Design, Implementation and Estiamation of Grand Steel Silos in Afghanistan

COMPARISON, DESIGN, OPERATION AND ECONOMIC ANALYSIS OF GRAIN STEEL SILOS IN AFGHANISTAN ‫ اداره و برآورد سیلوی فلزی در افغانستان‬،‫ دیزاین‬،‫مقایسه‬ ‫ ډیزاین اقتصادي څیړنه‬،‫په افغانستان کې د اوسپنیزې سیلو پرتله‬ By Akmal Elam A monograph presented to Faculty of Civil Engineering Bakhtar University, Kabul in partial fulfillment of the requirements for the degree of Bachelor in Civil Engineering. March 2021

SUBMISSION FORM OF MONOGRAPH FOR HIGHER RESEARCH DEGREE BAKHTAR UNIVERSITTY, KABUL Candidate Name: Akmal Elam I submit (3) Copies of monograph for examination for the degree of BCE, Monograph Titled: Comparison, Design, Operation And Economic Analysis Of Grain Steel Silos In Afghanistan Candidate Signature: ___________________________ Date: _____________________ Certificate of Principal Supervisor I _____________________ suitable and that the candidate has pursued his course in accordance with the Rules of the University. Signature: ____________________________________ Date: _____________________ Recommendation for Examination I recommend that the monograph be examined. Principal Supervisor: ___________________________ Date: _____________________ Statement by the Head Faculty/Department I support the submission of the monograph of the above-named student for examination under the University Rules for higher degrees. Signature: _____________________________________ Date: ____________________

BAKHTAR UNIVERSITY, KABUL APPROVAL SHEET SUBMISSION OF HIGHER RESEARCH DEGREE MONOGRAPH Candidate’s Name: Akmal Elam Discipline: BCE (Civil Engineering) Faculty/Department: BCE (Civil Engineering) I hereby certify that the above candidate’s work, including the monograph, has been completed to my satisfaction and that the monograph is in a format and of an editorial standard recognized by the faculty/department as appropriate for examination. Signature(s): In-Charge of Research & Development Date: _____________________ The undersigned certify that: 1. The candidate presented at a pre-completion seminar, an overview and synthesis of major findings of the monograph, and that the research is of a standard and extent appropriate for submission as a monograph. 2. I have checked the candidate’s monograph and its scope, format; editorial standards are recognized by the faculty/department as appropriate. Dean/Head of Faculty/Department: Signature(s):

DECLARATION OF AUTHENTICATION I am Akmal Elam, BCE (Civil Engineering) Student in the Department of Civil Engineering, Bakhtar University. Kabul, certify that the research work presented in this monograph is to the best of my knowledge my own. All sources used and any help received in the preparation of this dissertation have been acknowledged. I hereby declare that I have not submitted this material, either in whole or in part, for any other degree at this or other institution. Signature: ____________________ Name: Akmal Elam

ACKNOWLEDGEMENTS I would like to thank my supervisor Prof. Mohammad Alem Wardak, since this study would be very hard to conduct without his help, positive attitude and guidance. Furthermore, I specially thank Mr. H. E. Nasir Ahmad Durrani, former Minister of Agriculture, Irrigation and Livestock who supported me in getting on time and appropriate support from the ministry. Also, I would like to give a special thanks to the HOD and Dean of Civil Engineering Department of Bakhtar University, who helped me with the initial idea and provided helpful advice during the process of writing my Monograph. Additionally, I am very grateful to my teachers for their comments provided for the pre-final version of the Monograph. I would like to express my sincere gratitude to the representatives of the companies that provided me with information in China, as well as in Afghanistan and properly quoted for the BOM in the economic analysis of this research. Finally, I would like to thank my brother Abdul Wahab Elam for his love and support during my education. Akmal Elam 2020 III

CONTENTS APPROVAL SHEET ......................................................................................................III DECLARATION OF AUTHENTICATION................................................................ IV ACKNOWLEDGEMENTS ...........................................................................................III LIST OF FIGURES .................................................................................................... IX LIST OF FIGURES ..................................................................................................... X LIST OF TABLES ...................................................................................................... XI ABSTRACT................................................................................................................... XII CHAPTER 1 ...................................................................................................................... 1 GENERAL INTRODUCTION........................................................................................ 1 1. Introduction............................................................................................................... 1 1.1 Background......................................................................................................... 1 1.2 Statement of the Research Problem ................................................................. 3 1.3 Research Objectives ........................................................................................... 3 1.4 Methodology ....................................................................................................... 3 1.5 Outline of Monograph ....................................................................................... 4 CHAPTER 2 ...................................................................................................................... 5 LITERATURE REVIEW ................................................................................................ 5 1.6 Introduction ........................................................................................................ 5 1.7 Historical Background:...................................................................................... 5 1.7.1 Types of silos: .............................................................................................. 5 1.7.2 Failure of Silos: ........................................................................................... 7 CHAPTER 3 .................................................................................................................... 12 DESIGN AND ANALYSIS OF GRAIN STEEL SILO ............................................... 12 IV

1.8 Introduction ...................................................................................................... 12 1.9 Design Methodology......................................................................................... 12 1.9.1 Topographic Survey of the specified location ........................................ 12 1.9.2 Earlier Geotechnical Investigation of surrounding area....................... 13 1.9.3 Drainage Design ........................................................................................ 19 1.10 Design Codes and Standards ....................................................................... 22 1.11 Architecture .................................................................................................. 22 1.11.1 Overview .................................................................................................... 22 1.11.2 Elevation and Location............................................................................. 23 1.11.3 Wall ............................................................................................................ 23 1.11.4 Roof ............................................................................................................ 24 1.11.5 Doors and Windows.................................................................................. 26 1.11.6 Exterior Decoration .................................................................................. 27 1.11.7 Interior Decoration ................................................................................... 28 1.11.8 Paint and Wall Coating ............................................................................ 29 1.11.9 Outdoor Works ......................................................................................... 29 1.11.10 Construction Equipment and Facilities............................................... 29 1.11.11 Indoor Environment ............................................................................. 29 1.11.12 Underground Fire Water Pool ............................................................. 30 1.11.13 Safety Protection ................................................................................... 30 1.11.14 Fire Protection ....................................................................................... 30 1.11.15 Best Practices ......................................................................................... 33 1.11.16 Architecture Calculations and Parameters......................................... 38 V

1.12 Design of Steel Silos ...................................................................................... 40 1.12.1 General....................................................................................................... 40 1.12.2 Design Checks............................................................................................ 40 1.12.3 Design of 50 MT Steel Structure.............................................................. 41 1.12.4 Design Codes and Standards.................................................................... 41 1.12.5 Steel Silo Bins ............................................................................................ 41 1.12.6 Pre-Drying Silo Bins ................................................................................. 43 1.12.7 Bagged Grains Delivery Silo Bin ............................................................. 44 1.12.8 Bulk Grain Delivery Silo Bin ................................................................... 45 1.12.9 Scraper Conveyor ..................................................................................... 46 1.12.10 Unloading Intake ................................................................................... 46 1.12.11 Drying System........................................................................................ 47 1.12.12 Pre-Cleaning System ............................................................................. 48 1.12.13 Loading System ..................................................................................... 49 1.12.14 Foundation and Piles............................................................................. 49 1.12.15 Calculation of Piles................................................................................ 54 1.13 Electrical........................................................................................................ 56 1.13.1 Design Code ............................................................................................... 56 1.13.2 Design Scope .............................................................................................. 56 1.13.3 220/380V Distribution............................................................................... 57 1.13.4 Energy Saving............................................................................................ 58 1.13.5 Fire Distribution and Emergency Lighting ............................................ 59 1.13.6 Equipment Selection and Installation ..................................................... 61 VI

