Staff village hoi an admin OP2 structural basic design report

HOI AN SOUTH DEVELOPMENT LIMITED HOI AN SOUTH DEVELOPMENT PROJECT PHASE DUY HAI COMMUNE – DUY XUYEN DISTRICT QUANG NAM PROVINCE STAFF VILLAGE PROJECT ADMIN BUILDING STRUCTURAL BASIC DESIGN REPORT NKC CONSULTANCY CO LTD OCTOBER 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 ADMIN BUILDING 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: 10 / 10 / 2017 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, 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 Dr VINH TRAN NKC CONSULTANCY CO LTD SUMMARY OF ISSUES Issue Revision Date Approved Issue 00 10 Oct 2017 Dr Vinh Tran Staff Village Project Page 1/67 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 4 GEOTECHNICAL DATA 4.2.1 Borehole Log 4.2.2 Stratigraphy 4.2.3 Groundwater 4.2.4 Geotechincal Parameters Foundation Design 5.1 Proposed Foundations 5.2 Design Limit states 5.3 Design Methodology 11 5.4 Analysis of Differential Settlement 12 Error! Bookmark not defined LATERAL STABILITY SYSTEM - ColumnS / STAIR WallS 12 SUPERSTRUCTURE DESIGN 13 7.1 13 Ground Floor (SSL -0.050) STRUCTURAL DESIGN DATA 14 8.1 Design Loadings 14 8.1.1 Gravity load 14 8.1.2 Live Load and Finishes 14 8.1.3 Effect of Temperature Changes 15 8.1.4 Wind load 15 8.1.4.1 Displacement Limitation at Top of Building 18 8.1.4.2 Storey Drift Limitation 18 8.1.5 Seismic load 18 8.1.5.1 Limitation of Storey Drift due to Earthquake Error! Bookmark not defined 8.1.6 Structural Data Check Error! Bookmark not defined 8.1.6.1 Overturning Stability Check Error! Bookmark not defined 8.1.7 Summary of Design Criteria 18 8.2 Materials Properties 18 8.2.1 Concrete 18 8.2.2 Reinforcement 19 8.2.3 Concrete cover 19 8.3 Load cases and load combinations 20 Staff Village Project Page 2/67 Basic Design Report NKC CONSULTANCY CO LTD 8.4 Load combinations 20 8.4.1 Load combinations for columns/ walls, beams, floor slabs, pile caps 20 8.4.2 Load Combinations for other elements 20 8.4.3 Standard Combinations 21 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 3/67 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 4/67 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 5/67 Basic Design Report BOREHOLE LOG SECTION CBH20 TO CBH24 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 NKC CONSULTANCY CO LTD LIVE LOAD (kN\m2) Staff Village Project Page 50/67 Basic Design Report NKC CONSULTANCY CO LTD WALL LOAD (kN\m2) Staff Village Project Page 51/67 Basic Design Report NKC CONSULTANCY CO LTD MOMENT M_MAX (kN.m) Staff Village Project Page 52/67 Basic Design Report NKC CONSULTANCY CO LTD MOMENT M_MIN (kN.m) Staff Village Project Page 53/67 Basic Design Report NKC CONSULTANCY CO LTD SHEAR FORCE_MAX (kN) Staff Village Project Page 54/67 Basic Design Report NKC CONSULTANCY CO LTD