Civil Engineer

Start Here Building the Future

.Considering a career in Civil Engineering? BCIT's 4-year full-time Bachelor of Engineering in Civil Engineering program provides a path whereby students can earn dual credentials—a Diploma in Civil Engineering Technology and a Bachelor of Engineering in Civil Engineering. All students who successfully complete the first two years of the program receive a nationally-accredited Diploma in Civil Engineering Technology, while students who successfully complete years three and four also receive a nationally-accredited Bachelor of Engineering in Civil Engineering.These credentials prepare the graduate for professional practise in this popular field as either a civil technologist or as a civil engineer, and also provide a path to further studies.

Civil technology part-time studies programs and courses

BCIT's Civil Technology Part-time Studies (PTS) programs and courses provide continuing education and professional development opportunities for individuals in various civil technology fields. Courses are offered during weekday evenings and are held in classrooms or labs at BCIT's Burnaby Campus. In addition, there are a limited number of paper-based Distance Education (DE) courses available.

You can take just one or two PTS courses or complete a Part-time Associate Certificate or the Part-time Certificate. Please note that PTS courses do not lead to a Diploma or Degree nor confer advanced placement in the full-time Civil Engineering program. If you already have a Civil Engineering degree or diploma, download our information sheet Resources for Internationally-trained Professionals [PDF, 70 KB].

For single courses, perform a search for courses in the subjects that interest you by entering keywords in the subject area and selecting "course" or download the Part-time Studies flyer. DE courses may be found by entering "TSYH" (without quotes) in the "find part-time courses" search field.

For your benefit we have compiled a list of frequently asked questions to help in your decision whether Civil Technology PTS programs and courses might work for you.

Advanced Diploma in Civil Engineering

.The Advanced Diploma in Civil Engineering is designed to Diploma graduates to provide opportunity to upgrade and excel the learners’ technological skills to meet the dynamic and demand in the construction industry. This course will enable student to solve more complex construction problems and take effective decision making. The programme aim is to educate the students with detail knowledge on the activities involved in the Civil Engineering project Design, Planning, Implementation and Evaluation. Students will also learn about the latest technology and information technology application in the construction industry.The core modules for this programme are Civil engineering works, advanced technology, Design and Analysis. The programme designed in a way to educate theoretical and practically on the main techniques that today civil engineering disciplines applied.
Study Modes Part Time Full Time
Course Duration 12 months 12 months
Total Contact Hours 297 Contact Hours
(No term break between exams and modules) 297 Contact Hours
(Term break between exams and modules)
Schedule WEEKEND : PER MODULE
3 SUNDAYS (9AM TO 6 PM)
1 TUESDAY (7PM TO 10PM)WEEKDAY:
MON, WED & FRI (7PM TO 10PM) 5 days per week (3 hours per day)
Next Intakes

Please indicate your choice of intake for registration purposes.

Intake (Part-time) Commencement Date End Date Registration Closing Date
9th 10 May 2015 09 May 2016 08 May 2015
10th 06 Jun 2015 05 Jun 2016 04 Jun 2015
11th 05 July 2015 04 July 2016 03 July 2015
No intakes for Full-time Classes.

Course Structure

Module Code Module Title Contact Hours Assessment Mode
D-EM01 Engineering Mathematics 27 Written Exam 100%
D-ES02 Engineering Science 27 Written Exam 50% + Assignment 50%
D-CET3 Civil Engineering Technology 27 Written Exam 50% + Assignment 50%
D-CECM4 Civil Engineering design and Construction Materials 27 Written Exam 50% + Assignment 50%
D-CCPR5 Construction Contracts and Procurement route 27 Written Exam 50% + Assignment 50%
D-SSS6 Soil Mechanics and Site Surveying 27 Written Exam 50% + Assignment 50%
AD-CET7 Advance Civil Engineering Technology 27 Written Exam 50% + Field Survey Report 50%
AD-CPT8 Civil Project Planning and Tendering 27 Written Exam 50% + Assignment 50%
AD-SDA9 Structural Design and Analysis 27 Written Exam 100%
AD-CEW10 Civil Engineering Works 27 Written Exam 50% + Assignment 50%
AD-IT11 Use of IT in Construction 27 Written Exam 50% + Assignment 50%
AD-GP12 Group Project 00 Assignment 100%
Programme Fees (Full-time & Part-time)

Registration Fee (Non-Refundable) S$100.00
Course Fee S$4500.00
Course Materials Fee S$400.00
TOTAL FEES S$5000.00
* Course Fees are inclusive of Lonpac Fee Protection Scheme (FPS)
** Monthly Instalment Plan Available **

Course Withdrawal/Transfer and Refund Policy

Students who wish to withdraw or transfer to another programme must notify Greensafe Academy in writing before the commencement of the course. Application fee paid is non-refundable and non-transferable. The following refund policy applies:

Refund of Course Fee (%) If Student’s written notice of withdrawal is received
100% (“Maximum Refund”) More than [30] days before the Course Commencement Date
50% Before, but not more than [30] days before the Course Commencement Date
25% After, but not more than [15] days after the Course Commencement Date
0% More than [1] days after the Course Commencement Date
Mode of Assessment

The assessment depends on the nature of the modules. Please refer to the course structure above.

Modules are taught in a face-to-face manner.

Entry Qualification

Minimum 3 ‘O’ level or equivalent qualification
Candidate with Certificate in Engineering Foundation or Diploma in civil engineering from Greensafe Academy (will be eligible for exemption of minimum 2 to Maximum 6 modules)
Matured student with more than 3 years relevant working experience will be considered
Other qualification with experience will be considered case to case basis
List of Approved Teachers: http://www.greensafeacademy.com.sg/about-us/our-teachers

Teacher-to-Student Ratio

The Teacher-to-student ratio is 1: 75 (lecture)

Graduation Requirement

Advanced Diploma in Civil Engineering will be awarded by Greensafe Academy upon successful completion of all 12 modules and graduates may use the title AdvDipCE after their names.

Certification

The Advanced Diploma in Civil Engineering will be awarded by Greensafe Academy Pte Ltd.

Higher Diploma in Civil Engineering

.Entry to Level 2 : 4.5 Years
Entry to Level 3 : 3 Years
(Classes will commence in Spring Semester, late January 2016)
Entry to Level 4 : 1.5 Years

* Applicants possessing the relevant knowledge and proven work experience can apply for exemption from the following modules: Basic Industrial Training A, Basic Industrial Training B, Civil Engineering in Society, Safety and Industrial Training, and Structured Whole Person Development programme. The exact duration of study will depend on the exemption of relevant modules granted.
Mode of Study
Part-time (Evening)
Offering Campus(es) / Venue(s)
Entry to Level 2 : IVE (Tsing Yi)
Entry to Level 3 : IVE (Tsing Yi)
Entry to Level 4 : IVE (Tsing Yi)
Level of Study Accepting Entry
Level 2
Level 3
Level 4
Entrance Requirements
Entrance Requirements for Level 2 (Note 1):
HKCEE 5 subjects at Grade E / Level 2 or above (including English Language, Chinese Language and Mathematics); OR Diploma in Vocational Studies; OR Foundation Diploma; OR Foundation Certificate; OR Basic Certificate for Technician Trainees; OR Project Yi Jin; OR equivalent. Applicants for this programme should preferably be engaged in an employment in a relevant field.

Entrance Requirements for Level 3:
(Classes will commence in Spring Semester, late January 2016)
Possessing recognised Certificate in Civil Engineering OR equivalent. Applicants for this programme should preferably be engaged in an employment in a relevant field.

Entrance Requirements for Level 4:
Possessing recognised Diploma / Higher Certificate in Civil Engineering; OR equivalent. Applicants for this programme should preferably be engaged in an employment in a relevant field.
Evening(s) per week
4 Evenings and Saturday / Sunday afternoons
Introduction
The programme provides in-service students with professional knowledge and skills in civil engineering so that they are able to respond and perform effectively and proficiently to meet the demands of the industry.
Articulation
Graduates can apply for admission to the relevant degree courses offered by the local and overseas universities. Upon admission to relevant degree courses, graduates can apply for credit exemption. The level of exemption will be considered by the relevant universities on individual basis.
Professional Recognition
The programme is seeking recognition by the following professional bodies as satisfying the academic requirements for their associate membership :
The Hong Kong Institution of Engineers
The Royal Institution of Chartered Surveyors, UK
Graduates are qualified for Grade T1 to T3 of the Technically Competent Person (TCP) in the "Site Supervision Plan" under the Buildings Ordinance of the HKSAR Government after acquiring the required working experience.
Notes
HKCEE English Language taken in 2006 or before should have attained Grade E or above (Syllabus B) / Grade C or above (Syllabus A).
VTC reserves the right to cancel any programme, revise programme title, content or change the offering institute(s) / campus(es) / class venue(s) if circumstances so warrant.

DAE-CIVIL

.Objective:

Diploma of Associate Engineering in Civil Engineering is a three year program with emphasis on surveying, drafting and construction. It covers all dimensions of Civil along with project base training. It has sound foundation in Civil courses with enough practical to meet the demands of employment market. It’s an edging field having multi-dimensional future. Its employment market target is the Public Health, Irrigation, Railways, Docks, Harbors, Bridges, High ways & Airports.

Eligibility Criteria:

The candidates having passed Matriculation or Equivalent Examination with 45% marks, preferably having good knowledge of Mathematics are eligible to apply for appearing in Admission test for admission in DAE- Civil.

