HACI eTank 2016 v1.2.60

eTank is a joint venture between HACI and Aqua Consultants

and allows the instantaneous design and costing of a Full Tank.

Excel Sheet to calculate Concrete Quantities

This excel sheet will make you able to calculate quantities for different concrete and steel structure members with this excel sheet you will calculate quantities for sand, cement and steel for beams, footings columns, beamed slabs, flat slab, and all other structural members.

The sheet also provide tables to calculate quantities for steel structure

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RC Element Analysis and Design Program

The theory and techniques relative to the design and proportioning of concrete mixes, as well as the placing, finishing, and curing of concrete, are outside the scope of this book and are adequately discussed in many other publications . Field testing, quality control, and inspection are also adequately covered elsewhere. This is not to imply that these are of less importance in overall concrete construction technology but only to reiterate that the objective of this book is to deal with the design and analysis of reinforced concrete members.

The design and construction of reinforced concrete buildings is controlled by the Building Code Requirements for Structural Concrete (ACI 318-11) of the American Concrete Institute (ACI) [1]. The use of the term code in this text refers to the ACI Code unless otherwise stipulated. The code is revised, updated, and reissued on a 3-year cycle. The
code itself has no legal status. It has been incorporated into the building codes of almost all states and municipalities
throughout the United States, however. When so incorporated, it has official sanction, becomes a legal document, and
is part of the law controlling reinforced concrete design and construction in a particular area.

Therefore, tensile reinforcement must be embedded in the concrete to overcome this deficiency. In the United
States, this reinforcement is in the form of steel reinforcing bars or welded wire reinforcing composed of steel wire. In
addition, reinforcing in the form of structural steel shapes, steel pipe, steel tubing, and high-strength steel tendons is
permitted by the ACI Code.

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Civil Engineering Spreadsheets

Civil Engineering Spreadsheets – 150 civil engineering spreadsheets in structural, hydraulic, geotechnical engineering

This achieve contains nearly 150 civil engineering spreadsheets in structural, hydraulic, geotechnical engineering.

Content:

2-DOF System Dynamic Simulation.zip
2D_Frame.zip
2D_Truss_2002.zip
2D_Truss_DOS.zip
3D_Truss_DOS.zip
ANSYS Result File Filter.zip
Analysis of Plane Frames_plf5.zip
Analysis of Space Frames_spf6.zip
Analytc.xls
AnchorageToConcrete.xls
Atterberg.zip
BasePlate.xls
BeamAnalysis.xlt
BeamConnection.xls
Bolt Design Program.xls
Boltgroup.zip
BoltsConnection.xls
BoundarySpringGenerator.xls
Bridge2d_97.exe
CALCULO DE POLIGONAL BASE Y RADIACIONES TAQUI…
CID Pilecaps.XLS
Centrifuge_Calculates settling times.zip
CircularColumn.xlt
ColumnShear.zip
Combined Footing Design.xls
CombinedFooting.xls
CompositeMember.xls
Computer Aided Design Beam (CADB) Thailand.xls
Concrete Design & Batch 1.2.zip
ConcreteBeam.xls
ConcreteColumn.xls
ConcreteRetainingWall.xls
Concrete_RetainingWall.xls
Contbeam.zip
Continuous Beam Influence Lines..exe
Corbel.xls
CouplingBeam.xls
Dana App.zip
DeepBeam.xls
Design and Analysis of Concrete Structure.zip
Diaphragm-Ledger-CMUWall.xls
EBF-IBC.xls
EBF-UBC.xls
Engineering_Formulas.zip
Ensayo Compresi&oacute_n Inconfinada v1.0.xls
Excel_2D_Truss_Analysis_2004_(For_Distri butio…
Fast_Formulas.zip
Fast_Formulas_Spreadsheets.zip
Fdadvdis.xls
Fdadvret.xls
Fdfick2.xls
Fdnnlret.xls
Financed project for potential incentive fund…
Flagpole.xls
FloorDeck.xls
Footing Design.xls
Footing.xls
Foundationpad.xls
Friction.xls
Fscons.xls
Inch-foot calculations.xls
Inf_line.zip
Isolated Footing Design.xls
JoistGirder.xls
LRFD_ShearTorsion2004.zip
Live Mohr’s Circle!.zip
MTesting4.15_Thailand.xls
Map_Projections.xls
MasonryRetainingWall.xls
MechanicalUnitAnchorage.xls
Minlogic.zip
Moment_Dist.zip
MudMaster.zip
NEO RC Design4.20_Thailand.xls
NEO Timber_Steel_Thailand.4.15.xls
NEO Timber_Steel_Thailand.4.20.xls
NEO_FOOTING_Retaining_Wall_Thailand.xls
NEO_PreStressed4.20_Thailand.xls
OCBF-IBC.xls
OCBF-UBC.xls
OMRF-IBC.xls
OMRF-UBC.xls
PT-SlabOnGround.xls
Pile Foundation Design.doc
Pile Foundation Design.pdf
PileLoads.xlt
PlainConcreteFooting.xls
Post-Tension.xls
Post-Tension.xlw
PostPro2000.exe
PostPro97.exe
PrestLoss2.zip
PrestressedMember.xls
Project Life Cycle Cost Analysis LCC2005 – EP…
Projwr.pdf
Qfact_calculation of the broadening descripto…
RCC11 Element Design.xls
RCC12 Bending and Axial Force.xls
RCC13 Punching Shear.xls
RCC14 Crack Width.xls
RCC21 Subframe Analysis.xls
RCC31 One-way slabs (A&D).xls
RCC32 Ribbed Slabs (A & D).xls
RCC41 Continuous Beams (A & D).xls
RCC42 Post tensioned Analysis & Design.xls
RCC51 Column Load Take-down & Design.xls
RCC52 Column Chart generation.xls
RCC53 Column Design.xls
RCC61 Basement Wall.xls
RCC62 Retaining Wall.xls
RCC71 Stair Flight & Landing – Single.xls
RCC72 Stairs & Landings – Multiple.xls
RCC81 Foundation Pads.xls
RCC91 One-way Solid Slabs (Tables).xls
RCC92 Ribbed Slabs (Tables).xls
RCC93 Flat Slabs (Tables).xls
RCC94 Two-way Slabs (Tables).xls
RCC95 Continuous Beams (Tables).xls
RCCe11 Element Design.xls
RCCe21 Subframe Analysis.xls
RCCe41 Continuous Beams (A & D).xls
Rectangular Beam Design.zip
RectangularColumn.xlt
Regression.zip
RestrainedRetainingWall.xls
Retaining Wall rcc62.xls
Retaining Wall.xls
RoofDeck.xls
SCBF-IBC.xls
SCBF-UBC.xls
SHORTCOL2.zip
SMRF-ACI.xls
SMRF-IBC.xls
SMRF-UBC.xls
STATE.XLS
SectProp.zip
Section properties of a plate girder.zip
SectionDesign2.xlt
Seismic-IBC.xls
Seismic-UBC.xls
ShearWall.xls
ShearWallOpening.xls
Short Column Analysis.xls
Slab.xls
Snow.xls
Space Frame Analysis 2.1.zip
Steel Beam Design.xls
SteelJoists.xls
Subdiaphragm.xls
Survey_Map_Projections.xls
Terzcons.xls
TiltupPanel.xls
ToeNail.xls
TopPlateConnection.xls
WF-Opening.xls
WallFooting.xls
WallLateralForce-IBC.xls
WallLateralForce-UBC.xls
WeldConnection.xls
WeldGroup.zip
Weld_Design.xlt
Wind-ASCE7.xls
Wind-UBC.xls
WoodBeam.xls
WoodColumn.xls
WoodDiaphragm.xls
WoodShearWall.xls
WorkSheet.xls
WorkSheet.zip
WorkSheet_Design_Thailand.xls
WorkSheet_Design_Thailand.zip
sbeam20.zip