1.13.7 Conductors................................................................................................. 62 1.13.8 Grounding and Safety measures.............................................................. 64 1.13.9 Weak Current............................................................................................ 67 1.13.10 Seismic Design ....................................................................................... 68 1.13.11 Other....................................................................................................... 69 1.14 Water Supply System ................................................................................... 69 1.14.1 Volume Calculation of Domestic Water Tank ....................................... 69 1.15 Communication System ............................................................................... 71 1.15.1 Standards................................................................................................... 71 1.16 HVAC ............................................................................................................ 72 1.16.1 Importance of HVAC ............................................................................... 72 1.16.2 Fumigation................................................................................................. 74 1.17 Comparison of reliability index between American and BG Codes ........ 78 1.17.1 National Standards of China.................................................................... 78 1.17.2 Code administration and enforcement.................................................... 79 1.17.3 Reference Standards ................................................................................. 79 1.17.4 GB Similarity with ISO and other International Codes........................ 82 1.17.5 Annexes sequences and short descriptions ............................................. 85 CHAPTER 4 .................................................................................................................... 86 COMPARISON OF REINFORCED CONCRETE AND STEEL SILO................... 86 1.18 Introduction .................................................................................................. 86 1.19 Pros of Steel Bins .......................................................................................... 86 1.19.1 Steel Manufacturing Guarantees the products ...................................... 86 VII

1.19.2 Cost Effectiveness...................................................................................... 87 1.19.3 More efficient designs ............................................................................... 87 1.19.4 Better Grain Aeration............................................................................... 88 1.19.5 Lesser Foundation Constraints................................................................ 88 1.19.6 Design ......................................................................................................... 88 1.20 Overall Comparison ..................................................................................... 89 CHAPTER 5 .................................................................................................................... 90 BILL OF MATERIAL ................................................................................................... 90 CHAPTER 6 .................................................................................................................. 112 CONCLUSION AND RECOMMENDATIONS........................................................ 112 1.21 Conclusion ................................................................................................... 112 1.22 Recommendations....................................................................................... 112 REFERENCES.............................................................................................................. 113 VIII

LIST OF FIGURES Figure 0.1 Steel Silos 7 NoFigure 0.2 Failure of Grain Silo (ASCE Library Research) 8 Figure 0.3 Result of mass flow developing in a silo design structurally for funnel flow 9 Figure 0.4 Joseph Marinelli (President: Solids Handling Tech- (Flow Problem experienced in improperly designed bins) 10 Figure 0.5 Cracks and finally closure of Silo due to poor operation 11 Figure 3.1 Process of Topographic Survey 12 Data Source: [Geo Scientific Material Testing Laboratory (GSMTL)] 15 Figure 3.3 Monograph of overland flow time of concentration where Tc=18minutes 20 Figure 3.4 Rainfall intensity mm/hour 20 Figure 1.16: HVAC installed in Steel Silo Bin (C-Grain, Thailand) 72 Figure 1.16: Heating Ventilation and Air Conditioning System of Silo 73 Figure 1.16.1: Fumigation through Acaricide/Insecticide Smoke before drying 74 Figure 1.16.2: Fumigation System for Silo 75 Figure 1.16.3: Non-Fumigated Grains in Silo Bins 77 Figure 1.19.2: Picture from Swanton wield, Swanton, Vermont, United States of America 87 Figure 1.19.3: World-Grain Silo, United States of America 88 IX

LIST OF FIGURES 19 32 Drawing 3.2: Drawing of catchment for calculation of runoff flow 41 Drawing 1.11.14: Proposed Site plan 42 Drawing1.12.3: Initial Design of Grain Steel Silo 42 Drawing 1.12.5: Dimensions Layout of 50MT Silo Bin 43 Drawing 1.12.5.1 General Layout of Silo System 44 Drawing 1.12.6 Concept of Pre-Drying System Bin 45 Drawing 1.12.7: Bagged Grain Delivery Bin 48 Drawing 1.12.8: Bulk Grain Delivery Bin 49 Drawing 1.12.12: Pre-Cleaning System Design 52 Drawing 1.12.13: Loading System 55 Drawing 1.12.14: Plate, Beam and Column 58 Drawing 1.12.15: Pile Design 59 Drawing 1.13.3: Outdoor Power Distribution Plan 61 Drawing 1.13.4: Outdoor Lighting Plan 62 Drawing 1.13.5: Single Line Power Distribution Diagram 70 Drawing 1.13.6: Electrical and Communication Handholes 70 Drawing 1.14.1: Water Supply Plan Drawing 1.14.2: Domestic Water Tank – Source: The Engineering Community X

LIST OF TABLES 21 38 Table 4.4: Calculation of Storm Water Discharge 39 Table 1.11.15 [Best Practiced Bill of Material] 48 Table 3.4.16: Architecture’s Data, Third Edition, Page No. 346 Table 1.12.11: Specifications of Drying System XI

ABSTRACT Introduction: Over the last ten years, Afghanistan witnessed two major shortages of grain supply due to sharp decline in local production, and limited supply from traditional export markets in neighboring countries. As a result, many Afghans, especially those living in rural and remote areas, suffered from severe shortage of wheat which is described as a major food intake in the country. In response to the described challenges, a number of Grain Concrete Silos had been established by USSR in 1956 that are still being utilized by the Government of Afghanistan, however, they haven’t been too affective lately. The technology being more and more advance, the current structure of Silos does not address the complete requirements of a grain reservoir. Thus, in coordination with Ministry of Agriculture, Irrigation and Livestock, I have done this research and worked on the design, implementation, operations, economic analysis and all other technical aspects of strategic grain reserves to respond severe need of vulnerable population in emergency situations. Purpose: The purpose of this study is to better address the requirements of the current technological advancement in Civil Engineering sector, and do a detailed research about Steel Silos, their design, implementation possibilities in Afghanistan as well as the economic analysis of these Silos. Method: The study is exploratory in nature. I have done a detailed research in coordination with Ministry of Agriculture, Irrigation and Livestock to get access to information and areas of implementation. The design has been done in GB code (Chinese), since, China is the cheapest producer of steel for Afghanistan geographically. Conclusion: The Monograph includes research on comparison, topographic, architectural, geotechnical, structural, mechanical, electrical, Information Technology in use as well as a detailed bill of material for the implementation of Steel Silos in Afghanistan. XII

CHAPTER 1 GENERAL INTRODUCTION 1. Introduction Traditional storage practices in developing countries cannot guarantee protection against major storage pests of staple food crops like maize, leading to 20–30% grain losses, particularly due to post-harvest insect pests and grain pathogens. As a result, smallholder farmers end up selling their grain soon after harvest, only to buy it back at an expensive price just a few months after harvest, falling in a poverty trap. The potential impact on poverty reduction and greater livelihood security will not be realized, however, if farmers are unable to store grains and sell surplus production at attractive prices. Apart from causing quantitative losses, pests in stored grain are also linked to aflatoxin contamination and poisoning. To address this problem, a steel silo was developed as a valid option and proven effective in protecting stored grains from attack by storage insect pests. A steel silo is a cylindrical structure, constructed from a galvanized iron sheet and hermetically sealed, killing any insect pests that may be present. The impact of metal silo technology in Africa, Asia and Latin America includes, improving food security, empowering smallholder farmers, enhancing income opportunities and job creation, and safeguarding the agro-ecosystems. The metal silo can be fabricated in different sizes, 100 kg–5000 kg of capacity by trained local artisans, with the corresponding prices of comparatively lesser or equal prices of concrete Silos. The use of steel silo, therefore, should be encouraged in order to prevent storage losses and enhance food security in developing countries. 1.1 Background A silo is a structure in which granular material is stored. The term silo includes all forms of particulate solid storage structures that might otherwise be referred to as bin, hopper, grain tank or bunker. Silos may be circular or rectangular in shape and can be constructed of steel or reinforced concrete and may discharge by gravity flow or mechanical means. They can be supported on columns and load bearing skirts or they may be hung from floors. The design of silo to store bulk solid involves bulk material properties, geometric and structural considerations. Bulk material properties consideration is important because the frictional and cohesive properties of bulk solid vary from one solid to another. A given bulk density can vary with change of particle size, moisture, temperature and consolidating pressure. This variability makes testing very important. When considering the geometric design of silo potential problems include arcing across an outlet, rattling through material and flow pattern during discharge. 1