YEAR 1:

· Islamic Studies/ Pakistan studies

· English

· Applied Mathematics I

· Applied Physics

· Workshop Practice

· Surveying I

· Construction I

· Civil Drafting I

· Applied Chemistry

YEAR 2:

· Islamic Studies/ Pakistan studies

· Project Management

· Quality Surveying II

· Civil Engineering Project

· Railways, Docks, Harbors & Bridges

· Concrete Technology & RCC Design

· Soil Mechanics, Highways & Airports

YEAR 3:

· Islamic Studies/ Pakistan studies

· Applied Mathematics II

· Public health Engineering II

· Surveying II

· Construction II

· Civil Drafting II

· Mechanics of Structure

· Quality Surveying I

· Computer Application

Civil Engineering Diploma Course

.Top leading Civil engineering training centre in rawalpindi, islamabad, Pakistan. Civil engineering diploma course, civil engineering diploma courses, civil surveyor courses, quantity surveyor course, Civil engg courses, civil course, iped provide Govt registered fast track diploma courses, Civil Engineering, diploma, course, civil Diploma Course in Rawalpindi, Islamabad, Lahore, Pakistan, Punjab, Sindh, Kpk, Ajk, Gilgit, Skardu, Ghangche, Shigar, Astore, Diamer, Ghizer, Kharmang, Gultari, Rondo, Hunza Nagar, Gupi, Islamabad, Azad Jammu and Kashmir, Muzaffarabad, Mirpur, Bhimber, Kotli, Rawlakot, Bagh, Bahawalpur, Lahore, Bhakkar, Chakwal, Civil engineering course in karachi, Civil engineering diploma course in Karachi, Chiniot, Dera Ghazi Khan, Faisalabad, Gujranwala, Gujrat, Hafizabad, Jhang, Jhelum, Kasur, Khanewal, Khushab, Layyah, Lodharan, Mandi-Bahuddin, Mianwali, Multan, Muzaffargarh, Nankana Sahib, Narowal, Okara, Pakpattan, Rahim Yar Khan, Rajanpur, Rawalpindi, Sahiwal, Sargodha, Sheikhupura, Sialkot, Toba tek Singh, Vehari, Attock, Taxila, Wah Cantt, Rawalpindi, Balochistan, Khyber-Pakhtunkhwa, Punjab, Sindh, Gilgit Baltistan, Turbat, Sibi, Chaman, Lasbela, Zhob, Gwadar, Nasiraba, Jaffarabad, Hub,Dera Murad Jamali, Dera Allah Yar, Khyber-Pakhtunkhwa, Peshawar, Mardan, Abbottabad, Mingor, Kohat, Bannu, Swabi, Dera Ismail Khan, Charsadda, Nowshera, Mansehra, Karachi, Hyderabad, Sukkur, Larkana, Nawabshah, Nanak wara, Mirpur Khas, Jacobabad, Shikarpur, Khairpur, Pakistan.

Civil Engineering
Civil Engineering is the process of directing and controlling natural resources for the use and benefit of human kind through construction of various structures.in planning, design, construction and operation and maintenance of structures such as buildings, roads, bridges, railways, factories, airports, irrigation schemes, docks, harbours, sea defences, flood control systems, water supply, sewerage disposal, etc. Thus, civil engineering is probably the largest and broadest discipline of engineering fields.

The field of civil engineering including
Applied Mechanics, Surveying, Fluid Mechanics and Hydraulics, Irrigation Systems, Geotechnical Engineering, Engineering Construction and Structures, Environmental Engineering and other related subjects
.
Theory classes and laboratory work, for which adequate facilities with equipment have been established.

In addition, the students are taken to many sites such as water distribution structures and irrigation systems, drainage schemes, road construction works, etc.

practical work being actually implemented and sent on various projects for internship.
Course Content Civil Engineering Diploma
Structural Engineering
Geo technical Engineering
Highways and Traffic Engineering
Construction Management
AutoCad Advanced
Civil Surveyor /Quantity Surveyor
Drafting and Drawing Engineering
Quality Control /Quality Assurance(QAQC)
Material Testing
land Suryeyor
Recently, the department has set up a Software Laboratory which provides computing facility using application Software in Civil Engineering.
Course Duration

2 year
Class

5 Days a Weeks
Class Timing

Evening & Morning Shift
Total Fee

50000/-

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Getting the basics right: essential skills

POLYTECHNIC IN CIVIL ENGINEERING FULL SYLLABUS 2015

. POLYTECHNIC IN CIVIL ENGINEERING FULL SYLLABUS 2015

What is Civil Engineering :

civil engineering is a one of most interactive field for a Constructions management , and Development of Infrastructure . the civil engineering also Infrastructural Framework to Build Modern indexing like Dams, Power Plants , Highways , waterways , Building , Homes and all the part builder by Civil Engineering .

Eligibility of Diploma Civil engineer :

to be become a Good Civil engineer to interested candidate should be pass out 10th and 12th class to recognize board of University .

DIPLOMA IN CIVIL ENGINEERING FULL SYLLABUS

Semester 01

Programes – Paper Code

1. English and Communications Skill / 101
2. Applied Mathematics –I / 102
3. Applied Physics -I / 103
4. Applied Chemistry –I/ 104
5. Engineering Drawing ¬–I / 105

SEMESTER 02

Programes – Paper code

1. English and Communication –II / 201
2. Applied Mathematics –II / 202
3. Applied Physics –II / 203
4. Applied Chemistry-II / 204
5. Engineering Drawing –II / 205
6. Applied Mechanics / 212
7. Environmental Science / 211

SEMESTER 03

Programes – Paper code

1. General Engineering/ 301
2. Building Constructions/ 302
3. Constructions Material/ 303
4. Surveying –I/ 304
5. Hydraulics/ 305
6. Building Drawing / 306

SEMESTER 04

Programes – Paper code

1. Water Supply & Waste Water Eng./ 407
2. Soil & Foundation Engineering/ 408
3. Surveying –II/ 409
4. Strength of Material/ 410
5. Public Health Engineering Drawing/ 411
6. Concrete Technology/ 412

SEMESTER -05

Programes – Paper Code

1. Quantity Surveying and Valuation/ 506
2. Railway Bridges and Tunnels/ 507
3. Highway & Airport Engineering/ 508
4. Rcc Design And Drawing/ 509
5. Irrigation Engineering and Drawing/ 510

SEMESTER 06

Programes – Paper Code

1. Steel Structure Timber &Masonry Design & Drawi/ 608
2. Constructions Management & Accounts/ 609
3. Earthquake Resistant Building constructions/ 610
4. Environment Engineering Elective/ 613
5. Entrepreneurship Development & Managements/ 601

Syllabus for Civil Engineering (CE)

ENGINEERING MATHEMATICS

Linear Algebra: Matrix algebra, Systems of linear equations, Eigen values and eigenvectors.

Calculus: Functions of single variable, Limit, continuity and differentiability, Mean value theorems, Evaluation of definite and improper integrals, Partial derivatives, Total derivative, Maxima and minima, Gradient, Divergence and Curl, Vector identities, Directional derivatives, Line, Surface and Volume integrals, Stokes, Gauss and Green’s theorems.

Differential equations: First order equations (linear and nonlinear), Higher order linear differential equations with constant coefficients, Cauchy’s and Euler’s equations, Initial and boundary value problems, Laplace transforms, Solutions of one dimensional heat and wave equations and Laplace equation.

Complex variables: Analytic functions, Cauchy’s integral theorem, Taylor and Laurent series.

Probability and Statistics: Definitions of probability and sampling theorems, Conditional probability, Mean, median, mode and standard deviation, Random variables, Poisson,Normal and Binomial distributions.

Numerical Methods: Numerical solutions of linear and non-linear algebraic equations Integration by trapezoidal and Simpson’s rule, single and multi-step methods for differential equations.

STRUCTURAL ENGINEERING

Mechanics: Bending moment and shear force in statically determinate beams. Simple stress and strain relationship: Stress and strain in two dimensions, principal stresses, stress transformation, Mohr’s circle. Simple bending theory, flexural and shear stresses, unsymmetrical bending, shear centre. Thin walled pressure vessels, uniform torsion, buckling of column, combined and direct bending stresses.

Structural Analysis:Analysis of statically determinate trusses, arches, beams, cables and frames, displacements in statically determinate structures and analysis of statically indeterminate structures by force/ energy methods, analysis by displacement methods (slope deflection and moment distribution methods), influence lines for determinate and indeterminate structures. Basic concepts of matrix methods of structural analysis.

Concrete Structures: Concrete Technology- properties of concrete, basics of mix design. Concrete design- basic working stress and limit state design concepts, analysis of ultimate load capacity and design of members subjected to flexure, shear, compression and torsion by limit state methods. Basic elements of prestressed concrete, analysis of beam sections at transfer and service loads.

Steel Structures: Analysis and design of tension and compression members, beams and beam- columns, column bases. Connections- simple and eccentric, beam–column connections, plate girders and trusses.Plastic analysis of beams and frames.

GEOTECHNICAL ENGINEERING

Soil Mechanics:Origin of soils, soil classification, three-phase system, fundamental definitions, relationship and interrelationships, permeability &seepage, effective stress principle, consolidation, compaction, shear strength.

Foundation Engineering:Sub-surface investigations- scope, drilling bore holes, sampling, penetration tests, plate load test. Earth pressure theories, effect of water table, layered soils. Stability of slopes-infinite slopes, finite slopes. Foundation types-foundation design requirements. Shallow foundations-bearing capacity, effect of shape, water table and other factors, stress distribution, settlement analysisinsands & clays. Deep foundations–pile types, dynamic &static formulae, load capacity of piles in sands &clays, negative skin friction.