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Water structures Sheets – Dam Spillway Design, Complete Water Supply Treatment Plant

1-Dam Spillway Design:
A spillway is a structure used to provide the controlled release of flows from a dam or levee into a downstream area, typically being the river that was dammed. In the UK they may be known as overflow channels. Spillways release floods so that the water does not overtop and damage or even destroy the dam. Except during flood periods, water does not normally flow over a spillway. In contrast, an intake is a structure used to release water on a regular basis for water supply, hydroelectricity generation, etc. Floodgates and fuse plugs may be designed into spillways to regulate water flow and dam height. Other uses of the term “spillway” include bypasses of dams or outlets of a channels used during highwater, and outlet channels carved through natural dams such as moraines.

Energy dissipation
As water passes over a spillway and down the chute, potential energy converts into increasing kinetic energy. Failure to dissipate the water’s energy can lead to scouring and erosion at the dam’s toe (base). This can cause spillway damage and undermine the dam’s stability. The energy can be dissipated by addressing one or more parts of a spillway’s design.
Steps – First, on the spillway surface itself by baffles and/or steps along the spillway.
Flip bucket – Second, at the base of a spillway, a flip bucket can create a hydraulic jump and deflect water upwards.
Ski jump – A ski jump can also direct water horizontally and eventually down into a plunge pool or two ski jumps can direct their water discharges to collide with one another.
Stilling basin – Third, a stilling basin at the terminus of a spillway serves to further dissipate energy and prevent erosion. They are usually filled with a relatively shallow depth of water and sometimes lined with concrete. A number of velocity-reducing components can be incorporated into the their design to include chute blocks, baffle blocks, wing walls, surface boils or an end sill.

2-Complete Water Supply Treatment Plant:
Complete Water Supply Treatment Plant
Calculation of Water Demand
Physical & Chemical Standards Of Water
Comparison of Given Data & Standard Data and Treatment Proposed
Design of Intake Well
Design of Pen Stock & Bell Mouth Strainer
Design of Gravity Main
Design of Jack Well
Design Of Pumping System
Design of Rising Main
Treatment Units – Design Of Aeration Unit
Design Of Chemical House & Calculation Of Chemical Dose
Lime – Soda Process
Design Criteria for Mechanical Rapid Mix Unit
Design Of Clariflocculator
Design Of Rapid Gravity Filter
Design Of Disinfection Unit

The rar file includes the following sheets:
bucket design.xls
Complete Water Supply Treatment Plant.xlsx
length of spill way.xls
optimisation of spillway-Ungated.xls
Spillway Stability.xls

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Analysis of Concrete Slabs on Grade Spreadsheet

Analysis of concrete slabs on grade is a spreadsheet program written in MS-Excel for the purpose of analysis of concrete slabs on grade. Specifically, a concrete slab on grade may be subjected to concentrated post or wheel loading.