The structural design of silo requires, among other things, knowledge of the distribution of pressure and shear stresses on its walls (caused by the stored material) and how the distribution varies during charging, storage at rest, discharge and recharging. Both the membrane stress and out of plane stress should be given due consideration in the design of silo walls and hoppers. Incidental stress and stress transmission at connection of shell and plates should be taken into consideration especially of group silos. The analysis and design is usually carried out using international standards, however, I have considered GB Code (Chinese Standard Code) for the design of these Silos. The reason behind considering this code is the smooth and economic supply of Chinese material in Afghanistan. A detailed comparison has been provided between the GB and other codes in order to better understand the design standards. As agriculture developed in central Asia, farmers learned to produce crops in quantities larger than the amounts needed for their immediate use and the need for storage and handling methods arose. Grains and oil seeds provide large quantities of carbohydrates and significant amounts of oils for human consumption and use. Some grains can be consumed shortly after harvest and require little processing beyond separation of the grain from other plant material. However, as agriculture grew in scale, the need for methods to store and transport large quantities of grain developed. Today, the grain consumed in industrialized countries is produced by only a small fraction of the overall population by highly mechanized farming operations. Agricultural grains including the cereal grains such as wheat, corn, and rice are alive and interact with their immediate environment. They must be stored, transported, and conveyed using methods that preserve their quality as seeds, food stuffs, or raw materials. Storage can be for varying lengths of time ranging from short-term storage on farm for drying, to waiting some period after drying for advantageous market conditions, to long- term storage for strategic reserves. Storage can occur on farm or at large commercial facilities. In order to store this grain for a longer period, Steel Storage Bins are designed, that makes a specific part of the Silo. For storing grains in these bins, a number of mechanical and electrical equipment is required to provide: • Unloading • Drying • Fumigation • Storage • Re-loading • Operations All of these sections require specific mechanical and electrical equipment that have been analyzed and proposed for these Silos. 2

Designing the Grain Steel Silos is a major part of this research. Thus, all the sections related to design have been analyzed and detailed including Geotechnical investigation, seismic analysis, architecture, structure, mechanical, electrical, IT, Fumigation, drying, loading, unloading and operation of the Silos. 1.2 Statement of the Research Problem Storage hurdles including decaying, automation and long-term storage in existing reinforced concrete cement Silos that have been constructed in 1956. Afghanistan, being a mountainous country with limitations in irrigation plans and agriculture industry, severely requires storage of the limited cultivated grains and re- selling it for a better market price. Consideration of steel storage standards, drying, fumigation and automation of Silos in the country for providing a longer storage time. 1.3 Research Objectives 1. To study the overall structural, architectural, mechanical and electrical and IT design of Grain Steel Silos. 2. To study the feasibility of implementing Grain Steel Silo Projects in Afghanistan. 3. To compare existing Grain RCC Silos with Grain Steel Silos. 4. To study the design, implementation and operations of Fumigation System in grain storages and country entries (borders and customs). 5. To analyze the economic feasibility of Grain Steel Silos and cost comparison. 6. To study the operations and maintenance of the designed silos in Afghanistan. 1.4 Methodology 1. Collection of information about grain storages. 2. Collection of information about the existing RCC storages from Ministry of Agriculture, Irrigation and Livestock. 3. Topographic survey of the construction area 4. Collection and study of previous reports of Geotechnical investigation and Seismic Analysis of the surrounding area from GSMTL lab. 5. Choosing ETABS for structural calculations. 6. Choosing AutoDesk AutoCad software for drafting. 7. Choosing GB Code based on the market analysis of the Steel Bins and other system. 8. Selecting China as the manufacturer of Steel Bins and other systems. 3

1.5 Outline of Monograph The monograph is divided into six chapters; each chapter covers a certain area as follows: Chapter one introduces the research subject and problem statement, presents its objectives, methodology and outlines of monograph. Chapter two presents literature review that covers the historical background and the previous work done for such purpose. Chapter three presents the analysis and design of Silo as a project including topography, architecture, structure, mechanical, electrical, IT and operation. Chapter four is the comparison of RCC and Steel Silos with its pros and cons. Chapter five presents a detailed bill of material required for the EPC of the project. Chapter Six presents the conclusions and recommendations. Annexures: ETABS generated design report Complete bill of quantities with cost in USD (Estimated in first quotation). 4

CHAPTER 2 LITERATURE REVIEW 1.6 Introduction Silo has been used to store bulk solid in industries. The quantity may range from few tones to over hundred thousand tones. Shallow bins are usually called as bunker and deep bins are usually called as silo. If the plane of rupture of material stored meets the top horizontal surface, the common name of silo is bin. Steel bins are preferred over Reinforced concrete bins. Silo may be circular or rectangular in shape. 1.7 Historical Background: 1.7.1 Types of silos: According to Steve Fransen of Oregon State University research, there are 4 major types of Silos described as follows: Tower Silo: Storage silos are cylindrical structures, typically 10 to 90 ft (3 to 27 m) in diameter and 30 to 275 ft (10 to 90 m) in height. They can be made of many materials such as wood staves, concrete staves, cast concrete, and steel panels. Silos can be unloaded into rail cars, trucks or conveyors. Advantages; • Tends to pack well due to its own weight • Lower Storage Losses • Requires less area for construction • Allows greater mechanization during filling and feedout • Convenient to unload in winter Disadvantages; • Higher initial cost • Unloads more slowly • Silage moisture cannot be as high as compared to other silo types Bunker Silo: Bunker silos are trenches, usually with concrete walls, that are filled and packed with tractors and loaders. The filled trench is covered with a plastic tarp to make it airtight. 5

Advantages; • Holds large capacity • Can be filled with conventional farm equipment • Offers faster unloading rates • Forage quality changes occur gradually if filled using the progressive wedge • Inexpensive • Well suited to very large operations. Disadvantages; • Higher initial cost • Requires greater care in filling and packing • Will not work for smaller herds • Need usually unloading with a tractor and loader. Silo Bags: Bag silos are heavy plastic tubes, usually around 8 to 12 ft (2.4 to 3.6 m) in diameter, and of variable length as required for the amount of material to be stored. They are packed using a machine made for the purpose, and sealed on both ends. Advantages; • Lower capital investment • Flexible storage system • Feed is easily inventoried • Can be used for small and large herds • Fewer safety and health hazards • Lower Storage Losses Disadvantages; • Specialized equipment may be needed • Plastic disposal creates extra labor and environmental concerns • Bags must remain intact, compromised bag can result in a complete loss Silage Piles: A silage pile is constructed by unloading silage into an elevator and piling up the silage, much as a quarry piles sand or gravel. Advantages; • Inexpensive • Good for short term storage needs 6