SHEAR FORCE_MIN (kN) Staff Village Project Page 55/67 Basic Design Report NKC CONSULTANCY CO LTD TORSION_MAX (kN.m) Staff Village Project Page 56/67 Basic Design Report NKC CONSULTANCY CO LTD TORSION_MIN (kN.m) Staff Village Project Page 57/67 Basic Design Report NKC CONSULTANCY CO LTD APPENDIX I - TYPICAL COLUMN DESIGN COLUMN C18 (400 x 400) FROM LEVEL TO LEVEL FLOOR 8T16 ETABS 2015 Concrete Frame Design Eurocode 2-2004 Column Section Design Column Element Details Type: DC High Level Element Section ID Combo ID Station Loc Length (m) 1F C4 C400x400(2) COMEC10 SOM LLRF 0.417 Section Properties b (m) h (m) dc (m) Cover (Torsion) (m) 0.4 0.4 0.04498 0.01499 Material Properties Ec (kN/m²) fck (kN/m²) Lt.Wt Factor (Unitless) Es (kN/m²) fyk (kN/m²) fywk (kN/m²) 32836568.03 30000 200000000 500000 500000 Design Code Parameters ɣC ɣS αCC αCT αLCC αLCT 1.5 1.15 1 0.85 0.85 Axial Force and Biaxial Moment Design For NEd , MEd2 , MEd3 Design NEd kN Design MEd2 kN-m Design MEd3 kN-m Minimum M2 kN-m Minimum M3 kN-m Rebar % % Capacity Ratio Unitless 1340.9527 -51.7363 -128.6224 26.8191 26.8191 2.36 0.545 Axial Force and Biaxial Moment Factors M0Ed Moment kN-m Madd Moment kN-m Minimum Ecc m β Factor Unitless Length m Major Bend(M3) -51.636 0.02 3.5 Minor Bend(M2) -20.6945 0.02 3.5 Axial Compression Ratio Staff Village Project Page 59/67 Basic Design Report NKC CONSULTANCY CO LTD Conc Capacity (αCC *A*fcd ) kN Compressive Ratio NEd /(αcc *A*fcd ) Comp Ratio Limit Seismic Load? Ratio OKay? 3200 0.419 0.55 No Yes Shear Design for VEd2 , VEd3 Shear VEd kN Shear VRdc kN Shear VRds kN tan(θ) Unitless Rebar Asw /s m²/m Major, VEd2 54.9903 187.0564 0.4 Minor, VEd3 25.4143 187.0564 0.4 ETABS 2015 Concrete Frame Design Eurocode 2-2004 Column Section Design Column Element Details Type: DC High Level Element Section ID Combo ID Station Loc Length (m) MAI C4 C400x400(2) COMEC11 3.5 SOM LLRF 0.824 Section Properties b (m) h (m) dc (m) Cover (Torsion) (m) 0.4 0.4 0.04498 0.01499 Material Properties Ec (kN/m²) fck (kN/m²) Lt.Wt Factor (Unitless) Es (kN/m²) fyk (kN/m²) fywk (kN/m²) 32836568.03 30000 200000000 500000 500000 Design Code Parameters ɣC ɣS αCC αCT αLCC αLCT 1.5 1.15 1 0.85 0.85 Axial Force and Biaxial Moment Design For NEd , MEd2 , MEd3 Design NEd kN Design MEd2 kN-m Design MEd3 kN-m Minimum M2 kN-m Minimum M3 kN-m Rebar % % Capacity Ratio Unitless 370.7838 141.8157 168.8805 7.4157 7.4157 2.36 0.855 Axial Force and Biaxial Moment Factors M0Ed Moment kN-m Madd Moment kN-m Minimum Ecc m β Factor Unitless Length m Major Bend(M3) 67.5522 0.02 3.5 Minor Bend(M2) 56.7263 0.02 3.5 Axial Compression Ratio Conc Capacity (αCC *A*fcd ) kN Compressive Ratio NEd /(αcc *A*fcd ) Comp Ratio Limit Seismic Load? Ratio OKay? 3200 0.116 0.55 No Yes Shear Design for VEd2 , VEd3 Shear VEd kN Shear