ACI Codes for Building Construction

ACI 104-71	Preparation of Notation for Concrete
ACI 116R-00	Cement and Concrete Terminology
ACI 117-90)	Standard Specifications for Tolerances for
	Concrete Construction and Materials (ACI 117-90)
ACI 117R-90	Commentary on Standard Specifications for Tolerances
	for Concrete Construction and Materials
ACI 121R-98	Quality Management System for Concrete Construction
ACI 209R-92	Prediction of Creep, Shrinkage, and Temperature Effects
	in Concrete Structures
ACI 210R-93	Erosion of Concrete in Hydraulic Structures
ACI 213R-87	Guide for Structural Lightweight
	Aggregate Concrete
ACI 214-77	Recommended Practice for Evaluation of Strength
	Test Results of Concrete (ACI 214-77)*
ACI 215R-74	Considerations for Design of Concrete Structures
	Subjected to Fatigue Loading
ACI 216_89	Guide for Determining the Fire ’
	Endurance of Concrete Elements
ACI 221R-96	Guide for Use of Normal Weight and
	Heavyweight Aggregates in Concrete
ACI 222R-96	Corrosion of Metals in Concrete
ACI 223-98	Standard Practice for the Use of Shrinkage-
	Compensating Concrete
ACI 224R-90	Control of Cracking in Concrete Structures
ACI 225R-99	Guide to the Selection and Use of Hydraulic Cements
ACI 229R-99	Controlled Low-Strength Materials
ACI 233R-95	Ground Granulated Blast-Furnace Slag as a
	Cementitious Constituent in Concrete
ACI 234R-96	Guide for the Use of Silica Fume in Concrete*
ACI 301-99	Specifications for Structural Concrete
ACI 301M-99	Specifications for Structural Concrete
ACI 303R-91	Guide to Cast-In-Place Architectural
	Concrete Practice
ACI 304R-00	Guide for Measuring, Mixing, Transporting,
	and Placing Concrete
ACI 305R-99	Hot Weather Concreting
ACI 306R-88	Cold Weather Concreting
ACI 307-98	Design and Construction of Reinforced Concrete
	Chimneys (ACI 307-98)
ACI 307R-98	Commentary on Design and Construction of
	Reinforced Concrete Chimneys (ACI 307-98)
ACI 308-92	Standard Practice for Curing Concrete (ACI
	308-92)(Reapproved 1997)
ACI 309R-96	Guide for Consolidation of Concrete
ACI 313-97	Standard Practice for Design and Construction of Concrete Silos
	and Stacking Tubes for Storing Granular Materials (ACI 313-97)
ACI 313R-97	Commentary on Standard Practice for Design and Construction
	of Concrete Silos and Stacking Tubes for Storing Granular
	Materials (ACI 313-97)
ACI 315-99	Details and Detailing of Concrete Reinforcement
ACI 315R-94	Manual of Engineering and Placing
	Drawings for Reinforced Concrete
	Structures (ACI 315R-94)
ACI 318-99	BUILDING CODE REQUIREMENTS FOR
	STRUCTURAL CONCRETE (ACI 318-99) AND
	COMMENTARY (ACI 318R-99)
ACI 318M-99	BUILDING CODE REQUIREMENTS FOR
	STRUCTURAL CONCRETE (ACI 318M-99)
	AND COMMENTARY (ACI 318RM-99)
ACI318-02	BUILDING CODE REQUIREMENTS FOR
	STRUCTURAL CONCRETE (ACI 318-02) AND
	COMMENTARY (ACI 318R-02)
ACI 330R-92	Guide for Design and Construction of Concrete Parking Lots
ACI 332R-84	Guide to Residential Cast-in-Place Concrete Construction
ACI 343R-95	Analysis and Design of Reinforced
	Concrete Bridge Structures
ACI 345R-91	GUIDE FOR CONCRETE HIGHWAY BRIDGE DECK
	CONSTRUCTION
ACI 346-90	Standard Specification for Cast-in-Place Nonreinforced Concrete
	Pipe (ACI 346-90) (Reapproved 1997)
ACI 346R-90	Recommendations for Cast-in-Place
	Nonreinforced Concrete Pipe (Reapproved 1997)
ACI 347R-94	Guide to Formwork for Concrete
ACI 349-97	Code Requirements for Nuclear Safety Related
	Concrete Structures (ACI 349-97)
ACI 349R-97	Commen t ary on Code Requirements for Nuclear Safety Rel a ted
	Concrete St ructures (ACI 349-97)
ACI 350R-89	Environmental Engineering Concrete Structures
ACI 352R-91	RECOMMENDATIONS FOR DESIGN OF
	BEAM-COLUMN JOINTS IN MONOLITHIC
	REINFORCED CONCRETE STRUCTURES
ACI 357R-84	Guide for the Design and Construction of
	Fixed Offshore Concrete Structures
ACI 359-92	Code for Concrete Reactor Vessels