WATER RESOURCES ENGINEERING

Fluid Mechanics and Hydraulics: Properties of fluids, principle of conservation of mass, momentum, energy and corresponding equations, potential flow, applications of momentum and Bernoulli’s equation, laminar and turbulent flow, flow in pipes, pipe networks. Concept of boundary layer and its growth. Uniform flow, critical flow and gradually varied flow in channels, specific energy concept, hydraulic jump. Forces on immersed bodies, flow measurements in channels, tanks and pipes. Dimensional analysis and hydraulic modeling. Kinematics of flow, velocity triangles and specific speed of pumps and turbines.

Hydrology: Hydrologic cycle, rainfall, evaporation, infiltration, stage discharge relationships, unit hydrographs, flood estimation, reservoir capacity, reservoir and channel routing. Well hydraulics.

Irrigation: Duty, delta, estimation of evapo-transpiration. Crop water requirements. Design of: lined and unlined canals, waterways, head works, gravity dams and spillways. Design of weirs on permeable foundation. Types of irrigation system, irrigation methods. Water logging and drainage, sodic soils.

ENVIRONMENTAL ENGINEERING

Water requirements: Quality standards, basic unit processes and operations for water treatment. Drinking water standards, water requirements, basic unit operations and unit processes for surface water treatment, distribution of water. Sewage and sewerage treatment, quantity and characteristics of wastewater. Primary, secondary and tertiary treatment of wastewater, sludge disposal, effluent discharge standards. Domestic wastewater treatment, quantity of characteristics of domestic wastewater, primary and secondary treatment Unit operations and unit processes of domestic wastewater, sludge disposal.

Air Pollution: Types of pollutants, their sources and impacts, air pollution meteorology, air pollution control, air quality standards and limits.

Municipal Solid Wastes:Characteristics, generation, collection and transportation of solid wastes, engineered systems for solid waste management (reuse/ recycle, energy recovery, treatment and disposal).

Noise Pollution: Impacts of noise, permissible limits of noise pollution, measurement of noise and control of noise pollution.

TRANSPORTATION ENGINEERING

Highway Planning: Geometric design of highways, testing and specifications of paving materials, design of flexible and rigid pavements.

Traffic Engineering: Traffic characteristics, theory of traffic flow, intersection design, traffic signs and signal design, highway capacity.

SURVEYING

Importance of surveying, principles and classifications, mapping concepts, coordinate system, map projections, measurements of distance and directions, leveling, theodolite traversing, plane table surveying, errors and adjustments, curves.

Syllabus

.Students take a combination of core and elective modules. Parts I and II consist of core modules only. Part III is a mixture of core and elective with Part IV comprising a selection of elective modules and the completion of a core piece research work culminating in its presentation at a poster event and in a Student Conference.

Students registered for the year abroad programme will take the relevant language course for credit in years I and II, with the option to continue their language studies in the third year.

Parts I & II
Part I

All modules are core
CI1-100 Professional Engineering Practice
CI1-101 Drawing
CI1-102 Surveying
CI1-103 Introduction to Civil Engineering
CI1-104 Construction Week
CI1-111 Creative Design I
CI1-120 Mathematics
CI1-121 Computational Methods I
CI1-130 Mechanics
CI1-131 Structural Mechanics
CI1-132 Materials
CI1-140 Fluid Mechanics
CI1-150 Geotechnics
CI1-160 Environmental Engineering Science
CI1-182 Energy Systems
Part II

All modules are core
CI2-211 Creative Design II
CI2-212 Constructionarium
CI2-213 Structural Design
CI2-214 Fluids Design
CI2-220 Mathematics
CI2-221 Computational Methods II
CI2-222 Statistics
CI2-231 Structural Mechanics
CI2-240 Fluid Mechanics
CI2-250 Soils and Engineering Geology
CI2-260 Environmental Engineering
CI2-282 Business and Project Management
Parts III and IV
Part III

Core modules
CI3-311 Group Design Project
CI3-312 Structures and Geotechnics Projects
CI3-321 Computational Engineering Analysis
CI3-331 Structural Mechanics
CI3-336 Dynamics
CI3-340 Fluid Mechanics
CI3-350 Geotechnics
CI3-360 Environmental Engineering
CI3-370 Transport Systems
Elective modules
Please select one from the Autumn Term and one from the Spring Term. Horizons counts as one module and is run in 2 terms, therefore, if selected, you must also select one technical elective in either the Autumn or Spring Term

CI3-390 Horizons Courses
Autumn Term
CI3-334* Concrete Structures
CI3-338 Design of Timber & Masonry Structures
CI3-372* Traffic Engineering
BPES BS0806 Entrepreneurship Business Plan Competition
Spring Term
CI3-333 Nonlinear Structural Analysis
CI3-337 Theory of Shells
CI3-341 Coastal Engineering
CI3-371 Highway Engineering
BPES BS0808 Finance and Financial Management
* Electives available in Part III and Part IV

Part IV

Core modules
CI4-405 Individual Research Project
CI4-406 Student Conference
Elective modules (five to be chosen from the 16 listed below).

Stream 1A: Select at least 1 from this group
CI4-423 Operational Research and Systems Analysis
CI4-432 Steel Structures and Design
CI4-441 Applied Hydrodynamics
CI4-461 Water and Wastewater Engineering
CI4-472* Traffic Engineering
Stream 1B: Select no more than 1 from this group
CI4-454 Advanced Soil Mechanics
CI4-435** Prestressed Concrete (S4)
Stream 2: Select no more than 1 from this group
CI4-436 Applied Dynamics
CI3-438 Design of Timber & Masonry Structures
CI4-462 Water Resources Engineering
Stream 3: Select no more than 1 from this group
CI4-452 Geotechnical Hazards
CI4-463 Waste Management Engineering
CI4-473 Transport Demand and Economics
Stream 4: Select no more than 1 from this group
CI4-434* Concrete Structures
CI4-443 Environmental Fluid Mechanics
CI4-474 Transport, Environmental Impacts and Safety (not running 2015/2016)
* Electives available in Part III and Part IV
** Students must have already taken Part III Concrete Structures in order to follow this elective

Building Design and Construction Handbook, 6th Edition

.Frederick S. Merritt, Jonathan T. Ricketts
McGraw Hill Professional, 06-Dec-2000 - Technology & Engineering - 1600 pages
0 Reviews

A where-would-you-be-without-it handbook covering every single important step in building design and construction, now updated to include key changes in design and construction practices. Surveys materials, structures, soil mechanics and foundations, building types, hardware, insulation, acoustics, plumbing, and more--all the material that will help architects, engineers, contractors, and others work better, faster, and smarter. Includes new design specifications; the latest developments in seismic and wind design criteria; new building systems and material; updated building codes throughout; NFPA requirements; and new wood material and codes.

More »

Handbook of Civil Engineering Calculations, Second Edition

.A36 steel AASHTO activated sludge AISC AISC Manual allowable stress angle annual arithmetic mean Assume axis beam bending moment bottom ﬁber camber capacity centroidal column compression compressive stress Compute concrete cost curve deﬂection denote depreciation Determine diagram diameter distance efﬁciency Engineering equation Evaluate factor FIGURE ﬁlter ﬁnal ﬁnd ﬁrm ﬁrst ﬂange ﬂow rate ft-kips gal/min girder handbook head head loss horizontal kips kips/sq.in kN-m lb/lin ft lb/sq.in length liquid load LRFD maximum McGraw-Hill method midspan minimum moment of inertia ofthe percent pipe plane plate prestressed concrete prestressing force previous calculation procedure pump Refer to Fig reinforcement Related Calculations rivet sewer shearing stress shown in Fig slab sludge soil span speciﬁc sq.in steel Table tendons tensile tensile stress top ﬁber unit vertical weld

Materials for Civil and Construction Engineers

Michael S. Mamlouk, John P. Zaniewski
Pearson Education, 18-Feb-2016 - Technology & Engineering - 600 pages
0 Reviews

This is the eBook of the printed book and may not include any media, website access codes, or print supplements that may come packaged with the bound book.

Civil and Construction Engineering Materials: Properties, Uses, and Evaluations
.Michael S. Mamlouk is a Professor of Civil, and Environmental and Sustainable Engineering at Arizona State University. He has many years of experience in teaching courses of civil engineering materials and other related subjects at both the undergraduate and graduate levels. Dr. Mamlouk has directed many research projects and is the author of numerous publications in the fields of pavement and materials. He is a professional engineer in the state of Arizona. He Dr. Mamlouk is a fellow of the American Society of Civil Engineers and a member of several other professional societies.

John P. Zaniewski is the Asphalt Technology Professor in the Civil and Environmental Engineering Department of West Virginia University. Dr. Zaniewski earned teaching awards at both WVU and Arizona State University. In addition to materials, Dr. Zaniewski teaches graduate and undergraduate courses in pavement materials, design and management, and construction engineering and management. Dr. Zaniewski has been the principal investigator on numerous research projects for state, federal, and international sponsors. He is a member of several professional societies and has been a registered engineer in three states. He is the director of the WV Local Technology Assistance Program and has been actively involved in adult education related to highways.

DESIGN AND DETAILING OF RCC BEAMS

.RCC beams structural elements are designed to carry transverse external loads that cause bending moment, shear forces and in some cases torsion across their length. Concrete is strong in compression and very weak in tension. Steel reinforcement is used to take up tensile stresses in reinforced concrete beams.

Mild steel bars of round section were used in RCC work. But with the introduction of deformed and twisted bars, the use of mild steel bars had declined. Deformed or High yield strength deformed bars (HYSD) have ribs on the surface and this increases the bond strength at least by 40% compared to that of mild steel bar.

Good detailing of reinforcements with proper drawings are essential at the site to provide good construction process. These drawing generally also include a bar bending schedule. The bar bending schedule describes the length and number, position and the shape of the bar.