Disadvantages; • Large amount of exposed surface area • Greatest loss of dry matter during storage • More difficult to pack Figure 0.1 Steel Silos 1.7.2 Failure of Silos: According to Carson and Jenky (1993) and Dinue (2014) the major cases of silo failure are due to shortcoming in one or more of four categories as follows: a- Failure due to design: Silo design requires specialized knowledge; the designer must first establish the material’s flow properties then consider such items as flow change geometry, flow static pressure development and dynamic effects. Problems like ratholing and vibration have to be prevented while assuring reliable discharge of required rate. 7

NoFigure 0.2 Failure of Grain Silo (ASCE Library Research) Non uniform loads, thermal loads and the effects of non-standard fabrication details must be consider above all the designer must know when to cautious in the face of in complete or misleading information or recommendations that come from handbook. Having established the design criteria a competent design has to follow, here the designer must have a full appreciation of load combination, load path, primary and secondary effects of structural elements and the relative flexibility of element. Special attention must be given to how the most critical details in the structure will be constructed so the full requirement and intent of the design will be realized. Failure on grain silo according to wrong design is presented in Figure (2.2) and failure as a result of mass flow developing on silo design structurally for funnel flow is shown in Figure (2.3). 8

Figure 0.3 Result of mass flow developing in a silo design structurally for funnel flow b- Failure due to construction errors: In the construction phase there are two ways in which problems can be created; the more common of these is poor workmanship, uneven foundation settlement and faulty construction (such as using the wrong materials or not using adequate reinforcement for example insufficient quantity of rebar) are but two examples of such a problem This can 9

Figure 0.4 Joseph Marinelli (President: Solids Handling Tech- (Flow Problem experienced in improperly designed bins) usually be avoided by hiring only qualified builders by close inspection during construction and by enforcing a tightly written specification. The other cause of construction problems is the introduction of badly chosen or even unauthorized changes during construction in order to expedite the work. Any change in details, material specifications or erection procedure must be given careful consideration by both the builder and silo designer. c- Failure due to usage: If a bulk material other than the one for which the silo was designed is placed in it, the flow pattern and loads may be completely different. The load distribution can radically change if alterations to the out let geometry are made. The designer should be consulted regarding the effects of such changes before they are implemented, some of the problems which can occur include: • Collapse of large voids, a collapsing arch or rathole induces tremendous dynamic loads on the structure which can cause the structure to fail. Vibrating bin discharges have also been known to fall off bins and silos because of this mechanism. • Development of mass flow in silos designed structurally for funnel flow. Mass flow can develop if the wall becomes smoother with time or if the properties of bulk solid being stored change, this generally results in much higher loads at the top of the hopper which can result in structure failure. Flow problems are shown in Figures (2.6) and (2.7). 10

• Drastic means of flow promotion, high pressure air cannons and even dynamite are sometimes used to restore flow, the result may be more dramatic than the user designer anticipated. • Buckling of unsupported wall below an arch of stored bulk material. • Metal fatigue caused by externally mounted bin vibrators. • Dust explosions. d- Failure due to improper maintenance: Maintenance of a silo come in the owner’s or user’s domain and must not be neglected. There are two types of maintenance work required. The first is the regular preventative work. The second area of maintenance involves looking for signs of distress, (e.g., cracks, wall distortion, tilting of structure) and reacting them. Figure 0.5 Cracks and finally closure of Silo due to poor operation 11

CHAPTER 3 DESIGN AND ANALYSIS OF GRAIN STEEL SILO 1.8 Introduction The quantity of the material storage on silo may range from few tones to over of hundred thousand tones. The silos are always provided with hopper bottoms, the slope of hopper bottoms with horizontal is kept more than angle of friction between the grain stored and concrete so that when bottom door is opened the material start rolling down on its own weight, the silos are supported on a number of columns spaced at regular intervals, the distance between two adjacent column and hight of column should be sufficient for a truck to pass, so that it can be directly loaded with material stored when hopper bottom is opened. The static pressure of the material inside the silo pressing outwards on the stave increases towards the bottom of the silo, so the hoops can be spaced wide apart near the top but become progressively more closely towards the bottom to prevent seams from opening. The design of this project has been done on the basis of Grain Steel Silos and related structures 50,000 MT. The design includes all structures, equipment and design for the mentioned quantity. 1.9 Design Methodology 1.9.1 Topographic Survey of the specified location Topographic survey was conducted in order to have a natural surface for the design of Steel Grain Silos in Kabul. Figure 3.1 Process of Topographic Survey 12

Topographic survey for proposed silo projects has been conducted for several purposes, such as existing ground level for site grading/levelling, site drainage, civil structures location and designing roads and other facilities, depth of foundation and location of silos/buildings, selected site area, site plan, contour map, topographic plan, site grading, cutting and filling, design elevation, BMs, survey layout and stakeout for implementation. The map should define all salient feature of the site and show the location, type and coordinates, existing surface and design surface for silos & related structures, site drainage, side ditch and water surface. The survey was conducted using Total Station and Civil 3D/AutoCAD for design and drawings. 1.9.2 Earlier Geotechnical Investigation of surrounding area Geography and Geology of Kabul Province: Kabul is the capital of Afghanistan and its largest city, located in the eastern section of the country. It is also amunicipality, forming part of the greaterKabul Province. According to estimates in 2017, the population of Kabul is greater than six million, which includes all the major ethnic groups. Rapid urbanization had made Kabul the world's 75th largest city. Afghanistan’s capital is known for its favorable and mild climate, because the average elevation of the Kabul-Panjsher basin reduces the dry, arid climate typical for this degree of latitude. The main rainy season is in spring and early summer. Short and hot summers, with possible abrupt fluctuations in temperature of twenty degrees C from day to night, are characteristic for the area. Even in July the average low may drop to 14.4 degrees C. The average temperature during summer (June, July, and August) usually exceeds 30 degrees C. Since Kabul and parts of eastern Afghanistan are located at the margins of the monsoon zone, the trough of the summer monsoon reaches Kabul at the end of July or beginning of August and leads to a considerable increase in humidity. During summer and autumn the phenomenon of ḵhakbad, a dusty whirlwind, is very common in the afternoon. Harsh winters with frequent snowfall creating thick blankets of snow were typical in the past. In recent years drought has caused reduced snow accumulation in the lower parts of the Kabul valley. However, masses of snow frequently block the Salang high road even in spring. In higher altitudes, many mountain ranges in the vicinity of Kabul are snow-covered until May or June. Kabul has a cold semi-arid climate with precipitation concentrated in the winter (almost exclusively falling as snow) and spring months. Temperatures are cool compared too much of Southwest Asia, mainly due to the high elevation of the city. Summer has very low humidity, providing relief from the heat. Autumn features warm afternoons and sharply cooler evenings. Winters are cold, with a January daily average of −2.3 °C (27.9 °F). Spring is the wettest time of the year, though temperatures are generally amiable. Sunny conditions dominate year- round. The annual mean temperature is 12.1 °C (53.8 °F), much lower than the other large cities of Afghanistan. 13