	and Containments (ACI 359-92)
ACI 360R-92	Design of Slabs on Grade
ACI 363R-92	State-of-the-Art Report on High-Strength Concrete
ACI 371R-98	Guide for the Analysis, Design, and Construction of
	Concrete-Pedestal Water Towers
ACI 372R-00	Design and Construction of Circular Wire- and Strand-
	Wrapped Prestressed-Concrete Structures
ACI 373R-97	Design and Construction of Circular
	Prestressed Concrete Structures with
	Circumferential Tendons
ACI 435R-95	Control of Deflection in Concrete Structures
ACI 437R-91	Strength Evaluation of
	Existing Concrete Buildings
ACI 440R-96	State-of-the-Art Report on Fiber Reinforced Plastic (FRP)
	Reinforcement for Concrete Structures
ACI 441R-96	High-Strength Concrete Columns:
	State of the Art
445R_99	RECENT APPROACHES TO SHEAR DESIGN OF STRUCTURAL CONCRETE
ACI 503R-93	USE OF EPOXY COMPOUNDS WITH CONCRETE
ACI 504R-90	Guide to Sealing Joints in Concrete strucutres
ACI 506R-90	Guide to Shotcrete
ACI 524R-93	Guide to Portland Cement Plastering
ACI 530-99	BUILDING CODE REQUIREMENT FOR MASONRY DESIGN
ACI 530R-99	COMMENTRY ON BUILDING CODE REQUIREMENT FOR MASONRY DESIGN
ACI 533R-93	Guide for Precast Concrete Wall Panels
ACI 543R-00	Design, Manufacture, and Installation Concrete Piles
ACI 546R-96	Concrete Repair Guide
ACI 547R-79	Refractory Concrete: Abstract of State-of-the-Art Report
ACI 549R-97	State-of-the-Art Report on Ferrocement
ACI 550R-96	Design Recommendations for Precast Concrete Structures
ACI 551 R-92	TILT-UP CONCRETE STRUCTURES
ACI 124.1 R-92	BAHA’I HOUSE OF WORSHIP
ACI 124.2R-94	THE MERCER MILE BUILDINGS
ACI 126.3R-99	Guide to Recommended Format for Concrete in
	Materials Property Database
ACI 201.1 R-92	Guide for Making a Condition Survey (Reapproved 1997)
ACI 201.2R-92	Guide to Durable Concrete
ACI 207.1R-96	Mass Concrete
ACI 207.2R-95	Effect of Restraint, Volume Change, and Reinforcement on
	Cracking of Mass Concrete
ACI 207.3R-94	Practices for Evaluation of Concrete in Existing Massive Structures
	for Service Conditions
ACI 207.4R-93	Cooling and Insulating Systems for Mass Concrete
ACI 207.5R-99	Roller-Compacted Mass Concrete
ACI 210.1 R-94	Compendium of Case Histories on Repair of
	Erosion-Damaged Concrete in Hydraulic Structures
ACI 211.1-91)	Standard Practice for Selecting Proportions for Normal
	Heavyweight, and Mass Concrete (ACI 211.1-91) Reapproved 1997
ACI 211.2-98	Standard Practice for Selecting Proportions for
	Structural Lightweight Concrete (ACI 211.2-98)
ACI 211.3R-97	Guide for Selecting Proportions for No-Slump Concrete
ACI 211.4R-93	Guide for Selecting Proportions for High-Strength Concrete with
	Portland Cement and Fly Ash
ACI 211.5R-96	Guide for Submittal of Concrete Proportions
ACI 212.3R-91	Chemical Admixtures for Concrete
ACI 212.4R-93	Guide for the Use of High-Range Water-Reducing Admixtures
	(Superplasticizers) in Concrete
ACI 214.3R-88	Simplified Version of the Recommended Practice for
	Evaluation of Strength Test Results of Concrete
ACI 216.1-97 /	Standard Method for Determining Fire
TMS 0216.1-97	Resistance of Concrete and Masonry
	Construction Assemblies
ACI 221.1R-98	State-of-the-Art Report on Alkali-Aggregate Reactivity
ACI 222.1-96	Provisional Standard Test Method for Water-Soluble Chloride
	Available for Corrosion of Embedded Steel in Mortar and Concrete
	Using the Soxhlet Extractor
ACI 224.1R-93	Causes, Evaluation and Repair of Cracks in Concrete Structures
ACI 224.2R-92	Cracking of Concrete Members in Direct Tension
ACI 224.3R-95	Joints in Concrete Construction
ACI 228.1R-95	In-Place Methods to Estimate Concrete Strength
ACI 228.2R-98	Nondestructive Test Methods for Evaluation of
	Concrete in Structures
ACI 230.1R-90	State-of-the-Art Report on Soil Cement
ACI 232.2R-96	Use of Fly Ash in Concrete
ACI 302.1R-96	Guide for Concrete Floor and Slab Construction