The detailing of beams is normally associated with:

i) Size and number (or spacing) of bars,

ii) Lap and curtailment (or bending) of bars,

iii) Development length of bars,

iv) Clear cover to the reinforcement and

v) Spacer and chair bars.

Anchorage in steel bars is normally provided in the form of bends and hooks. Twisted steel bars or deformed steel bars are not provided with hooks. The anchorage value of bend of bar is taken as 4 times the diameter of bar for every 450 bend subjected to maximum of 16 times the diameter of bar. Fig.1 shows the standard hooks and bends. Bars are lapped over each other for increasing the length of bars. Minimum lap length should be equal to development length. Development length for bars in different concrete mix is given tables 4.2 to 4.4 of SP34.

Standard Hooks and Bends in Reinforcement

Fig.1: Standard Hooks and Bends in Reinforcement

The value of K in above figure depends on type of steel used which is given below:

Sl. No.
Type of steel
Min. value of K
1
Mild steel
2
2
Cold worked steel
4
The beams are classified as:

i) According to shape: Rectangular, T, L, Circular etc.

ii) According to supporting conditions: Simply supported, fixed, continuous and cantilever beams

iii) According to reinforcement: Singly reinforced and doubly reinforced

Depth of the beam is determined based on flexural strength and to satisfy the deflection criteria. Generally the ratio of span to depth ratio is kept as 10 to 15 and the depth to width ratio of rectangular be is taken in the range of 1.5 to 2.

Minimum cover in beams must be 25 mm or shall not be less than the larger diameter of bar for all steel reinforcement including links. Nominal cover specified in Table 16 and 16A of IS456-2000 should be used to satisfy the durability criteria.

Generally a beam consists of following steel reinforcements:

i) Longitudinal reinforcement at tension and compression face (Min of two 12 mm diameter bar is required to be provided in tension) in single or multiple rows are provided.

ii) Shear reinforcements in the form of vertical stirrups and or bent up longitudinal bars are provided. ( The bar bent round the tensile reinforcement and taken into the compression zone of an RCC beams are called stirrups)

iii) Side face reinforcement in the web of the beam is provided when the depth of the web in a beam exceeds 750 mm. (0.1% of the web area and shall be distributed equally on two faces at a spacing not exceeding 300 mm or web thickness whichever is less)

Arrangements of bars in a beam should confirm to the requirements of clause given in 8.1 and 8.2 of SP34. Bars of size 6,8,10,12,16,20,25,32,50 mm are available in market. Fig.2 shows different types bars used in a beam.

reinforcements-details-in-beams

Fig.2: Reinforcement details in Beams

While drawing the details of a beam following convention representation of bars are used:

Mild steel bars: clip_image001

HYSD bars: # or clip_image003

Main bars are shown by thick single line. Hanger bars are shown by medium thick lines. Stirrups are shown by dotted or thin line. Different types of stirrups used are shown in Fig.3.

