Right X2 m Right Y2 m Length m Thickness m Top Leg 14.8 4.5 14.8 5.3 0.8 0.3 Bottom Leg 14.8 4.5 14.8 5.3 0.8 0.3 Flexural Design for NEd , MEd3 and MEd2 Station D/C Flexural NEd kN MEd2 kN-m MEd3 kN-m Top 0.864 COMEC13 5386.246 -163.1508 151.2837 Bottom 0.868 COMEC13 5411.356 -164.28 152.0263 Shear Design ID Rebar m²/m Shear Combo NEd kN VEd kN VRc kN VRd kN Top Leg 0.0027 COMEC13 5386.246 4.3575 255.8211 749.9133 Bottom Leg 0.0027 COMEC13 5411.356 4.3575 255.8211 749.9133 Station Location Staff Village Project Page 75/85 Basic Design Report COLUMN C8 (250 x 800) FROM LEVEL FLOOR TO ROOF 12T25 ETABS 2015 Shear Wall Design Eurocode 2-2004 Pier Design Pier Details Story ID Pier ID Centroid X (m) Centroid Y (m) Length (m) Thickness (m) LLRF 6F C8 14.8 4.9 0.8 0.25 0.4 Material Properties Ec (kN/m²) fck (kN/m²) Lt.Wt Factor (Unitless) fyk (kN/m²) fywk (kN/m²) 33000000 C30/C37 (30000) C30/C37 (1) CB500V (500000) CB500V (500000) Design Code Parameters ɣC ɣS αCC αLCC IPMAX IPMIN PMAX 1.5 1.15 0.85 0.02 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X1 m Left Y1 m Right X2 m Right Y2 m Length m Thickness m Top Leg 14.8 4.5 14.8 5.3 0.8 0.25 Bottom Leg 14.8 4.5 14.8 5.3 0.8 0.25 Flexural Design for NEd , MEd3 and MEd2 Station D/C Flexural NEd kN MEd2 kN-m MEd3 kN-m Top 0.855 COMEC13 3545.6735 114.9417 98.4938 Bottom 0.861 COMEC13 3566.5985 116.0141 99.0993 Shear Design Station Location ID Rebar m²/m Shear Combo NEd kN VEd kN VRc kN VRd kN Top Leg 0.0015 COMEC13 3545.6735 6.9658 202.4689 417.3913 Bottom Leg 0.0015 COMEC13 3566.5985 6.9658 202.4689 417.3913 Staff Village Project Page 76/85 Basic Design Report COLUMN C68 (400 x 400) FROM LEVEL FLOOR TO ROOF 8T16 ETABS 2015 Concrete Frame Design Eurocode 2-2004 Column Section Design(Envelope) Column Element Details Level Element Section ID Length (m) LLRF MAI C2 C400X400 3.1 Section Properties b (m) h (m) dc (m) Cover (Torsion) (m) 0.4 0.4 0.04298 0.01499 Material Properties Ec (kN/m²) fck (kN/m²) Lt.Wt Factor (Unitless) Es (kN/m²) fyk (kN/m²) fywk (kN/m²) 35936357.92 43330 200000000 500000 500000 Design Code Parameters ɣC ɣS αCC αCT αLCC αLCT 1.5 1.15 1 0.85 0.85 Longitudinal Check for NEd MEd2 MEd3 Interaction Column End Rebar Area m² Rebar % D/C Ratio Top 0.001608 1.01 0.766 Bottom 0.001608 1.01 0.753 Design Axial Force & Biaxial Moment for NEd MEd2 MEd3 Interaction Column End Design NEd kN kN kN-m kN-m m Top 115.3731 96.4512 -60.3561 2.6 COMEC13 Bottom 129.4131 96.5424 -60.3561 COMEC13 Staff Village Project Design MEd2 kN-m Design MEd3 kN-m Page 77/85 Station Loc m Controlling Combo Basic Design Report Shear Reinforcement for Major Shear, VEd2 Column End Rebar Asw/s m²/m Design VEd kN Station Loc m Controlling Combo Top 45.2336 2.6 COMEC13 Bottom 45.2336 COMEC13 Column End Rebar Asw/s m²/m Design VEd kN Station Loc m Controlling Combo Shear Reinforcement for Minor Shear, VEd3 Top 64.7764 2.6 COMEC13 Bottom 64.7764 COMEC13 Column End Rebar Asw/s m²/m Design VEd kN Station Loc m Controlling Combo Top 64.7764 2.6 COMEC13 Bottom 64.7764 COMEC13 Shear Reinforcement for Minor Shear, VEd3 Staff Village Project Page 78/85 Basic Design Report APPENDIX J - TYPICAL CORE WALL DESIGN CORE WALL CW1 FROM