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Auto CAD 2012

Design and shape the world around you with AutoCAD® software, one of the world’s leading 2D and 3D CAD design software tools. Maximize productivity by using powerful tools for design aggregation and documentation, connecting and streamlining your design and documentation workflows. When you use AutoCAD as part of the AutoCAD® Design Suite, you will get all the benefits of AutoCAD 2013, plus additional software to create, capture, connect, and showcase your designs with impact.

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Orion 15

Orion - Structural concrete building design software

Join thousands of engineers worldwide and benefit from Orion 

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dam breach condition and downstream inundation

Introduction

This document provides an overview of consequence classification for dams in British
Columbia. It outlines a rough method for assessing consequence and some key concepts
that require consideration in assessing consequence. If the method provides a clearly
defined consequence classification then a consequence classification can be assigned. If
the results are uncertain, use of the higher possible consequence classification is
appropriate or a more detailed assessment method should be used. For larger structures or
complicated downstream channel conditions more detailed procedures may be required

These guidelines are only intended for consequence of failure classification. They are not adequate for the preparation of inundation mapping for Emergency Preparedness Planning (EPP), or for the assessment of hazards and risk analysis.

Consequence Classification Guide

The BC Dam Safety Regulation - Schedule 1 “Downstream Consequence Classification Guide” outlines a classification guide for all dams in British Columbia. The consequence classification (very high, high, low, or very low) identifies the potential for damage and loss in the unlikely event of a dam failure. The consequence classification is not a reflection on how safe the dam is; thus age and condition of the dam are not reflected in the Consequence classification.

The consequence classification is used to determine the design requirements for a particular dam, with dams of higher downstream consequence having higher design standards. Suggested design requirements for dams falling under the various consequence classifications are identified in the “Dam Safety Guidelines” published by the Canadian Dam Association.

Dam Breach Flood Determination

The flood hydrograph resulting from a dam breach is dependent on many factors. The primary factors are the physical characteristics of the dam, the volume of the reservoir, and the mode of failure. The dam characteristics such as dam geometry, construction materials, and mode of failure; determine the dimensions and timing of breach formation. Breach formation, volume of reservoir storage, and reservoir inflow at the time of failure determine the peak discharge and the shape of the flood hydrograph.

The following sections provide a method for estimating dam breach parameters and peak flow discharges for earthfill dams. Earthfill dams are focused on because the great majority of small dams are earthfill. When estimating concrete gravity dam breach parameters, a complete failure of a discrete number of monoliths is considered. For concrete arch dams a complete dam failure is considered. Breach times for concrete gravity dams generally fall between 0.1 and 0.5 hours and for concrete arch dams they generally fall between instantaneous and 0.1 hours.

Estimation of Dam Breach Parameters

Work by MacDonald and Landridge-Monopolis (MacDonald, 1984) were successful in relating breaching characteristics of earthfill dams to measurable characteristics of the dam and reservoir. Specifically, a relationship exists between the volume of material eroded in the breach and the Breach Formation Factor (BFF):

BFF = Vw (H)

where:

Vw = Volume of water stored in the reservoir (acre-ft) at the water surface

elevation under consideration

H = Height of water (feet) over the base elevation of the breach

Interpretation of data (MacDonald, 1984) suggests that the estimates of material eroded from earthfill dams may be taken to be:

Vm = 3.75 (BFF)0.77 for Cohesionless Embankment Materials; and

Vm = 2.50 (BFF)0.77 for Erosion Resistant Embankment Materials

where:

Vm = Volume of material in breach (yds3) which is eroded

Using the geometry of the dam and assuming a trapezoidal breach with sideslopes of (Zb:1) the base width of the breach can be computed (MacDonald, 1984) as a function of the eroded volume of material as:

Wb = [27Vm – H2 (CZb + HZbZ3/3)] / [H (C + HZ3/2)]

where:

Wb = Width of breach (feet) at base elevation of breach

C = Crest Width of dam (feet)

Z3 = Z1 + Z2

Z1 = Slope (Z1:1) of upstream face of dam

Z2 = Slope (Z2:1) of downstream face of dam

If the calculated breach width is negative then the reservoir volume is not large enough to fully breach the dam and a partial breach will result. In this case the head of water (H) needs to be adjusted to estimate the breach depth and peak discharge. Maximum breach

widths have historically been limited to breach widths less than 3 times dam height (Fread, 1981). In addition site geometry often limits breach width.

The time of breach development (τ) in hours, has been related to the volume of eroded material (MacDonald, 1984). Interpretation of data suggests that the time for breach development can be estimated by:

τ = 0.028 Vm0.36 for Cohesionless Embankment Materials; and

τ = 0.042 Vm0.36 for Erosion Resistant Embankment Materials

There is a large uncertainty in the eyewitness accounts for many of these failures; thus these equations may tend to overestimate breach times. In addition, these equations appear to produce unrealistically short breach development times in the case of small dams. A lower limit for the breach development time of perhaps 10 minutes for dams constructed of cohesionless materials and 15 minutes for dams constructed of erosion resistant materials seems reasonable.

Due to the uncertainties in breach development parameters, a range of values should be used to assess the computed dam break flood peak discharges. There is a range of alternative procedures for estimating dam break parameters. An example is the computer program BREACH, developed by Fread (1987) which is used for larger complex dams.

Estimation of Dam Breach Peak Discharge

A number of computer programs, such as DAMBRK (Fread, 1988), have been developed for estimating dam break peak discharge. This computer model, and others, utilises unsteady flow conditions in combination with user selected breach parameters to compute the breach flood hydrograph.

Fread (1981) gives an alternative method suitable for many planning purposes. He developed an empirical equation based on numerous simulations with the DAMBRK model. Estimation of the peak discharge from a dam breach is computed as:

Qp = 3.1 W H1.5 [ A / (A + τ H0.5]3

where:

Qp = Dam breach discharge (cfs)

W = Average breach width (feet) W = Wb + ZbH

H = Initial height of water (feet) over the base elevation of the breach

τ = Elapsed time for breach development (hours)

A = 23.4 Sa / W

Sa = Surface area of reservoir (acres) at level corresponding to depth H

The following Tables 1 & 2 contain estimates of dam breach peak flows for overtopping induced failures of earthfill dams based on Fread’s equation. The values used in developing these estimates are presented after the Tables.

Selection of Reservoir Conditions for Breach Analysis

The selected reservoir storage is an important consideration in dam breach analysis. Normally a couple of reservoir conditions, normal pool and maximum storage elevation during floods are considered. For smaller unattended structures usually only the case of dam failure during overtopping needs to be considered. Overtopping could result from a debris blockage, or a beaver dam constructed, in overflow spillway channel.

In evaluating the overtopping dam breach it needs to be remembered that the reservoir storage and head on the dam are greater than for normal pool levels.

Downstream Routing of Dam Breach Flood

As the dam breach flood wave travels downstream there is a reduction in the peak flow. This effect is governed by factors such as:

the channel bedslope,

the cross-sectional area and geometry of the channel and overbank areas,

the roughness of the main channel and overbank,

the existage of storage for floodwaters in off-channel areas, and

the shape of the flood hydrograph.

Small attenuation is associated with:

large reservoir volume,

small confining channel,

steep channel slopes, and

little frictional resistance in channel and overbank areas.

Large attenuation is associated with:

small reservoir volume,

broad floodplain and/or off-channel storage areas,

mild channel slopes, and

large frictional resistance in channel and overbank areas.

There are a number of methods for modelling the attenuation of peak flow as the breach flood wave travels downstream. For consequence classification a simplified procedure based on generalised flood attenuation curves developed by the USBR (1982) is often adequate. The curves presented in Figure 1 should be used conservatively as they utilize generalised solutions to approximate the reduction of flood peak discharge with distance downstream of the dam. For example the attenuation would be much smaller for a dam breach flow travelling down a steep narrow valley.

Downstream Hazard Classification

Once the dam breach flood inundation path has been determined, the resulting consequence of failure classification can be determined. For BC, the classification system is outlined in Schedule 1 “Downstream Consequence Classification Guide” of the British Columbia Dam Safety Regulation. Refer to the Regulation for Schedule 1. The highest consequence rating in one of the three categories; loss of life, economic and social loss, and environmental and cultural losses is the consequence rating for the dam.