details-of-beam-reinforcement

Basic principles of design for rcc building

.1. 1 Basic Principles of Design of RCC Structures By Sri. N. Krishnam Raju, Adv. A.P.H.B
2. 2 LIMIT STATES DESIGN OF R.C. STRUCTURES INTRODUCTION • Purpose Of Structural Design: The purpose of structural design is providing a safe structure complying with the user’s requirements. The design should evolve a structural solution for safety and serviceability throughout the design life, which gives the greatest overall economy for the first cost end for maintenance costs. • Limit states: Limit states are concerned with structural safety and serviceability and cover all forms of failure. A structure could be rendered unfit for use in many ways and these factors are conveniently grouped into three major categories. – Ultimate limit states: collapse of the structure due to normal or exceptional loadings or the occurrence of exceptional events like earthquake etc. – Serviceability limit states: Deflection, cracking and vibration. – Other limit states: Fatigue, Durability, Fire resistance, Lightning etc. It is often possible that a given structure is required to satisfy one or more limit states simultaneously.
3. 3 • Deflection limit: The designer must therefore ensure that though the structural element is safe and strong, the deflection is not excessive. This limit state usually controls the depth of the section. These span/effective depth ratios are to be modified depending on the amount tension steel and compression steel used in the section. If more tensions steel is used than a certain amount, the neutral axis depth increase and more concrete comes under compression causing more shrinkage and creep deflection. Further providing more tension steel would require more effective depth. The provision of the compression steel reduces the neutral axis depth and hence reduces the effective depth of the Beam. The effect of percentage of tension reinforcement and compression reinforcement are shown in table3 and table 4.
4. 4 WORKING STREE METHODS Where the limit state method cannot be adopted, working stress method may be used. Assumption for design of Members: Based on elastic theory, the following assumption shall be made.  At any cross section, plan section before bending remain plane after bending.  All tensile stresses are taken up by reinforcement and none by concrete except as otherwise permitted.  The stress strain relationship of steel and concrete, under working loads is a straight line.  The modular ratio m has the value 280/36cbc where 60bc is permissible compressive stress due to bending in concrete in N/mm2
5. 5 LIMIT STATES METHODS • The acceptable limit for the safety and serviceability requirements before failure occurs. • The aim of design is to achieve acceptable, probabilities that the structure will not become unfit for the use for it is intended. • Ensure an adequate degree of safety and serviceability • Design should be based on characteristic values for material strengths and applied loads. Term ‘characteristic loads’ means that value of load which has a 95% probability of not being exceeding during the life of structure.
6. 6 Design Values Materials – fd=f/rm fd=Design strength of materials f=characteristic strength of material rm=Partial safety factor appropriate to material and the limit state being considered. Loads Design Load Fd=F rf F=Characteristic load rf=partial safety factors to nature of loads. Partial safety factors rm - 1.5 for concrete rm - 1.15 for steel
7. 7 LIMIT STATE OF COLLAPSE Assumptions: Design of the limit state of collapse in flexure shall be based on  Plane section normal to the axis remain plane after bending.  The maximum strain in concrete at the outer most compression fibre is taken as 0.00035 in bending.  For design purpose, the compression strength of concrete in structure shall be assumed as 0.67 times the characterisistc strength. The partial safety factor rm=1.5 shall be applied in addition to this.  The tensile strength of the concrete is ignored.  Stresses in the reinforcement are derived from respective stress strain curve for the type of steel used. For design purpose partial safety factors rm= 1.15 shall be applied.
8. 8 BUILDING MAINTENANCE, COMMON DEFECTS AND REMEDIAL METHODS Maintenance plays a vital role in the execution of buildings. Very often difficult problems are encountered in the maintenance of building than in original work. • Every aspect of maintenance has to be carefully thought out in its entirety aiming at over all sound ness of structure in all the seasons of the year. Most buildings may develop cracks usually soon after construction and sometimes later. Much of the early cracking is superficial, can be easily repaired. • Several factors contribute in producing defects. Before repairs or remedies are sought, one needs to know the causes of cracking and its effects on the performance of the buildings. • Timely action in mitigating the distress phenomena through repair and rehabilitation is essential for sustaining performance of such structures. Concrete is basically meant to last for ever without any major repairs and maintenance. However deleterious agents in the environment itself often leads to premature deterioration of concrete structures. • Cracks in buildings are common occurrence. A building component develop cracks whenever stress in the component exceeds its strength.
9. 9 5. Durability can be achieved by proper maintenance. Therefore maintenance is equally important as design and construction stages. But, maintenance is always given a least importance. The importance given to planning and execution of project is missing in maintenance activities. The more efficient maintenance results in increase in life of structure and creates good image of the society. The various problems in maintenance are occurring due to inefficient design/planning and bad quality of construction. The designer shall use the best quality of materials by which reduce maintenance problems. Most of the problems in maintenance are repetitive type and directly affect the durability of structure. Some of the problem are seepage/leakage, spalling of concrete and corrosions of steel. 6. Principal causes of occurrence of cracks 1. Forces like Dead, Live, Wind, Seismic etc. 2. Foundation settlement 3. Moisture changes 4. Thermal variation 5. Chemical reaction etc 6. Poor workman ship
10. 10 Main Common Defects: 1. Foundations 2. Walls 3. Concrete/RCC Frame
11. 11 1. Foundation: a) Engineers need to know the character and magnitude of forces in order to design and construct structures. b) One has to study the system of soil below the earth surface at various levels under ground depending upon the past experience. c) Repairs to foundations are expensive. Structures should be founded as stable soils. d) Certain soil deposits wherein wetting of the soil beyond a stress level causes steep reduction in stiffness resulting from disruption of soil structure. e) Subject to rate of loading, disruption in soil structures takes place at a faster pace than the development of new structural bonds which leads to vertical deformation at locations of higher stress due to disturbance of soil structures. f) Problems associated with foundation in clay soil are well known. Swelling clays create large uplift forces on the peripheral wall during rainy season. A reverse situation may arise at region of moderate rainfall when the central region of a building founded an clay soil is prone to swelling during dry spells. a) Differential settlement due to unconsolidated fill. b) Differential settlement due to uplift of shrinkage soil, shrink and expand with changes in moisture content. Vertical and diagonal cracks are noticed in external walls. g) The problems of dampness in building requires a systematic approach to determine the causes of leakage, the source from which are likely to prove effective.
12. 12 2. Walls Walls are constructed using a variety of materials such as mud, stone, clay bricks, concrete blocks, Fal-G Bricks etc. Common burnt clay bricks as per IS 1075-1951, Bricks shall be hand or machine molded classifying Class1, Class2 Bricks maintaining characteristics like water absorption to 20% and Efflorescence slight. 1. Although the walls are built of reasonably non- porous bricks, the mortar itself is relatively porous and so rain water penetrate into to the mortar and will be finally sucked up on the inside surface causing discolouration and dampness. The moisture which was absorbed by the wall tries to escape by break through plaster, which otherwise reduces the strength of materials in the wall. Porous mortar than water tight mortar for plaster is advisable. 2. Faulty joints are common cause of entry by rain so that if bricks are adequate for their purposes, pointing needs to be examined and mortar replaced. 3. Number of causes of failures of brick wall have been reported. High intensity wind causes masonry walls to collapse due to their in adequate lateral restraint. Quality of bricks workman ship. Spacing of pilasters, size of wall panels etc. Influence the lateral resistance of the walls structure. 4. Generally walls constructed with RC columns with in filled brick walls have performed better during cyclones. 5. Failures of brick masonry walls can be avoided by suitable choice of panel size which in term would depend on the tensile strength of brick and quality/workman ship. It is advisable for provide a continuous RC bond beam on top.
13. 13 6. Brick work may become cracked especially at door and window opening as a result of excessive drying shrinkage. Rich cement mortar rendering, fail because they shrink and crack. The familiar map pattern cracking is typical of drying shrinkage in renderings. 7. Cement based mortars may be attached by sulphates derived from clay bricks themselves. Some times from external sources such as sulphates bearing soils or flue gases. The attack is gradual and occurs when the brick work remain wet for long periods, which produces various forms cracking and deformation of bricks. 8. Junction of the concrete lintels and masonry walls and junction of RCC. Sun shades and walls are vulnerable places for the penetration of moisture, as these two different materials always give rise to their cracks at the junctions, water dripping on the wall surface also causes dampness. 9. Finished surface of roof should have a slope of 1 in 80. 10. Special attention should be paid to junction of roofs and parapets, outlets to drain out to rain water to be properly executed. Every 200 sft of roof areas should be provided with one outlet.
14. 14 3 Concrete and RCC items The common problems are 1. Seepage/leakage in buildings and their controlling methods: Excessive dampness in buildings is one of the major problems in recent years. If such seepage/leakage is allowed to continue unchecked, unhygienic conditions will prevail and also the building may deteriorate to the extent that ultimately it becomes uninhabitable. The source of seepage/leakage can be rain water, leakage in pipe lines condensation or ground water. Causes of seepage in building: Seepage mainly occurs from walls and roof ceiling in buildings. a) The causes of seepage/leakage through the roof are: 1. Lack of proper slope thereby causing stagnation of water. 2. Lack of proper drainage system 3. Lack of goals, coping etc. 4. Poor maintenance of pipe connection and joints. 5. Poor quality of construction. b) Causes of seepage/leakage through the wall are 1. non provision of damp proof course. 2. lack of plinth protection 3. lack of chajja, facia over openings 4. poor orientation and wind direction 5. lack of stone cladding/water proof plastering and painting.
15. 15 Seepage controlling methods: Water proffing treatment is necessary especially for areas like, water tanks, sunken slabs, roofs, terrace gardens, foundations, planters, service floors, etc., As a preventive measure in recent years a number of water proofing treatment methods are being used by making use of different water proofing materials. 1. mud phuska with proofing materials. 2. multi layer asphalt treatment. 3. brick coba treatment. 4. chemical injection treatment. 5. polymer modified bitumen based treatment 6. glass fibre tissue based treatment (7 course) 7. lime based treatment There are different water proofing methods available for pre and post construction stages of buildings. By good design/planning constructions and maintenance, the problem of seepage in buildings can be minimized.
16. 16 Spalling of concrete: This is a common problem being faced by the maintenance engineer. Spalling of concrete causes in convenience, shabby look and more affects the durability of structure. Some of the reasons for spalling of concrete are as follows: 1. Defective design. 2. Improper diameter of reinforcement bars. 3. Use of substandard materials. 4. Poor quality of construction. 5. High water cement ratio. 6. Seepage/leakage. 7. Inadequate cover to reinforcement bars. 8. Corrosion of steel. 9. Lack of water proofing treatment in areas like terrace, sunken slab, basement. 10.Lack of external treatement fro exposed concrete sufraces. 11.Environmental conditions 12.Neglected maintenance. Large number of destructive and non destructive tests are available to assess its state of concrete and techniques are also available to combat various deteriorating causes.