Structure and Tectonics: Much of the following discussion centers on the three interpretive cross sections provided on sheet 1. Also, figure 16 shows several tectono-stratigraphic environments within the Kabul South quadrangle, in addition to those delineated by Leven (1997), that are important to understanding its geologic evolution. A quick examination of the geologic map (sheet 1) demonstrates to the viewer that the region between the Chaman and Ghazni faults, which is commonly called Kabul massif, is so highly fragmented and structurally complex that the term massif is hardly applicable. Two distinctly different ancient geologic environments can be found within the area (fig. 16). The two contrasting environments are tectonically juxtaposed by a complex, regional, low-angle fault system that I have termed the Kotagai roof fault and the Kotagai overthrust (KRF and KOT, respectively, in fig. 16). Platform rocks and crystalline basement tectonically overlie melange on the Kotagai roof fault in most places and melange overlies platform rocks on the Kotagai overthrust in the northern Koh-i-Sofe (Bohannon, 2010) and locally in the mountains southwest of Kabul. Regional relations, especially those within the Kabul South quadrangle, strongly suggest that the Kotagai roof fault is a widespread low-angle structure above which the platform/crystalline terrane is preserved as a thin hanging wall flake of continental rocks (sheet 1, cross sections). Since melange also tectonically overlies platform rocks locally, the continental flake may have acted as a subduction backstop at times (Bohannon, 2010). The highly disrupted platform sedimentary section rims the outer edge of the platform terrane with Paleoproterozoic basement in the core region around Kabul (sheet 1 and Bohannon, 2010). The broad structure is that of a basement-cored arch, oriented north-northwest, with complexly faulted flanks Seismicity: Afghanistan is one of the most active seismic regions of the world. The geological structure of Afghanistan is the result of accretion of colliding Gondwanan microplates or fragments onto the margins of Eurasia along the Herat-Panjshir E-W striking geosuture. Similar structures along the Chaman- Moqor NE-SW striking fault system, the Sarobi- Altimore NE-SW arcuate fault system, and other secondary faults cover most of the regions of Afghanistan. 14

Data Source: [Geo Scientific Material Testing Laboratory (GSMTL)] Field Density Test: Two (2) Field Density Test was performed during field work according to ASTM D 1556.The FDT tests were performed for determination of in situ density of natural soil needed for determination of bearing capacity of soils. Summary of this test is given in Table – 2a represents the Field Density Tests performing at site. 15

Chemical Analysis and recommendation about sulphate content: Allowable Bearing Capacity: Liquefaction Hazzard Evaluation and groundwater depth: 16

Field Density Test Report: 17

SPT Log: Sieve Analysis Report: 18

1.9.3 Drainage Design With a view to Collection and direction of storm water towards out of roof building, Roof drainage has been considered to be conveyed toward seepage wells. For calculation of runoff flow, the site is considered into one catchment area. Hydraulic design of proposed drainage system is accomplished according to a 10 year design storm estimated based on exiting IDF data for the site based on the climate data of the province. Rational method is used for design of drainage system. Drawing 3.2: Drawing of catchment for calculation of runoff flow 19

Figure 3.3 Monograph of overland flow time of concentration where Tc=18minutes As per the data collected about Kabul Province, the IDF chart given below shows the rainfall intensity where (I) =45 MM/HOUR Figure 3.4 Rainfall intensity mm/hour 20

Storm water has been calculated on the basis of total rainfall water discharge. The total rainfall water discharge Q= 0.32 m3/sec as per below calculation. Table 4.4: Calculation of Storm Water Discharge 21

Discharge calculation of ditch is as follows: Based on this calculation, the selected ditch is safe. 1.10 Design Codes and Standards 1. 《Code for design of civil buildings》GB50352-2005; 2. 《Code for Fire Protection in Architectural Design》(GB50016-2014) 3. 《Technical Specification for Application of Building》(JGJ113-2015) 4. 《Code for design of office buildings (JGJ67-2006) 》; 5. 《Energy-saving Design Standard for Public BuildingsGB50189-2015》; 6. 《Construction of External Wall External Thermal Insulation Building》International Standard-10J121; 7. 《Geological Survey Reports done earlier in this area》. 1.11 Architecture 1.11.1 Overview 1. The main scope and content of the design: This design includes civil engineering design and general decoration design. 2. Total area of structure 1208.5M2 a) Office: 554M2、 b) Workshop: 120M2， c) Generator Room: 221M2 d) Weight Room: 24M2， e) Guard Room: 18.3M2， 22

f) Fire water pump Room: 61.2M2, Underground fire water pool: 210M2 3. Floors and Heights of Buildings: a) The office building is one floor, and the height. 5.5m; b) The workshop is one floor, and the height is 6.1m; c) The generator room is one floor and the height is 6.7m; d) The weight room is one floor and the height is 4.6m， e) The guard room is one floor and the height is 4.45m; f) The fire water pump room and underground fire water pool height is 4.9m. 4. Main structural types: frame structure, seismic fortification intensity of 6 degrees, design service life: 50 years; fire-resistant grade: secondary, external wall insulation material service life should not be less than 25 years. 1.11.2 Elevation and Location 1. Building elevation, the dimension of the general plan of the building is meter, and the other dimensions are mm. 2. The elevation of each floor is the building elevation and the roof elevation is the structural plate elevation. 3. The location of the project is detailed in the general plan. 4. The local coordinate system is adopted in the coordinate system, and the elevation system is the local elevation datum system. 1.11.3 Wall 2. The foundation wall, bearing wall, reinforced concrete wall and structural column of this project are detailed in the drawings. 3. Inside and outside walls: except that the outside wall thickness is 240 ALC aerated concrete blocks. The volume density of ALC aerated concrete block is B06, the strength grade is A5.0, and the strength grade of masonry mortar is not lower than Ma5.0. 4. When building walls with aerated concrete blocks, it is necessary to use matching special masonry mortar and plastering mortar, which should conform to the standard requirements of DGJ32 TJ 107-2010. 5. Moisture-proof layer of wall: 20 thicknesses of 1:2 cement mortars with 3-5% waterproof agent are made at about 60 places under the indoor floor. When the indoor floor changes, the moisture-proof layer should overlap and 20 thicknesses of 1:2 cement mortar moisture-proof layers should be made on the side of the wall with high and low buried soil. If the buried soil side is outdoor, 1.5 thicknesses of polyurethane waterproof coating should also be brushed. 6. Holes in walls and closures: 23

a) For holes in reinforced concrete walls, please refer to the drawings of construction facilities and equipment, and for reserved holes in masonry walls, refer to the drawings of construction facilities and equipment. b) Reserved holes through the beams in masonry walls, please refer to the structural description.; c) Blockage of reserved holes: For the blockage of retained holes in concrete walls, please refer to the blockage construction. The remaining masonry walls should be filled with C15 fine stone concrete after the installation of pipeline equipment. d) The plugging of holes in the firewall is the plugging of fire mud. 7. Wall crack prevention measures: a) All filling walls and interior partitions are connected with shear walls, beams and columns by 200 wire mesh width 400, and then painted to prevent cracks. b) The exterior wall is painted with alkali-resistant glass mesh polymer mortar. The strength grade of the top layer and the parapet wall masonry mortar can be referred to the drawing. c) The opening of the top door and window through the beam should be combined with the length of the ring beam. When passing through the beam alone, each side of the wall at both ends should not be less than 600 mm, and 2-3 welded steel meshes of no less than 2∅6@300 length should be set in the horizontal gray joints of the beam. d) The unrestricted end of masonry must be reinforced with structural columns, and the reserved portals of doors and windows should be reinforced with reinforced concrete frames. e) When the width of the opening is larger than 2 m, the structural columns should be set on both sides. f) When the wall is longer than 5 m, the structural columns with spacing not more than 3 m should be added to the lightweight walls such as small hollow concrete blocks and autoclaved aerated concrete blocks. g) A concrete waist beam with a height of 120 mm and the same width as the wall should be added in the middle of each wall height 1.11.4 Roof 1. 《Code for Roofing Engineering Techniques》GB50345-2012。 24