VRdc kN Shear VRds kN tan(θ) Unitless Rebar Asw /s m²/m Major, VEd2 73.2557 151.2151 0.4 Minor, VEd3 78.1681 151.2151 0.4 Staff Village Project Page 60/67 Basic Design Report NKC CONSULTANCY CO LTD COLUMN C31 (400 x 400) FROM LEVEL TO LEVEL FLOOR 8T20 ETABS 2015 Concrete Frame Design Eurocode 2-2004 Column Section Design Column Element Details Type: DC High Level Element Section ID Combo ID Station Loc Length (m) 1F C4 C400x400(2) COMEC10 SOM LLRF 0.417 Section Properties b (m) h (m) dc (m) Cover (Torsion) (m) 0.4 0.4 0.04498 0.01499 Material Properties Ec (kN/m²) fck (kN/m²) Lt.Wt Factor (Unitless) Es (kN/m²) fyk (kN/m²) fywk (kN/m²) 32836568.03 30000 200000000 500000 500000 Design Code Parameters ɣC ɣS αCC αCT αLCC αLCT 1.5 1.15 1 0.85 0.85 Axial Force and Biaxial Moment Design For NEd , MEd2 , MEd3 Design NEd kN Design MEd2 kN-m Design MEd3 kN-m Minimum M2 kN-m Minimum M3 kN-m Rebar % % Capacity Ratio Unitless 1340.9527 -51.7363 -128.6224 26.8191 26.8191 2.36 0.545 Axial Force and Biaxial Moment Factors M0Ed Moment kN-m Madd Moment kN-m Minimum Ecc m β Factor Unitless Length m Major Bend(M3) -51.636 0.02 3.5 Minor Bend(M2) -20.6945 0.02 3.5 Axial Compression Ratio Conc Capacity (αCC *A*fcd ) kN Compressive Ratio NEd /(αcc *A*fcd ) Comp Ratio Limit Seismic Load? Ratio OKay? 3200 0.419 0.55 No Yes Staff Village Project Page 61/67 Basic Design Report NKC CONSULTANCY CO LTD Shear Design for VEd2 , VEd3 Shear VEd kN Shear VRdc kN Shear VRds kN tan(θ) Unitless Rebar Asw /s m²/m Major, VEd2 54.9903 187.0564 0.4 Minor, VEd3 25.4143 187.0564 0.4 ETABS 2015 Concrete Frame Design Eurocode 2-2004 Column Section Design Column Element Details Type: DC High Level Element Section ID Combo ID Station Loc Length (m) MAI C4 C400x400(2) COMEC11 3.5 SOM LLRF 0.824 Section Properties b (m) h (m) dc (m) Cover (Torsion) (m) 0.4 0.4 0.04498 0.01499 Material Properties Ec (kN/m²) fck (kN/m²) Lt.Wt Factor (Unitless) Es (kN/m²) fyk (kN/m²) fywk (kN/m²) 32836568.03 30000 200000000 500000 500000 Design Code Parameters ɣC ɣS αCC αCT αLCC αLCT 1.5 1.15 1 0.85 0.85 Axial Force and Biaxial Moment Design For NEd , MEd2 , MEd3 Design NEd kN Design MEd2 kN-m Design MEd3 kN-m Minimum M2 kN-m Minimum M3 kN-m Rebar % % Capacity Ratio Unitless 370.7838 141.8157 168.8805 7.4157 7.4157 2.36 0.855 Axial Force and Biaxial Moment Factors M0Ed Moment kN-m Madd Moment kN-m Minimum Ecc m β Factor Unitless Length m Major Bend(M3) 67.5522 0.02 3.5 Minor Bend(M2) 56.7263 0.02 3.5 Axial Compression Ratio Conc Capacity (αCC *A*fcd ) kN Compressive Ratio NEd /(αcc *A*fcd ) Comp Ratio Limit Seismic Load? Ratio OKay? 3200 0.116 0.55 No Yes Shear Design for VEd2 , VEd3 Shear VEd kN Shear VRdc kN Shear VRds kN tan(θ) Unitless Rebar Asw /s m²/m Major, VEd2 73.2557 151.2151 0.4 Minor, VEd3 78.1681 151.2151 