17. 17 For repairing such affected areas different materials like cement, polymer, epoxy materials, polymer modified bitumen are being used. Steps to be taken for repairing the affected areas as: 1. Remove all loose materials. 2. Clean the areas with compressed air. 3. Remove rust from reinforcement 4. Apply anticorrosive paint. 5. Apply cement/resin/polymer based mortar Corrosion of Steel: Corrosion of steel reinforcement in concrete structure is a common phenomenon which require utmost attention. This occurs because of inefficient design/ drafting and poor quality construction. To avoid corrosion of reinforcement, special care has to be taken regarding the following. 1. Design mix 2. Water cement ratio 3. Garding of concrete 4. Cement content. 5. Quality cement, aggregate, water 6. Covert to reinforcement. 7. Compaction, admixtures. 8. Treatment to exposed surfaces. 9. Environmental conditions. Therefore, it is suggested that the dampness which is the main cause for corrosion should be avoided by good design and quality construction to achieve dense concrete.
18. 18 Scope of Investigations/ assessment of structural damage decision of Restoration. 1. To assess the extent of structural damage to RCC elements of the building 2. To arrive at the residual strength of concrete and reinforcing steel. 3. Report covering the above aspects. 1. Debris insepction 2. Visual inspection of affected members. 3. Institution field testing. 4. Lab test 5. Damage classification of structural member. Visual: 1. Surface appearance. a. Condition of plaster/finish b. Colour c. Crazing 2. Structural condition. a. Spalling. b. Exposure and condition of main reinforcement. c. Cracks d. Distortion e. Construction joint, honey combing, delimitation
19. 19 A) Condition of plaster and finish: RC Members rendered with cement mortar which in general (1:3) may be cladded with other materials (wood/marble etc.) condition of finishs are categorized as 1) unaffected 2) peeling 3) substantial loss 4) total loss. B) Colour of concrete may change as a result of heat due to fire. C) Crazing: Development of fine cracks on surface of concrete due to sudden cooling of surface with water is termed as crazing. D) Spalling of concrete: E) Cracks F) Distortion in the form of deformation (deflection, twisting) G) Honey combing/construction joints: due to original construction defects. Delamination of concrete means that a layer of some part of concrete has separated out from the parent body but still not fallen out, Hallow surroundings etc. Remedial Measures Hammer test, Core test compressive strength estimation. Based on the severity of the damage of the structural members, different types of repairs methods are to be adopted to restore their structural integrity.
20. 20 Class-I Superficial For repair, use cement mortar trowelling using cement slurry bonding. Class-II General Minor structural repairs like restoring cover to reinforcement using cement based polymer, modified mortar polymer slurry as bonding layer and nominal light. Fabric mesh or using epoxy mortar over primary coat of epoxy primer. Class-III Principal Repair Where concrete strength is significally reduced strengthing to be carried out with shot creting. In case of slabs and beam, and Jacketing incase of columns. Bonding material shall be epoxy formulation, additional reinforcement shall be provided in accordance with load carrying requirement of member. Class-IV Major repair Demolition and recasitng.
21. 21 BUILDING MAINTENANCE, COMMON DEFECTS AND REMEDIAL METHODS 1. Generally buildings are constructed in two categories. Framed structure usually built with column and beam and with one brick thick wall and half brick walls for above two or more floor structures. 2. Especially in cyclone prone areas RCC frame with evaluation of a geometric layout consistent with functional utility and the site dimension is designed with high wind speed to mitigate any eventualities in future. 3. It has been the constant endeavor of structural Engineer to improve the concepts of analysis and design so that an economical structure is obtained with safety and serviceability. Introduction of high strength steel has helped in achieving considerable economy and reducing the cost of construction. The design of a structure presents two fold problem a) It has to be so constructed that it serves the need efficiently for which it was intended (Functional Design). b) It has to be strong enough to resist the loads and forces to which it is subjected during its service (Structural Design)
22. 22 The structural design consists of planning the frame work of the structure to meet the above needs and to carry the loads economically with a design life suited to the services in view. The important aspects in the structural design are a. to determine the loads forces which the frame work will be required to support. b. Selection of a suitable structural arrangements and materials of construction. c. Analyzing the internal stresses in the frame work. d. Proportioning the members of the frame work to resist safely and economically the internal stresses produced. A structure may be subjected to (1) Dead Loads (2) Live Loads (3) Wind Loads (4) Seismic forces. For the sake of standardization and legal binding on all question of properties and working stresses for various materials are covered by standard specifications. For the design of building in concrete, steel, masonry, basic considerabations are followed referred to : (1) I.S.Code 456-2002 – Code of practice for plain & RCC structures. (2) I.S.Code 800-1984 – Structural steel in building construction. (3) I.S.Code 875-1984 – Code of practice fro Live loads and Wind Loads. (4) I.S.Code 1893-1984- Criteria for earthquake resistant design of structures. (5) I.S.Code 4326-1976- Code of practice for Earthquack resistant design & construction of building
23. 23 (6) I.S.Code 1904-1986 – Code of practice for design and construction of foundation in slab. (7) I.S.Code 1905-1980 – Code of practice for masonary walls. (8) I.S.Code 1786 – High strength deformed bars and Fe 415 grade. (9) I.S. Code 269/8112/12269 – Code of Cement Grades (10) I.S. 9103 – Code of Practice for Super Plasticizers (11) I.S. 14687 – Formwork (12) I.S. 2502 - Assembly of Reinforcement (13) I. S. 10262 – Design of Mix (14) I.S.383 – Coarse and Fine Aggregates (15) I.S. 13920 – Ductility Detailing
24. 24 Engineers have been designing the structures primarily on strength and behavior considerations. Durability and life expiatory of a structure depends upon quality of basic materials used in the construction, such as Water, Cement aggregate and admixtures and methods of construction. The designer and builder should ensure that right type of materials are used which can withstand loads and environmental forces and other exposure conditions. There is no substitute for good concrete. BIS has also recommended availability successful use of super plasticisers in improving the workability without increasing the w/c ratio in strength of concrete. Mix Proporation - Shall be selected to ensure the workability of the fresh concrete and when concrete is hardened, it shall have the required strength, durability and surface finish. (1) Design Mix (2) Nominal Mix. Design Mix concrete is preferred to nominal Mix
25. 25 GENERAL DESIGN CONSIDERATION 1. Aim of Design - Aim of design is to provide a safe and economic structure complying to the users requirement. 2. Methods of Design- Structure and structural elements shall normally be design by Limit state method. Calculations alone do not produce safe, serviceable and durable structures. Suitable materials, quality control, adequate detailing and good supervision are equally important. 3. Durability, workmanship and materials- It is assumed that the quality of concrete, steel and other materials and of the workmanship, as verified by inspections is adequate for safety, serviceability and durability. 4. Design process- Design including design for durability, construction and use in service should be considered as a whole. The realization of design objectives requires compliance with clearly defined standards for materials, production, workmanship and also maintenance and use of structure in service.
26. 26 LOADS AND FORCES In structural design, account shall be taken of the dead, imposed and wind loads and forces such as these caused by earthquake, and effects due to shrinkage, creep temperature etc., where applicable. Dead loads shall be calculated on the basis of unit weights specified as per IS code 1911. Imposed load, wind loads and snow loads shall be assumed in accordance with IS 875 (2), (3), (4) respectively. Earthquake forces shall be calculated in accordance with IS 1893. Shrinkage, creep and temperature effects shall be considered as per IS code 875 part (5). Analysis – All structures may be analysed by the linear elastic theory to calculate internal actions produced by design loads. In liew of rigorous elastic analysis simplified analysis as given in 22.4 & 22.5 of IS 456 may be adopted. With the aid of computers using STAAD PRO evaluation of analysis and design of members has become simple. Structural Frames- Simplyfying assumption may be used in the analysis of frames. a. Consideration may be limited to combinations of 1. Design dead load on all spans with full design imposed load on two adjacent spans and 2. Design dead load on all spans with full design imposed load on alternate span
27. 27 b. When design imposed load does not exceed three fourth of the design load, the load arrangement may be design dead load and design imposed load on all the spans. Substitute Frame- For determining the moments and shears at any floor or roof level due to gravity loads, the beams at that level together with columns above and below with their far ends fixed may be considered to constitute the frame. Where side sway consideration become critical due to unsymmetrical in geometry or loading, rigorous analysis may be required. For lateral loads, simplified methods may be used to obtain the moments and shears for structures that are symmetrical. For unsymmetrical or very tall structures, more rigorous method shall be used. Behavior of concrete structures Earth quakes cause not only large lateral forces on structures but also large lateral In addition to structure is also subjected to load due to violent ground shaking . The basic principle of earthquake resistant design is to ensure ductility of the structure so that it can absorb large deformations by an earthquake without significant damage the ductility or concrete structures can be ensured by proper ductility the reinforcement as per the codes of practice IS 13920
28. 28 Quantitatively the base shear force on a single storyed structure is given by F=a/g x w a=Ground acceleration g=acceleration due to gravity w=weight of structure. Multistoried- structures with cellard may service earthquakes better than those on shallow isolated footings Foundation- Apart from structural system, the various types of foundations to be adopted based on the soil characteristics are discussed. Code of practice IS 1904 -1986 shall be followed for design of size of foundations. 1. Strip foundation. 2. Isolated footing with constant thickness 3. Isolated footing with variable depth. 4. Raft foundation.
29. 29 The Depth of Foundation The depth of foundation is measured from the ground level to the bottom surface of the lean cement. The depth of the foundation should be taken so as to avoid any damage to the foundation concrete and to protect the soil below the foundation and also depends on to nature of soil. Design of deep foundation- A deep foundation is one which derives its main strength and stability from the properly of the depth of foundation and it is classified into 1. Pile foundation- IS 2911. Cast in site/pre cast piles 2. Well foundation Strip foundations:- Where the width of foundation required exceeds to width of spreak of load at to level of the foundation transverse reinforcement will be necessary and ship foundation of suitable design shall be adopted. 3. Combined footings- Sometimes columns are closely spaced because of high loading, constraints and considerations in building. At times even if the columns are reasonably well spaced the bearing capacity of the soil may be lower and will not allow separate footing to each of the columns. Practical considerations and economic consideration may force a combined footing for two or more columns even though that the design of combined footing is normally discussed for two columns, it is applicable to multiple columns. When a footing is designed for a row of columns, it can be considered as a combined strip footing and designed as a