2. The roof waterproofing grade is Grade II. The method is: 4 thick SBS waterproofing membrane layer. 3. The method of roofing can be seen in the \"roof plan\" of the construction. 4. 4. The thickness of waterproofing materials shall meet the requirements of GB50345-2012 in terms of 4.5.5, 4.5.6 and 4.5.7. 5. The leveling layer should make the lattice seams, with the longitudinal and transverse spacing less than 4000 and the seam width 20, filled with sealing materials. The seam depth is 0.5-0.7 times of the width. The lattice joint should be located at the supporting end of the structure, and the base surface of the seam should be coated with the base treatment agent matched with the sealing material. Unbounded or weak backing material shall be provided at the bottom of the sealing material. 6. 6. See the roof plan for roof drainage organization. The inner drainage rainwater pipe shows the water application map. The outlet rainwater bucket and rainwater pipe are made of PVC. The diameter of the rainwater pipe is DN110.。 7. The reinforced concrete roof adopts the building to find the slope, the slope is 2%. The material is fly ash ceramist concrete (P=1500) (the thinnest thickness is 30mm), (compressive strength is not less than 0.3MPa)。 8. Flat roofing practices refer to the national standard 12J201-A2/A4. Refer to the list of engineering practices. Insulation board: 40 mm thick extruded insulation board canopy flat roof (non-thermal insulation) practices refer to the national standard 12J201-A16/A7, construction refer to the list of engineering practices. 9. Flooding of roofing parapet wall refers to national standard 12J201-1、2/A13。 10. The roof flexible waterproofing layer is flooded at the junction of parapet wall and prominent roof structure with a height of 250. Roof corner, eaves, gutters, gutters, vertical and sealing materials, the leveling layer around the pipeline should increase drainage gradient and add flexible waterproof additional layer. The slope is not less than 5% in the range of 500 around the center of the nozzle. Additional layers (coated polyester non-woven fabric or chemical fiber non- woven fabric) should be added around the horizontal nozzle and under the roof facilities. 11. After installation of roof pipes or wall pipes below flooding water, they are filled with C20 fine stone concrete. The groove is embedded between the pipe periphery and the leveling layer and the rigid waterproof layer. 12. The joint of reinforced fine stone concrete and parapet wall is made up of 20 wide cracks and filled with synthetic polymer sealing material. The spacing of partition joints in the board is less than 6m, the width of cracks is 20, the reinforcing bar mesh is broken, and the sealing material is filled in.. 13. The waterproofing structure of each equipment foundation on the roof is shown in the detailed drawing.: 25

a) Pipeline Roofing Practice refer to National Standard 12J201-4/A22 b) Drainage Pipe of parapet Wall refer to National Standard 12J201-1/A20, c) Practice of roof exhaust holes refer to National Standard 12J201-1/A21 1.11.5 Doors and Windows 1. The air tightness of the outer window is not less than Grade 6 stipulated by GB7106-2008, the water tightness is not less than Grade 3, and the wind pressure resistance is not less than Grade 4. Energy-saving doors and windows with heat- insulating metal profiles and aluminium alloys. 2. The wall thickness of window profile is not less than 1.4mm and that of door profile is not less than 2.0mm. 3. The selection of windows and doors should be in accordance with JGJ113-2015 of Technical Regulations for Application of Building Glass and Regulations on Management of Building Safety Glass [2003] 2116. Push-and-pull windows (doors) and flat windows should be strengthened by anti-falling measures. 4. Safety glass doors and windows must be used: 5. Frameless glass door, thickness not less than 10 mm. 6. Framed door glass should be safety glass 7. The facades of doors and windows all indicate the size of the opening. The processing size of doors and windows shall be adjusted by the contractor according to the thickness of the fitting surface.。 8. Material selection, color and glass for external doors and windows are shown in the \"Door and Window Table\" note. Hardware requirements for doors and windows are stainless steel. 9. All beams, columns and walls connected with doors and windows shall be pre- embedded with wood bricks or iron according to relevant doors and windows drawings. The height of all doors, windows, walls and holes shall be calculated from the building elevation on the floor. 10. Flat doors for evacuation in firewalls and public corridors should be equipped with shutters, double flattened doors should be equipped with shutters and sequencers, and signal control closures and feedback devices should be installed for frequent opening of fire doors. 11. Put yellow tape anti-collision warning at the elevation of floor windows and external doors 1.2 meters.。 12. It is necessary to check the deformation of windows and doors under wind pressure. The splicing between the diaphragm and the door and window frames should be plug-in, and the depth of the splicing should not be less than 10 mm. The door of the toilet is 30mm off the ground. Wire mesh screen window is added to the opening fan., 26

13. Windowsill roof pressing method: 80 thick C20 fine stone concrete with2∅10、∅6@200 bars in the same wall width, see the structure description specifically. 14. Out of the shelf of the building, the plastering surface slopes outdoors with a 2% gradient. The window sill is painted outdoors with a slope of 10%. Place a rounded corner against the base of the wall. The width and depth of the drip tank are 10 mm. 15. Outer windows with a windowsill below 900 should be fenced with a balustrade height of 1100.refer to national standard 15J403-1-B8/B17 16. In addition to the glass curtain wall, the general external doors and window frames are compacted with foaming agent and then grouted with waterproof mortar. 5 mm wide glue slot between door and window frame and outside painting. The neutral silicone sealant is used in gluing. It is strictly forbidden to use sealant on the coating surface. 17. Wood embedded in walls or columns for doors and windows should be treated with anticorrosion and rust-proof. When the window is fixed on the non-load- bearing wall, 18.concrete blocks should be set in the fixed position to strengthen the anchorage strength. 1.11.6 Exterior Decoration 1. The decoration design refer to the drawing of elevation plan, and for wall practices, see the list of engineering practices.。 2. Decorative lines such as wall, awning, eaves and ditches must be firmly combined with the basic wall. 3. The material, specifications and colors of the materials selected for external decoration are provided by the construction unit. After confirmation by the construction and design unit, the samples are sealed and accepted accordingly. 4. Exterior wall coatings should be elastic waterproof exterior wall coatings with strong adsorption, good weather resistance and wash resistance. 5. Waterproofing of building exterior walls should have the basic function of preventing rain and snow water from intruding into the walls, and should have the properties of freeze-thaw resistance, high and low temperature resistance, wind load resistance and so on. 6. Hot-dip galvanized welding net with a width of not less than 200 mm on each side should be used as crack resistance reinforcement treatment at the junction of different structural materials. 7. Strong bonding should be made between the relevant structural layers of exterior walls, and interface treatment should be carried out. The types and methods of 27

interfacial treatment materials should be determined according to the structural layer materials.。 8. All eaves, parapet roof pressing, outside doors and windows openings, line feet, canopy and other prominent parts of the external wall need to be made dripping line, and require straightness, neatness and cleanliness. 9. Exterior wall plastering must be carried out in different layers. It is strictly forbidden to survive once. The thickness of each layer should be controlled in 6- 10 mm during construction. External painting must be set up with partitioned joints, special plastic strips, specifications 10X7MM, not removed after construction. Polypropylene anti-cracking fibers should be added to the surface layer of exterior wall painting. 10. Apart from equipment rooms, indoor exposed risers shall be outsourced with light wallboard to the floor of upper floor or staircase board after the installation of pipes, and the wallboard shall be enclosed with 300*300 repair doors outside the pipeline inspection entrance. 1.11.7 Interior Decoration 1. 《Fire protection code for interior decoration design of buildings》National Standard GB50222-2017, 2. 《Code for Building Ground Design》GB50037-2013。 3. Unless otherwise indicated in the drawing, the junction of floor structure and the change of floor height are located. They are all located on the opening surface of the level of door fan. 4. Waterproof layers are installed on the floor of toilets and buildings with waterproof requirements. See List of Engineering Practices. 5. The floor elevation of bathroom and waterproof floor is 15 mm lower than that of other rooms in the room, and 1% slope leakage or drainage holes should be followed. The floor is surrounded by doors and holes, as well as unmanned roofs and walls, air-conditioning shelves or other external cantilevers. A 200 mm high concrete flanging is made upwards and poured together with the floor.。 6. The ceiling room wall, column, beam painting or decorative surface only need to achieve the ceiling elevation above 200. 7. All indoor and outdoor decoration materials must conform to the \"Code for Indoor Environmental Pollution Control in Civil Buildings\" 28