0.4 Staff Village Project Page 62/67 Basic Design Report NKC CONSULTANCY CO LTD APPENDIX K - PILE DESIGN II - SỨC CHỊU TẢI CỦA CỌC THEO CHỈ TIÊU CƠ LÝ ĐẤT NỀN (MỤC 7.2.2 - TCVN 10304:2014): Ʃ Rc,u = ϒc (ϒcq qb Ab + u ϒ cf *fi*li) Trong : (hệ số điều kiện làm việc) ϒc ϒcq ϒcf (hệ số điều kiện làm việc đất mũi cọc) (hệ số điều kiện làm việc đất thân cọc) 27 (độ) - góc ma sát lớp đất mũi cọc : qb  0.75 *  *  ( *  'I *  d  *  *  I * h) Sức kháng đất mũi cọc : Lớp đất mũi cọc: cát bụi chiều sâu mũi cọc: 35 m Tra bảng 2: qp = 3600.00 (kN/m2) Qp = Sức kháng ma sát: 452.39 (kN) Qs  u   cf * fi * l i ) Lớp đất 1 1 1 1 1A 1A 1A 1A 1A 1A 3 0 Loại đất cát cát cát cát cát cát cát cát cát cát cát cát cát cát cát cát cát sét cát 0 Ztb fsi (m) Phân tố li (m) (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 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 0.00 0.00 15.00 25.00 29.00 32.00 33.50 34.80 36.40 38.00 39.05 40.10 41.30 42.50 43.70 44.90 46.10 47.30 48.35 60.56 48.80 48.80 48.80 48.80 Tổng ϒ cf fsi li m f (kN/m) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 30.0 50.0 58.0 64.0 67.0 69.6 72.8 76.0 58.6 80.2 82.6 85.0 87.4 89.8 92.2 94.6 72.5 0.0 0.0 0.0 0.0 0.0 1599.39 Vây: Qs = 2008.83 (kN) Rc,u = 2461.22 (kN) Và: Staff Village Project Page 63/67 Basic Design Report NKC CONSULTANCY CO LTD APPENDIX L - DRAWING LIST GENERAL NOTES AND TYPICAL DETAILS HASV-BD-0001 HASV-BD-0002 HASV-BD-0003 HASV-BD-0004 General Notes Typical Details Typical Details Typical Details HASV-BD-0100 HASV-BD-0101 HASV-BD-0102 Pile caps Layout Piling Layout RC Details for Pile D400 10 11 HASV-BD-0200 HASV-BD-0201 Column Layout (Sheet 1) Column Layout (Sheet 2) 12 13 14 HASV-BD-0300 HASV-BD-0301 HASV-BD-0302 Level Floor Plan (SSL - 0.050) Level Floor Plan (SSL +3.950) Level Floor Plan (SSL +7.950) 1:100 1:100 1:100 HASV-BD-0400 HASV-BD-0401 HASV-BD-0402 HASV-BD-0403 TYPICAL DETAILS Typical RC Detail for Level Floor Typical RC Details for Beams Typical RC Details for Column Typical RC Details for Tie Beams & Pile Caps 1:100 1:50 1:25 1:50 NTS NTS NTS NTS FOUNDATIONS 1:100 1:100 NTS COLUMN LAYOUT 1:100 1:100 FLOOR PLANS 15 16 17 18 Staff Village Project Page 64/67 Basic Design Report ... Partition 1.00 Staff Village Project Page 23/67 Basic Design Report NKC CONSULTANCY CO LTD APPENDIX C Staff Village Project - 3D ANALYSIS MODEL Page 24/67 Basic Design Report NKC CONSULTANCY CO LTD... Staff Village Project 349 mm Page 27/67 349 mm Basic Design Report NKC CONSULTANCY CO LTD APPENDIX F - TYPICAL TIE BEAM DESIGN LEVEL FLOOR PLAN Staff Village Project Page 28/67 Basic Design Report. .. isolated foundation Staff Village Project Page 9/67 Basic Design Report NKC CONSULTANCY CO LTD FOUNDATIONS LAYOUT Staff Village Project Page 10/67 Basic Design Report NKC CONSULTANCY CO LTD TIE BEAMS