30. 30 as a continuous beam. Similarly a footing designed for a set of columns is usually called a raft or foundation. The section given under present design of footing for two columns. Typical footing are shown hire. 4. Design of Raft Foundation A raft foundation is basically a shallow foundation in which the load on the foundation is function of orthogonal directions. It is a plot type of structure, spread over a large area and supporting a number of column or the entire superstructure a single unit. The bending moments on the footing and to soil pressure distribution are functions of the two directions. A raft foundation is also called as make or spread foundation. Such foundations are used when the columns of a structure are closely spaced, or the load on the columns are large and they are usually provided for multistoried buildings, over head tanks etc. A raft foundation might become unavoidable in submerged structures is some multistoried structures where basements is to be provided and in retaining walls the mat or raft foundation is designed flat slab. Example – Design of rectangular raft foundation. Columns spread @ 6 m a part in two perpendicular direction. Load from each column on the foundation = 2880 KN Size of column=500 mm/500 mm Height of column above foundation = 5 met
31. 31 Soil in silty clay with S.B.C = 90 KN/m2 M25 grade concrete, HYSD bars Net bearing capacity of soil Pa= 90 KN/m2 Design of foundation 1. Assume the average thickness of the raft approx. 0.60 mr for the purpose of calending the self using slabs. 2. The difference in the weight of concrete slab and the soil can be assumed as 10 KN/m3 3. The gross load on the foundation per panel size consists of the load from the one column + weight of slab + weight of soil over burden. 4. Since the net bearing capacity is given, only the net load on the soil need to be computed for the purpose of bearing pressure. Bearing area available per panel 6(6) = 36 m2 Load from each column = 2880 KN Difference in to weight of slabs and soil is asumed as = 6(6)(0.6)(10)= 218 KN Total net load on pannel =2880 + 218 =3098 KN. Net bearing pressure on soil, P = 3098/36 = 86.06 KN/m2 < 96KN/m2 Hence safe.
32. 32 Footings:- Footings shall be designed to sustain the applied loads moments and forces and the induced reactions and to ensure that any settlement which may occur shall be as nearly uniform as possible, and the safe bearing capacity of the soil is not exceeded. (See IS code 1904) Is slopes or stepped footing the effective cross section in compression shall be limited by the area above the neutral plane, and the angle of slope or depth and location or steps shall be such that the design requirements are satisfied at every section. Sloped and stepped footings that are designed as a unit shall be constructed to assure action as a unit. In reinforced and plain concrete footing thickness at edge shall be not less than 150 mm for footing on soils nor less than 300 mm above the tops of piles for footings on piles. Moments and forces- In the case of footing on piles, computation for moments and shears may be based on the assumption that the reaction from any pile is concentrated at the centre of pile. For the purpose of computing stresses in footings which support a round or octagonal concrete column or pedestal, the face of the column or pedestal shall be taken as the side of a square inscribed within the perimeter of the round, octagonal column or pedestal. Bending manent at any section shall be determined by passing through the section a vertical plane which extends completely across the footing, and computing and moments of the forces acting over the entire area of the footing on one side of the said plane.
33. 33 Shear and Bond- Shear strength of footing is governed by the a. The footing acting essentially as a wide beam, with a potential diagonal crack extending in a plane across the entire width, the critical section for this condition shall be assumed as a vertical section located from the face of column, pedestal at a distance equal to the effective depth of footing for footings on piles. b. Two-way action of the footing, with potential diagonal cracking along the surface of truncated cone or pyramid around the concentrated load. In this case, the footing shall be designed for shear in accordance with the critical section for shear at a distance d/2 from the periphary of the column. Example:SBC of soil = 25 T/M2 Max load = 200 Ton=P Size of footing 200/25 = √8 = 2.82X2.82 meters Size of column pedastal 60cm x 60 cm P=200/2,82x2.82 =25.15 T/M2 Mt=25.12 x 2.82 x 1.112 /2x100 = 4369 tones Mu=4369 tonnes= 0.87 fy Ast d(1-(Astxfy/ bdfck) Fy = Characteristic strength of reinforcement d = eff. Depth Ast = area of tension reinforcement Fck = Characteristic strength of concrete b = width of compression face Mu = Moment of resistance of section
34. 34 Compression members - Column is a compression member, the effective length of which exceeds three times least lateral dimention. A compression member may be considered as short when the slenderness ratio lex/d and ley/b are less than 12. lex = effective length in respect of major axis. D = depth in respect of major axis ley = effective length in respect of minor axis b = width of member Minimum eccentricity- All columns shall be designed for minimum eccentricity = unsupported length of column/500 + lateral dimention/30 subject to minimum of 20mm.
35. 35 Short axially load members in compression:- The member shall be designed by considering the assumption when the minimum eccentricity does not exceed 0.05 times the lateral dimension, the members may be designed by the following equation. P = 0.4 fck AC + 0.67 fy Asc P – Axial load on the member. fck = Characteristic strength of compressive strength of concrete. Ac = Area of concrete. fy = Characteristic strength of compression reinforcement. Asc = Area of longitudinal steel for columns. For design purposes, the compressive strengths of concrete in the structure shall be assumed as 0.67 times the characteristic strength
36. 36 Members subjected to combined Axial load and unaxial bending using sp16 Design axials for reinforced concrete to IS456. Members subjected to combined axial load and Biaxial Bending. The resistance of a member subjected to axial force and Biaxial bending shall be obtained on the basis of equilibrium and minimum eccentricity with the neutral axis so chosen as to satisfy the equilibrium of load and moments about two axes. As suggested by ‘Bresler’ such members may be designed by the following equation. ( Mux) αn + (Muy) αn < 1.0 Mux1 Muy1 Mux, Muy = Manent about X and Y axes due to design loads. Mux1, Muy1= Max Uniaxial manent capacity for axial load of Pu, bending about x and y axes respectively. αn = related to Pu/Pu2 Puz = 0.45 fck Ac + 0.75 fy Asc αn = = Pu = 0.4fck Ac + 0.67 fy Asc Pu2 0.45 fck Ac + 075 fy Asc
37. 37 Minimum requirements in column:- The cross sectional area of longitudinal reinforcement shall be not less than 0.8% not more than 6% of gross sectional area of column. Max percentage of steel may be limited to 4% to avoid problems. Minimum percentage of steel shall be based upon the area of concrete required to resist the direct stress and not upon the actual area. Minimum number of longitudinal bars in column shall be four in rectangular and six in circular columns. Bar dia shall not be less than 12mm. RCc column having helical reinforcement shall have at least six bars of longitudinal reinforcement. Spacing of longitudinal bars measured along the periphery of the column shall not be exceed 300mm. In case of pedastals in which longitudinal reinforcement is not taken in account in strength calculation, nominal longitudinal reinforcement not less than 0.15% of the cross sectional area shall be provided. Pedastal is a compression member, the effective length of which does not exceed three times the least lateral dimension.
38. 38 Transverse reinforcement:- A reinforced concrete compression member shall have transverse or helical reinforcement so disposed that every longitudinal bar nearest to compression face has effective lateral support against buckling. Beams:- Rectangular, T beam & L Beam. Effective depth of a beam is the distance between the centroid of the area of tension reinforcement and the max. compression Fibre. T-Beams and L-Beams:- A slab which is assumed to act as a compression flange of a T beam or L beam shall satisfy the. (a) The slab shall be cast integrally with the web or the web and the slab shall be effectively bonded together in any other manner and (b) of the main steel of the slab is parallel to the beam, transverse steel shall be provided which shall not be less than 60% of the main reinforcement at mid span of the slab. Effective width of flange:- The effective width of flange shall be (a) For T-Beams = bf = 1o + bw + 6 dt 6 (b) For L-Beams = bf = 1o + bw + 3dt. 12
39. 39 Bf = Effective width of flange 1o = distance between points of zero moments in Beam. bw = breadth of web Dt = Thickness of flange. b = actual width of flange. Note:- for continuous beams & Frames ’1o’ may be assumed as 0.7 times the effective span. Deflection of structure to be limited to span / 250. The vertical deflection limits may generally be assumed (a) Span to effective depth ratios for span upto 10 meters. Cantilever -- 7 Simply supported -- 20 Continuous -- 26 Slenderness limits for beams to ensure lateral stability:- A simply supported or continuous beam shall be so proportioned that the clear distance between the lateral restrictions does not exceed 60b or 250b2 d whichever is less, d is effective depth of beam and b is breadth of compression face.
40. 40 For cantilever, the clear distance from the area free end of the cantilever to the lateral restaurant shall not exceed 25b or 100b2 whichever is less. d Beams – Tension Reinforcement:- (a) Minimum area of tension reinforcement shall not be less than that. As 0.85 bd fy As = Minimum area of tension reinforcement. b = breadth of beam or breadth of web of T-Beam. d = effective depth. fy = characteristic strength of reinforcementin N/mm2. (b) Max. reinforcement:- Max are of tension reinforcement shall not exceed 0.04bd. Compression reinforcement:- The Max. area of compression reinforcement shall not exceed 0.04 bd. Compression reinforcement in beam shall be enclosed by stirrup for effective lateral restraint.
41. 41 Side face reinforcement:- Where the depth of web in a beam exceeds 750mm side face reinforcement shall be provided along the two faces. The total area of such reinforcement shall not be less than 0/1% of the web area and shall be distributed equally on two faces at a spacing not exceeding 300mm or web thickness whichever is less. Transverse reinforcement:- The transverse reinforcement in beams shall be taken around the outer most tension and compression bars. In T-beam & L-T Beam, such reinforcement shall pass around longitudinal bars located close to the outer face of the flange. Max. spacing of shear reinforcement:- The max. spacing of shear reinforcement measured along the axis of the member shall not exceed 0.75d for vertical stirrup and d for inclined stirrup at 450, where d is effective depth of the section. In no case shall the spacing exceed 300mm. Minimum shear reinforcement in the form of stirrup shall be provided such that. Asv > 0.4 bsv 0.87fy
42. 42 Where Asv = Total cross sectional area of stirrup legs effective in shear. Sv = Stirrup spacing along the length of member bs = breedth of beam or breedth of web of flanged beam. fy = characterstic strength of stirrup reinforcement in N/mm2 which shall not greater than 415N/mm2. When a member is designed for torsion, torsion reinforcement shall be provided. Reinforcement in flanges of T&L beams shall satisfy the requirements where flanges are in a tension, a part of the main tension reinforcement shall be distributed over the effective flange width or a width equal to one tenth of the span whichever is smaller. If the effective flange width exceeds one tenth of span, nominal longitudinal reinforcement shall be provided in the outer portions of the flange. Slab:- For design of slabs Annex-D of IS code 456 may be adopted. Development of stress in Reinforcement:- The calculated tension or compression in any bar at any section shall be developed on each side of the section by an appropriate development length or end anchorage or by a combination there of. Development length Ld = φσs/ 4τbd
43. 43 R.C Slabs Solid Slabs:- 1. When the ratio of length to width of slab > 2, most of the load is carried by shorter span, called as one way slab. 2. When the ratio of ly/lx < 2, slab is called as two way slab. Here the load is carried in two directions, however more load is carried by shorter to longer span. Effective Span of Slab: For simply supported = clear span + effective depth For fixed slab = Clear span. As per IS code 456-2000:- 1. For slab span in two directions the shorter of the two span should be used for calculating span to effective depth ratios. 2.For two way slabs of shorter span (upto 3.5 mtrs), the span to over all depth ratiod given below may be assumed to satisfy vertical deflection limits for loading class up to 3 KN/m2. Simply supported slabs = 28 Continues slab = 32 ( for HYSD bars of Fe 415 grade)