LEVEL FLOOR TO ROOF CW1 ETABS 2015 Shear Wall Design Eurocode 2-2004 Pier Design Pier Details Story ID Pier ID Centroid X (m) Centroid Y (m) Length (m) Thickness (m) LLRF 2F CW1 1.28148 2.47274 14.95 0.2 0.4 Material Properties Ec (kN/m²) fck (kN/m²) Lt.Wt Factor (Unitless) fyk (kN/m²) fywk (kN/m²) 33000000 C30/C37 (30000) C30/C37 (1) CB500V (500000) CB500V (500000) Design Code Parameters ɣC ɣS αCC αLCC IPMAX IPMIN PMAX 1.5 1.15 0.85 0.02 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X1 m Left Y1 m Right X2 m Right Y2 m Length m Thickness m Top Leg 5.3 1.675 5.3 1.675 0.2 Top Leg 0 5.3 5.3 0.2 Top Leg 0 2.675 2.675 0.2 Top Leg 2.675 2.675 5.3 5.3 0.2 Bottom Leg 5.3 1.675 5.3 1.675 0.2 Bottom Leg 0 5.3 5.3 0.2 Bottom Leg 0 2.675 2.675 0.2 Bottom Leg 2.675 2.675 5.3 5.3 0.2 Flexural Design for NEd , MEd3 and MEd2 Staff Village Project Station D/C Flexural NEd kN MEd2 kN-m Top 0.235 COMEC13 13611.2486 -3474.1958 7996.952 Bottom 0.238 COMEC13 13924.0774 -3385.7606 8006.3209 Page 79/85 MEd3 kN-m Basic Design Report Shear Design Station Location ID Rebar m²/m Top Leg 0.00067 COMEC13 2045.7048 2.6096 291.091 387.7368 Top Leg 0.00067 COMEC13 3854.9359 94.3969 824.5556 1226.8687 Top Leg 0.00067 COMEC13 1435.8336 62.3712 368.2756 619.2215 Top Leg 0.00067 COMEC13 6274.7744 87.6444 870.7633 1226.8687 Bottom Leg 0.00067 COMEC13 2080.7541 2.6096 291.091 387.7368 Bottom Leg 0.00067 COMEC13 3965.8384 94.3969 837.8639 1226.8687 Bottom Leg 0.00067 COMEC13 1491.808 62.3712 374.9925 619.2215 Bottom Leg 0.00067 COMEC13 6385.6769 87.6444 870.7633 1226.8687 Staff Village Project Shear Combo NEd kN Page 80/85 VEd kN VRc kN VRd kN Basic Design Report APPENDIX K - PILE DESIGN III - SỨC CHỊU TẢI CỌC THEO CƯỜNG ĐỘ ĐẤT NỀN (PHỤ LỤC G - TCVN 10304:2014): Sức chịu tải cực hạn cọc tính theo cơng thức: R = qb*Ab + uΣfi*li a) Xác định sức chịu tải mũi cọc Qp: Qb = qb*Ab Trong đó: Cường độ chịu tải đất mũi cọc tính theo cơng thức sau: Cọc đóng, cọc ép Trạng thái đất qb = c*N'c + q'ϒ,p*N'q Cường độ sức kháng đất dính túy : qb1 = c*N'c = 9*cu (đối với cọc đóng, ép) Chặt vừa ZL/d 15 cu = 15.6 (kN/m2) ZL = 7.5 qb1 = 140.4 (kN/m2) N'q = 100 Cường độ sức kháng đất rời (c=0) mũi cọc : k= qb2 = q'ϒ,p*N'q N'q = 100 Tra bảng G.1 TCVN 10304:2014 σ'ϒ,p : ứng suất hữu hiệu theo phương thẳng đứng đất gây cao trình mũi coc, (kN/m2) Lớp đất Loại đất 1 1 1 1 1A 1A 1A 1A 1A 1A 3 cát cát cát cát cát cát cát cát cát cát cát cát cát cát cát cát cát sét cát (m) Ztb Phân tố li (m) ϒ' (kN/m3) q'vp (kN/m2) 1.00 3.00 5.00 7.00 9.00 11.00 13.00 15.00 16.75 18.50 20.50 22.50 24.50 26.50 28.50 30.50 32.25 33.00 33.00 33.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.50 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.50 0.00 0.00 0.00 9.30 9.30 9.30 9.30 9.30 9.30 9.30 9.30 9.30 8.20 8.20 8.20 8.20 8.20 8.20 10.50 10.50 7.20 11.10 -10.00 18.6 37.2 55.8 74.4 74.4 74.4 74.4 74.4 74.4 74.4 74.4 74.4 74.4 74.4 74.4 74.4 74.4 74.4 74.4 74.4 74.4 qb2= 7440.00 (kN/m2) Tổng sức kháng đất mũi cọc: qb= qb1 + qb2 = 7580.4 Qb = 1488.41 Staff Village Project (kN/m2) (kN) Page 81/85 Basic Design Report b) Xác định sức chịu tải thành phần ma sát hông Q S : qs = uΣfi*li chu vi mặt cắt ngang cọc u= Lớp đất 1.6 Loại đất 1 1 1 1 1A 1A 1A 1A 1A 1A 3 cát cát cát cát cát cát cát cát cát cát cát cát cát cát cát cát cát sét cát (m) Phân tố li (m) ϒ' (kN/m3) Cu,i (kN/m2) α (m) Ztb fi (dính) (kN/m2) fi (rời) (kN/m2) qs (kN/m2) 1.00 3.00 5.00 7.00 9.00 11.00 13.00 15.00 16.75 18.50 20.50 22.50 24.50 26.50 28.50 30.50 32.25 33.00 33.