1.11.8 Paint and Wall Coating 1. Antiseptic oil should be applied to the contact parts of wood bricks or wood with masonry. All iron and metal parts should be rusted first, then coated with a rust- proof paint, and the surface layer should be mixed with two paints.。 2. Paint: Polyurethane varnish is used for wood decoration refer to national standard 05J909-Paint 15/TL16. Rust-prone metal products are first primed with epoxy zinc-rich primer, epoxy mica iron intermediate paint, and then mixed paint two degrees. 3. All the paints are made by the construction unit should be checked and accepted after confirmation. 4. Those who contain toxic materials in decoration materials should not exceed the national standards. 1.11.9 Outdoor Works 1. Outdoor steps, ramps and platforms refer to detailed drawings. The standard of the connection between this part and indoor floor is lower than that of indoor 15, and the transition is made by slope.。 2. Aproll Width 600 refer to National Standard 12J003-1A/A1 3. Granite Steps Refer to National Standard 12J003-11A/B3 4. Granite Steps slopes Refer to National Standard 12J926-8, 1.11.10 Construction Equipment and Facilities 1. Sanitary wares are only used for the positioning of equipment professional pipelines. The toilet is equipped with an exhaust fan at the corresponding position. 2. Luminaires, air supply outlets and other devices that affect the beauty of the building and design units must confirm the samples before they can be processed and installed in batches. 3. The office building uses multi-line air-conditioning system, as shown in the air- conditioning equipment diagram. The other units adopt split air-conditioning according to the actual situation and are installed on site. 1.11.11 Indoor Environment 2. The control category of indoor environmental pollution is Class I, which should meet the requirements of the Code for Indoor Environmental Pollution Control of Civil Construction Engineering -GB50325-2010. a) Radioactive Index Limit of Inorganic Nonmetallic Building Materials: Internal Exposure Index ≤1.0; External Exposure Index ≤ 1.0. b) Radioactive Index Limit of Inorganic Non-metallic Decoration Materials: Internal Exposure Index≤ 1.0. External Exposure Index≤1.3 29

3. The concentration of indoor environmental pollution must be monitored at the time of acceptance. The concentration limit is: a) radon≤200Bq/m3 , benzene≤0.09mg/m3 , ammonia≤0.2mg/m3 , b) TVOC≤0.5mg/m3, free formaldehyde≤0.08mg/m3 4. Building materials and decoration materials shall conform to the \"environmental protection type\", and all building materials shall not be selected by using technical products restricted or eliminated by the state. 1.11.12 Underground Fire Water Pool 1. Basement Waterproofing Project Implements \"Technical Specification for Waterproofing of Underground Engineering\" GB50108-2008; Waterproofing Grade: Level 2 2. Secondary waterproofing is designed by combining self-waterproofing of reinforced concrete and SBS; basement waterproofing refers to national standard 10J301-1C/18 of external wall, protective layer: 25 thick extruded polystyrene board. 3. Waterproof concrete requirements refer to national standard 10J301-6, waterproof concrete impermeability grade P6. 4. All Wall-piercing Pipes in Basement refer to National Standard 10J301-54, 5. Basement waterproof membrane protective layer and sealing refer to national standard 10J301- 2 /39 6. The weak links of underground engineering such as construction joints of waterproof concrete, reserved holes in pipelines through walls, corner, pits, post- pouring belts and deformation joints are implemented in accordance with GB50208. 7. Ground drainage in basement: 1% slope, drainage to ditch and pit。 8. Others refer to national standard 10J301. 1.11.13 Safety Protection 1. A canopy above the entrance of the main building. 1.11.14 Fire Protection 1. Code for Fire Protection in Architectural Design- GB50016-2014 2. Code for Fire Protection of Interior Decoration Design of Buildings-GB 50222— 2017 3. Building fire protection design: 30

a) Fire-proof spacing: Fire-proof spacing of adjacent buildings is larger than the standard requirements, meeting the fire-proof requirements, see the general plan for details. b) Fire partition: Each unit is a separate fire partition; c) Safety Exit: Each unit has its own exit. d) Construction site should follow the《Technical Specification for Fire Safety in Construction Site》GB50720-2011. 1. Fire Protection Structure: a) All interior walls shall be built to the bottom of the upper floor or beam.。 b) When the pipeline in the building passes through the firewall, the surrounding pipeline shall be sealed with fire mud. c) The interior decoration structure and component materials should conform to the burning performance grade stipulated in GB50222-95, Table 3.2.1. d) The installation and pipeline laying of building equipment such as gas, electricity and air conditioning should meet the requirements of fire safety. e) When the fire hydrant is embedded in the partition wall, fire-proof rock wool and other sealing measures are needed on the back of the fire hydrant to make its fire-resistant time meet the requirements of the corresponding partition wall. f) Fire doors should be smoke-proof when they are closed. Class A, B and C fire doors should conform to the current national standard Fire-proof doors standard of GB 12955-2008 2. External Thermal Insulation System of Civil Buildings and Fire Protection of External Wall Decoration: a) Meeting Article 6.7 of the Code for Fire Protection in Architectural Design (GB50016-2014 (2018 edition) b) External wall: extruded polystyrene board, combustion performance of B1 grade. The extruded polystyrene board is used as the external insulation material for the roof, and its combustion performance is B1 grade. 31

c) The decorative layer of the exterior wall of a building shall be made of non- combustible materials in addition to coatings. Building fire protection products (doors, curtains) must be qualified products approved by the fire department. 3. Fire protection design for equipment specialty: 4. Water supply and drainage specialty: fire water supply and fire extinguishing facilities system includes: 1 fire extinguisher system, 2 fire hydrant system; 5. Fire electrical system includes: 1 emergency lighting system, 6. Detailed fire protection design of equipment specialty can be seen in the drawings of each specialty. Drawing 1.11.14: Proposed Site plan 32