44. 44 Slab spanning in two directions at Right Angles:- Slabs spanning in two directions at right angles and carrying U.D.L may be designed by using coefficients. The maximum BM per unit width is a slab by Mx = α x X w X Lx2 My = α y X W X Lx2 Where α x and α y are coeffeclient based on edge conditions. W = Total design load per unit area. Mx , My = Moment on strips on unit width spanning Lx, Lly respectively. Lx, Ly shorter and longer span lengths. Minimum Steel:- To minimize the shrinkage and temperature effects and consequent cracking , minimum reinforcement in the slabs should be 0.12 % of gross area of the section for HySD bars. Maximum Steel:- Limited to 4% of the cross section. Diametere of the bar not more than 1/8 of thickness of slab Spacing of main reinforcement:-Should not be more than two times thickness of slab.
45. 45 Minimum cover to Steel:-15mm or dia of bar. Design of sheer :- Sheer stress is not normally critical in slabs, however to ensure that nominal sheer stress is not less than the allowable sheer stress. Allowable sheer stress in slabs τ cs = Ks X τ c Ks = Modified sheer stress. Normal sheer stress = τ v = V/bd V = Sheer force per unit width. B = unit width. Effective slab depth d = V/b X τ c
46. 46 RCC BUILDING ELEMENTS BY N.KRISHNAM RAJU ADVISOR TO APHB
47. 47 Structural Planning:- In case of framed structures, 1.The most important aspect of structural planning is the arrangement of columns and beam. The size of column, beams and slabs depend upon the spacing and arrangement of the frame. 2. For taller building cross bracing either with RCC wall or bracing girder is essential. Preliminary design of RCC frame a. For fixing up tentative sizes of the member of frame. Detailed design of RCC frame 1. Fix sizes of slabs, beams and columns on the above basis 2. Calculate column loads etc various floor levels 3. Analyse the RCC frame to arrive the sizes of members
48. 48 RCC Elements Foundation: Footing:- Footing shall be designed to sustain the applied loads, moments and forces and to ensure that the safe bearing capacity of soil is not exceeded. Column:- Column is a compression member usually subjected to combined axial compression and bending
49. 49 3. Beams:- A horizontal bracing member connecting the columns to take care of load and moments 4. Slabs:- RCC slabs are most commonly used in floor and roofs of building. Thickness is small compared will the other dimensions. Steel is compared will the other dimensions. Steel is provided to minimize shrinkage, temperature effects and cracking. 5. Stair case:- To provide access between various floors.
50. 50 6.Shear walls: RC walls designed to take care of lateral forces and stability. 7 Choice of Mix:- Based on the number of floors and flexural stresses for beam, slabs, and footing, predominant stresses in compression for column members. 8.Assembly of reinforcement a) Reinforcement shall be bent and fixed in accordance once IS 2502. b) Barbending schedule for reinforcement wall 9.Expansion joints:- To allow variation is temperature, expansion joints in frames are essential normal @ 45 meters length and shape of building. 10.Construction Joints:- To comply with IS 11817. To provide at accessible locations.
51. 51 Concepts Introduction:- The important characteristics of soil one should know in the design of RCC foundation 1. Type of Soil 2. Bearing capacity 3. Settlement at different pressures 4. Water Table 5. Friction angle. a. Soils:- conforming ( to IS 1498) Clay: A plastic stage moderate to wide , range of water content. Silt: a fine grained soil will little or plasticity. Sand& gravel: cohesionless aggregates of rounded, angular, flaky.. b. Bearing capacity of the soil is governed by its shearing resistance. If stress due to shear exceeds what the soil can bear, failure occurs. c. SBC of soil to be ensured based on the soils in the location duly conducting soil exploration and necessary lab tests. d. Foundation:- That part of the structure which is in direct contact and transmitting loads to the ground.
52. 52 Raft Foundation:- A foundation continues in two direction. Covering an area equal to or greater than the base area of a building. Strip Foundation:- A foundation providing a continues longitudinal bearing. Wide strip foundation:- A continues foundation providing a continues bearing of such width that transverse reinforcement is necessary. Foundation Beam:- A beam in a foundation transmitting a load to pile/slab or other foundation
53. 53 General considerations for design conforming to IS 1904 1. Loads on Foundation: a Dead load + Live Load b Dead Load + Live Load + W L + E Q F 2. Depth of foundation: The depth to which foundation should be carried depends upon the principal features. a. Adequate bearing capacity b. In case of clayey soils penetration where shrinkage and swelling due to seasonal weather changes are likely to cause appreciable movement. c. In fine sand and silts, penetration below the zone in which trouble may be expected from frost. All foundation shall extend to a depth of at least 80 cm below natural ground level.
54. 54 Type of Foundation a. Spread foundations b. Strip Foundation c. Steel grillage foundation d. Raft Foundation e. Pier foundation f. Pile Foundation Selection of type of foundation:- As per site conditions and soil met with and safe bearing capacity of soil.
55. 55 a.Spread Foundation: The area of the footing which has the largest percentage of live load to total load should be determined. By total load/allowable soil pressure b.Strip Foundation: Where the width of foundation required exceeds the width of spread of load at the level of foundation transverse reinforcement is necessary and ship foundations of suitable design shall be adopted. c.Steel crollage foundation: In designing grillage a method that assures of flexibility in both the base plate of the column and the reload steel beams may be used. d.Raft Foundations: Are used where the bearing power of the soil is so low. A raft shall be so shaped and proportioned that the centre of area of the ground bearing shall be vertically under the centre of gravity of the imposed load. The soil usually a raft shall be protected from alternate shrinking and swelling due to moisture changes e.Pile foundation: The principal uses of piles is to transit loads taro soft or unstable surface soils to harder soils.
56. 56 General design consideration No pile shall be loss then 30 cm in diameter Piles shall be spaced sufficiently far apart to ensure that zones of sois surrounding them, do not over lap, spacing of piles shall be not less than 100 cm. The edge of caps shall extend at least 15cm beyond edge of pile. The caps will not be less the 60 cm thick Piles and pile caps shall be designed for all column loads.
57. 57 5.Reinforcement of to pile shall be carried into cap and anchored into it just as the reinforcement of column is anchored to develop full tension value .top of all piles shall be embedded in caps not less than 7.5 cm. Multi storied buildings and important aspects. 1.Types of construction 1. Load bearing construction (upto 2 to 3 floors) 2. Composite construction (upto 5 to 6 floors) 3. Reinforcement concrete framed construction (any floor) 4. Steel framed construction (for economy of space and quicker program of construction)
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62. 62 BUILDING CONSTRUCTION IN STAGES A Building is a structure having various component like foundation, walls, columns, Floors, roof, doors, windows, ventilators, stairs, lifts, surfaces, finishes etc. In general, every structure consists of 1 Foundation 2 Super structure Specifications 1.Earth Work: 1. Excavation of foundations 2. Filling in foundation 3. Filling in Basement 4. Pile foundation
63. 63 2 Concrete 3 Steel Reinforcement 4 Brick Masonry 5 Stone Masonry 6 Flooring 7 Roofing and ceiling 8 Plastering, painting etc 9 Wood work 10 Painting & varnishing Construction Stages 1.BC1 a Site examination b Soil exploration c Marking & set out d Earth work excavation e Antitermite treatment f Mortars and Masonry g Brick work and stone masonry
64. 64 2 BC2 a Damp proof and work proofing b Timber and plywood c Word work d Steel work e Roof and Roof coverings f Stairs, Lifts & Elevators 3 BC3 a Assembly of Reinforcement (As per IS 2502) b Cutting, Tying and placing on reinforcement c Plastering & External rendering d Flooring e Painting & Polishing 4 BC4 Structural Concrete a Materials b Grade of concrete c Proportioning of concrete d Admixtures e Equipment f Mixing of concrete
65. 65 g Transport and placing of concrete h Compaction of concrete I Construction Joints j Finishing BC5 Building Services a Formation of roads b Plumbing services c Electrical Services d HVAC Services e Acoustics f Installation of Lifts & Escalavations g Fire Safety Measures (IS 1641 to IS 1646)
66. 66 CONSTRUCTION STAGES 1 EXCAVATION OF FOUDNATION 2 FILLING IN FOUNDATIONS 3 FILLING IN BASEMENT 4 PLAIN CEMENT CONCRETE PCC FOR FOUNDATION 5 FORM WORK (CONFORMING TO IS 14687) 6 REINFORCEMENT 7 WATER 8 PLACING OF CONCRETE COMPACTION SLUMP TEST 9 MASONARY (CRS) 10 BRICK WORK 11 PLASTERING 12 SUMMARY
67. 67 CONSTRUCTION PRACTICES • Placing of concrete (As per clause No. 13.2 of IS 456/2000) 1. Design mix to be obtained. 2. The concrete to be deposited as nearly as practicable in its final position. 3. Avoid lengthy handling and segregation of mix. 4. The concrete shall be placed and compacted before initial setting of concrete. 5. Avoid segregation or displacement of reinforcement form work.
68. 68 CONSTRUCTION PRACTICES • Compaction (As per clause No. 13.2 of IS.456/2000) 1. Concrete to be compacted with pan vibrators for slabs and pin vibrators for beams/columns
69. 69 CONSTRUCTION PRACTICES • Slump Test (As per clause No. 13.2 of IS 456/2000) 1. For concreting of lightly reinforced sections, mass concreting with very low and low degree of workability, the slump is to be between 25 to 75 mm. 2. For concreting with heavily reinforced sections with medium degree of workability the slump is to be between 50 to 100 or 75 to 100 as directed by Engineer-in-charge.
70. 70 CONSTRUCTION PRACTICES • Stone masonary 1. Coursed rubble stone masonry 1. The face stones shall be squared on all joints with beds horizontal. 2. They shall be set in regular courses of uniform thickness fom bottom to top throughout. 3. No face stone shall be less width in plan than 150 mm for walls of 400 mm thick 200 mm for walls of 450 mm thick and 250 mm for walls of 600 mm thick and above. 4. The face stones shall be laid headers and stretchers alternatively so as to break joints. 5. The stones shall be solidly bedded, set in full mortar with joints not exceeding 12mm and extend back into the hearting. 6. The height of the stone shall not exceed breadth at face nor the length inwards. 2. Through stones and Headers 1. In all the works upto a width of 600mm, bond stones running though the wall to be provided at an intervals of 2 m in each course. 2. For walls thicker than 600mm, a line of headers each headers each header overlapping by 150mm minimum shall be provided from front to back at 2 m intervals in each course. 3. The position of the stones shall be marked on both the faces.
71. 71 CONSTRUCTION PRACTICES • Brick work 1. The thickness of joints in case of masonry with first class brigcks shall not be more than 10mm. 2. In case of masonry with second class bricks joints shall not be more than 12 mm. 3. The bricks shall be thoroughly soaked in clean water. 4. The cessation of bubbles when the bricks are immersed in water is an indication of thorough soaking of bricks. 5. The bricks shall be laid with joints full of mortar. 6. The face joints shall be racked by jacking tool when the mortar is green. 7. The wall construction shall be taken up truly plumb. 8. All courses shall be laid truly horizontal. 9. All vertical joints shall be truly vertical. 10.The thickness of brick course shall be kept uniform and with their frogs kept upward.
72. 72 CONSTRUCTION PRACTICES • Plastering 1. Water the brick wall before start of plastering. 2. Chicken mesh at joints of brick wall and R.C.C member to be provided. 3. Dry mixing of cement and sand is to be done on impervious platform. 4. Holes provided for scaffolding are to be closed along with plastering. 5. Level marking must be done in advance form time to time. 6. Chip off concrete surface before starting plastering. 7. Gaps around door window frames to be filled. 8. Base coat of plaster to be checked before application of finishing coat.
73. 73 SUMMARY OF QUALITY CHECKS TO BE DONE ON BULLDINGS WORKS. • Bearing capacity of soil to be checked in advance. • Material to be approved in advance. • Quality of materials to be checked periodically. • Steel to be obtained from main manufacturers only. • Size of footings, pedestals, columns, beams are to be checked. • Design mixes to be obtained in advance. • Cover to the reinforcement as per structural requirement to be checked. • Thickness of plastering to wall be checked. • Proportion, workability and vibration of CC mix and cement mortar proportion be checked. • Cube samples be collected for testing in lab.