In estimating loss of life in a dam breach one needs to consider:

Time of day of failure

Number of homes in inundation area

Flood depth and velocity

3 people per home (USBR, 1988)

Highways

Recreation

Warning time

Sources of uncertainty

For further information on this topic the “Downstream Hazard Classification Guidelines” produced by the US Bureau of Reclamation (USBR, 1988) are a good starting point.

Other Considerations

There are many other factors that can influence the consequence of failure classification. They include:

Debris build-up and sediment transport can increase floodwave size and its destructive power,

Channel avulsions especially on alluvial fans,

Multiple dams on a river system, and

Current and potential future downstream development,

Warning systems can be effective in reducing loss of life in the event of a dam failure. Thus they are effective risk management tools, however they do not change the consequence of failure classification.

Concrete Mix Design Work Sheet

Concrete

Concrete is an intimate mixture of:
Cement,
Sand (Fine Aggregate),
Coarse Aggregate,
Water.
New Generation Concrete needs use of Special
Materials in addition to above i.e. “ADMIXTURES”
Admixtures may be Mineral or Chemical
Admixtures



Versatility of making concrete with locally
available materials, ease in molding it
into any shape and size and economy in
its making has made concrete the 2nd
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Requirements of Good Concrete

A good concrete should:
meet   the strength requirements as
measured by compressive strength,
fulfill durability requirements to resist the
environment in which the structure is
expected to serve,
be mixed, transported and compacted as
efficiently as possible and
will be as economical as possible

Concrete Durability

“Durability of concrete is the ability of concrete
to withstand the harmful effects of
environment to which it will be subjected to,
during its service life, without undergoing into
deterioration beyond acceptable limits”.
Durability can be assured keeping in view the
environment exposure of structure, certain
minimum cement binder content, max limit on
w/c ratio and a certain minimum grade of
concrete for that particular exposure.

Making Durable Concrete

Lowering the porosity and permeability of
concrete is only way to reduce environmental
attacks on concrete,
Dense and compact concrete that prevents the
ingress of harmful elements is the key to
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Concrete Mix Design Plant

Making Good Concrete

Making good concrete involves:
Good quality raw materials,
Proportioning of materials,
Mixing,
Transporting,
Placing,
Compacting,
Curing.

Following is the Excel Sheet for Design Mix of Concrete.

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Tile Drainage /Sub Surface Drainage System

Tile drainage 

(in agriculture) is an agriculture practice that removes excess water from soil subsurface. Whereas irrigation is the practice of adding additional water when the soil is naturally too dry, drainage brings soil moisture levels down for optimal crop growth. While surface water can be drained via pumping and/or open ditches, tile drainage is often the best recourse for subsurface water. Too much subsurface water can be counterproductive to agriculture by preventing root development, and inhibiting the growth of crops. Too much water also can limit access to the land, particularly by farm machinery

Sub Surface/ Tile Drainage System

Software for Tile Drainage/ Sub-Surface Drainage to determine Drain Spacing 

An approach of Darcy law by using the Energy Equation approach to find the drain spacing following are the best software to determine drain spacing

Drain Spacing Software Download

 

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Profile Plotter for Irrigation Canals & Drains

Profile Plotter for Irrigation Canals & Drains

Dear engineers,

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Method For Using

 

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now open the profile.dwg file in autocad 2007 or 2004

 

open model and delete the plotted profile ...please dont delete the scale on left side of autocad

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ETABS 9.7.4 (FULL VERSION)

ETABS 9.7.4 (FULL VERSION)

For nearly 30 years, ETABS has been recognized as the industry standard for Building Analysis and Design Software. Today, continuing in the same tradition, ETABS has evolved into a completely integrated building analysis and design environment. The system built around a physical object based graphical user interface, powered by targeted new special purpose algorithms for analysis and design, with interfaces for drafting and manufacturing, is redefining standards of integration, productivity and technical innovation. 

The integrated model can include moment resisting frames, braced frames, staggered truss systems, frames with reduced beam sections or side plates, rigid and flexible floors, sloped roofs, ramps and parking structures, mezzanine floors, multiple tower buildings and stepped diaphragm systems with complex concrete, composite or steel joist floor framing systems. Solutions to complex problems such as panel zone deformations, diaphragm shear stresses, and construction sequence loading are now at your fingertips. 

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