1.11.15 Best Practices No. Items Practice and description Applicable area Moisture-proof 1 Waterproof 1) 20 thick cement mortar with 5% water-proof Aerated of Footing of Mortar slurry is generally located at - 0.06m elevation. concrete block wall Moisture-proof wall Layer Ground 1 Anti-skid floor 1) 10 thick anti-skid floor tiles, dry cement joints. Office building tile 2）Sprinkle Sulphur Cement Surface (Sprinkle and maintenance appropriate amount of clear water) workshop 3）20 Thickness 1:2 Dry and Hard Water Mortar bathroom, shower Bonding Layer room.（Floor 4）A brush cement slurry 5）40 Thick C20 Fine Stone Concrete tile specification 6）Polyurethane three times waterproof coating, 400x400） thickness 1.8 7）60 thick C15 concrete, tamping and smoothing 8）100 Thick Crushed Stone Tamping 9）soil compaction 2 Floor tile 1）10 thick anti-skid floor tiles, dry cement All rooms scrapes. except bathroom 2）Sprinkle Sulphur Cement Surface (Sprinkle and shower.（Floor appropriate amount of clear water) 3）20 Thickness 1:2 Dry and Hard Water Mortar tile specification 800x800） Bonding Layer 4）Brush plain cement slurry 5）40 Thick C20 Fine Stone Concrete 6）Polyurethane twice-coated moisture-proof layer, thickness 1.2 7）60 thick C15 concrete, tamping and smoothing 8）100 Thick Crushed Stone Tamping 9）soil compaction Floor 1 Anti-skid floor 1）10 thick anti-skid floor tiles, dry cement Fire pump room, tile scrapes. Roof water tank 2）Sprinkle Sulphur Cement Surface (Sprinkle room（Floor appropriate amount of clear water) tile specification 3）30 Thickness 1:2 Dry and Hard Water Mortar 800x800） Bonding Layer 4）Brush plain cement slurry 5）40 Thick C20 Fine Stone Concrete 6）Polyurethane three times waterproof coating, thickness 1.8 7）20 Thickness 1:3 Cement Mortar Leveling 33

Layer (Arc around) 8）LC7.5 Lightweight Concrete Slope Search Layer with 100 Thicknesses Thinnest Inner wall 1 ceramic 9) Cast-in-place reinforced concrete floor Bathroom, surface 1）Glazed Brick White Cement Scratch shower room 2）2~3 Thick Ceramic Adhesive for Building and kitchen 3）6 Thickness 1:2.5 Waterproof Cement Mortar (300*450 white tiles on the parts Flour below 3.6M) 4）12 Thickness 1:3 Waterproof Mortar Base 5）1.2 Thick Polyurethane Waterproof Coatings, Rock-sprayed Chips, 1800 Height 6）Anti-cracking and anti-seepage mortar (8mm thick) anchors a layer of hot-dip galvanized and welded wire mesh. 7）Brush interface treatment together 8）Base wall 2 Latex paint 1）Brush Latex paint All rooms 2）5 Thickness 1:0.3:3 Cement Limestone Mortar except toilet, shower and Flour kitchen 3）12 Thickness 1:1:6 Cement Gypsum Mortar Bottom (with Glass Fiber Mesh Cloth) 4）Brush interface treatment together skirting 1 Floor tiles kick 1）Brick Cement Scratch 100 mm high 2）5 Thickness 1:1 Cement Fine Stone Bonding Layer 3）12 Thickness 1:3 Cement Mortar Base 4) Brush interface treatment. Exterior wall 1 Coating wall 1 1) Waterproof Coatings for Exterior Wall The exterior 2) Flexible waterproof putty walls of office 3）Brush 5 thick anti-crack and anti-seepage buildings, Guard mortar (press into one layer of fiberglass mesh room and weight cloth, add one layer at the bottom) compact and Room（heat polish the water brush to bring out the small linen preservation） surface. 4）20 thick extruded insulation board (adhesive on the back of insulation board and anchored) 5）Special adhesive 6）20 Thick Polymer Cement Mortar Leveling Layer 7）ALC Aerated Concrete Block 240 Thickness 2 Coating wall 2 1）Waterproof Coatings for Exterior Wall Maintenance 2）Flexible waterproof putty workshop, 34

3）Brush 5 thick anti-crack and anti-seepage generator room, mortar (press into one layer of fiberglass mesh fire pump room cloth, add one layer at the bottom) compact and exterior wall (no polish the water brush to bring out the small linen heat surface. preservation) 4）20 Thick Polymer Cement Mortar Leveling Layer 5）20 Thick Polymer Cement Mortar Leveling Layer 6）ALC Aerated Concrete Block 240 Thickness Flat roof 1 Latex paint flat 1）Brush emulsion paint Except office top 2）6 Thickness 1:0, 3:3 Cement Limestone Mortar building, Flour bathroom, 3）6 Thickness 1:0, 3:3 Cement Lime Gypsum shower room, kitchen Mortar for Base Scraping 4）Brush plain cement slurry (with glue) 5）Cast-in-place reinforced concrete 2 Paper gypsum 1）Brush emulsion paint Office building board ceiling 2）Scraping Putty to Level (ceiling height 3）Moisture proof Coatings for Brushes combined with 4）9 thick paper gypsum board tapping air conditioning screw（900x3000x9） system design) 5）Light steel transverse brace keel 19x50x0.5 mid-range 3000（Plate length） 6）Light steel keel 19x25x0.5 Medium distance equals 1/3 width of sheet metal (2 in width) 7）Light steel keel 19x50x0.5 Medium distance equals plate width 8）Light steel keel 45x15x1.2, mid-range≤1200 9）Diameter 8 steel hoisting ring, two-way hoisting point, mid-distance 900-1200 10）Reserved diameter 6 iron rings in reinforced concrete slabs, two-way mid-distance 900 to 1200 3 Aluminum 1）1 Thick Aluminum Alloy Square Plate Surface Bathroom, alloy square Layer shower and ceiling 2）Aluminum alloy brace┻32x24x1.2 mid-range kitchen (ceiling room net height 500~600 3.3M) 3）Keel in aluminum alloy┻ 32x24x1.2 mid- range 500~600 （Side keel┗ 27x16x1.2） 4）Keel 60x30x1.5（Hanging point with hanging）mid-range≤1200 35

Roof 1 Roof 1 5）Diameter 8 steel bar suspension ring，mid- Flat roof (heat preservation and Cantilever 2 Roof 2 range 900~1200 waterproof roof) Steps 1 Bottom of 6）12 Thick Waterproof Mortar Base 7）Reserved diameter 6 iron rings in reinforced Canopy flat roof Pick-out (waterproof position concrete slabs, two-way mid-distance 900 to 1200 roof) 1）Anti-skid floor tiles, Dry Cement Joints 1 Granite 2）20 Thickness 1:2.5 Cement Mortar and Building Cantilever bottom of eaves Adhesive Bonding Layer (buried drip 3）50mm thick C30 fine stone concrete with two- tank) way 4@150 reinforcement. Entry and exit 4）Isolation layer 5）Polymer Modified Asphalt Waterproof Roll (SBS) 4mm Thickness 6）20 Thickness 1:3 Cement Mortar Leveling Layer 7）60 thick extruded polystyrene board 8）20 Thickness 1:3 Cement Mortar Leveling Layer 9）Lightweight Concrete Slope-finding Layer 10）Cast-in-place reinforced concrete roof slab 1）A protective layer of light-colored paint 2）Polymer Modified Asphalt Waterproof Roll (SBS) 4mm Thickness 3）20 Thickness 1:3 Cement Mortar Leveling Layer 4）30 Thick Light Concrete Slope 5）Cast-in-place reinforced concrete roof slab 1）Waterproof Coatings for Exterior Wall 2）Flexible waterproof putty 3）Brush 5 thick anti-crack and anti-seepage mortar (press one layer of glass fiber mesh cloth, add one layer at the bottom) The compacted and polished water brush brings out the small linen surface 4）15 Thickness 1:3 Cement Mortar Leveling Layer 5）Reinforced concrete slab 1）Thick granite pavement with anti-fouling agent and cement grouting joints on the back and around 2） Sodium Cement Surface (Appropriate Clear Water) 3）20 Thickness 1:3 Dry and Hard Cement Mortar 36