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.50 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.50 0.00 0.00 9.30 9.30 9.30 9.30 9.30 9.30 9.30 9.30 9.30 8.20 8.20 8.20 8.20 8.20 8.20 10.50 10.50 7.20 11.10 12.90 12.90 12.90 12.90 12.90 12.90 12.90 12.90 12.90 21.80 21.80 21.80 21.80 21.80 21.80 15.60 15.60 45.20 13.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.94 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 42.61 0.00 10.31 20.62 30.93 41.24 41.24 41.24 41.24 41.24 41.24 41.24 41.24 41.24 41.24 41.24 41.24 41.24 41.24 41.24 41.24 32.39 64.78 97.17 129.56 129.56 129.56 129.56 129.56 97.17 129.56 129.56 129.56 129.56 129.56 129.56 129.56 97.17 0.00 0.00 1943.42 Thành phần ma sát hông Qs: Qs = 1943 (kN) Vậy sức chịu tải cực hạn cọc xác định theo cường độ đất Qa= 3432 (kN) Móng gk g0 gn Móng cọc Móng 2-5 cọc Móng 6-10 cọc Móng 11-20 cọc Móng >20 cọc 1.75 1.75 1.65 1.55 1.4 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 Staff Village Project Page 82/85 SCT chọn Rc,u (kN) Rc,d =Rc,u/ gk N c,d ≤ g0Rc,d/gn tính tốn (kN) 3432 3432 3432 3432 3432 1961 1961 2080 2214 2451 1705 1961 2080 2214 2451 1700 1960 2070 2210 2450 Basic Design Report APPENDIX L DRAWING LIST CONCRETE STRUCTURAL DRAWINGS DRAWING NO HASV-BD-GN-I HASV-BD-GN-II DRAWING TITLE Cover Sheet Drawing List SCALE NTS NTS HASV-BD-0001 HASV-BD-0002 HASV-BD-0003 HASV-BD-0004 GENERAL NOTES AND TYPICAL DETAILS General Notes Typical Details Typical Details Typical Details NTS NTS NTS NTS FOUNDATIONS HASV-BD-0100 HASV-BD-0101 HASV-BD-0102 Pile caps Layout Piling Layout RC Details for Pile D500 1:200 1:200 NTS COLUMN LAYOUT 10 HASV-BD-0200 Column Layout 1:200 11 12 13 HASV-BD-0300 HASV-BD-0301 HASV-BD-0302 FLOOR PLANS Level Floor Plan Level to Level Floor Plans Level to Roof Floor Plans 1:200 1:200 1:200 14 15 16 17 18 HASV-BD-0400 HASV-BD-0401 HASV-BD-0402 HASV-BD-0403 HASV-BD-0404 TYPICAL DETAILS Typical RC Detail for Level Floor Typical RC Details for Beams Typical RC Details for Column Typical RC Details for core walls Typical RC Details for Tie Beams & Pile Caps 1:100 1:50 1:25 1:25 1:50 Staff Village Project Page 83/85 Basic Design Report ... 55350 Y 121 00 121 00 121 20 16100 121 20 16100 121 00 121 00 121 00 121 20 16100 121 20 121 00 121 00 121 20 16100 121 20 16100 121 00 121 00 1000 121 00 1000 121 20 16100 121 20 1000 121 00 1000 121 00 1000 121 20... Y 121 20 16100 121 00 16100 121 00 121 00 16100 121 20 16100 121 00 16100 121 00 121 00 16100 121 00 121 20 16100 121 20 16100 121 00 121 00 121 20 16100 121 00 16100 121 00 121 00 16100 121 00 121 20 16100 121 20... Y 121 00 16100 121 00 16100 121 20 16100 121 00 16100 121 00 121 00 16100 121 20 16100 121 00 16100 121 00 121 00 16100 121 00 16100 121 20 16100 121 00 16100 121 00 121 00 16100 121 20 16100 121 00 16100 121 00
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