Then for the given parameters, the slab flexural, bearing, and shear stresses are checked, the estimated crack width is determined, the minimum required distribution reinforcing is determined, and the bearing stress on the dowels at construction joints is checked. Also, design charts from the Portland Cement Association (PCA) are included to provide an additional method for determining/checking required slab thickness for flexure. The ability to analyze the capacity of a slab on grade subjected to continuous wall (line-type) load as well as stationary, uniformly distributed live loads is also provided. Loading data for fork trucks and AASHTO trucks is included.

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Arch Bridge Analysis using Finite Element Method

Arch bridges have been built from the time of the Romans onwards. There are approximately 75,000 masonry arch bridges in service on road, railway and waterway networks in the United Kingdom with the majority of these bridges built between the 17th and 19th centuries.

The assessment of old masonry arch bridges is not a simple matter as such bridges have been serving the traffic over centuries and the material may be deteriorated and weathered to a certain extent. These bridges are now carrying weights far beyond those envisaged by their builders. Since January 1999, under new European Commission Directives, the maximum allowable gross vehicle weight has been increased from 38t to 44t and simultaneously the maximum axle load increased from IOt to 11. St. Figure 1.1 shows the increase in the maximum allowable single axle load from 1967 to 1999. The increases in traffic load have compelled both local and national highway authorities to undertake assessment and strengthening of their stocks of masonry arch bridges. Abnormally large heavy loads also require special one-off assessments typical of which was the 240t oil rig leg seen in Figure 1.2 crossing Balmoor bridge, Inverugie in 1991.

Finite element analysis became famous in the last few decades mainly due to the development of powerful computers. The advantage of this method over other conventional structural analyses is that it can be used for statically indeterminate structures with irregular shapes and different boundary conditions. Non-linear material properties can also be defined giving non-linear structural behaviour up to ultimate limit state.

The concrete post-tensioned structural design is actually sections design, no matter box girder, circular column, or other sections. There are three kind of forces on each section: 1. External loads, w only without PT, section forces. The External loads can be ASD level for serviceability design, or SD level for ultimate strength design. 2. Primary equivalent loads, PT section forces. The tendon is mentally removed and replaced with all of the loads it exerts on the structure. 3. Secondary section forces from all reactions of primary PT , on free-body structure.

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Staircase Analysis and Design Spreadsheet

Staircases provide means of movement from one floor to another in a structure. Staircases
consist of a number of steps with landings at suitable intervals to provide comfort and safety
for the users.

Types of Stairs
For purpose of design, stairs are classified into two types; transversely, and longitudinally
supported.
a- Transversely supported (transverse to the direction of movement):
Transversely supported stairs include:
§ Simply supported steps supported by two walls or beams or a combination of both.
§ Steps cantilevering from a wall or a beam.
§ Stairs cantilevering from a central spine beam.
b- Longitudinally supported (in the direction of movement):
These stairs span between supports at the top and bottom of a flight and unsupported at the
sides. Longitudinally supported stairs may be supported in any of the following manners:
a. Beams or walls at the outside edges of the landings.
b. Internal beams at the ends of the flight in addition to beams or walls at the outside edges of
the landings.
c. Landings which are supported by beams or walls running in the longitudinal direction.
d. A combination of (a) or (b), and (c).

e. Stairs with quarter landings associated with open-well stairs.

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Shear Strengthening of T-beam with FRP

The rehabilitation of existing reinforced concrete (RC) bridges and building becomes necessary due to ageing, corrosion of steel reinforcement, defects in construction/design, demand in the increased service loads, and damage in case of seismic events and improvement in the design guidelines. Fiber-reinforced polymers (FRP) have emerged as promising material for rehabilitation of existing reinforced concrete structures. The rehabilitation of structures can be in the form of strengthening, repairing or retrofitting for seismic deficiencies. RC T-section is the most common shape of beams and girders in buildings and bridges. Shear failure of RC T-beams is identified as the most disastrous failure mode as it does not give any advance warning before failure. The shear strengthening of RC T-beams using externally bonded (EB) FRP composites has become a popular structural strengthening technique, due to the well-known advantages of FRP composites such as their high strength-to-weight ratio and excellent corrosion resistance.

A few studies on shear strengthening of RC T-beams using externally bonded FRP sheets have been carried out but still the shear performance of FRP strengthened beams has not been fully understood. The present study therefore explores the prospect of strengthening structurally deficient T-beams by using an externally bonded fiber reinforced polymer (FRP).
This study assimilates the experimental works of glass fiber reinforced polymer (GFRP) retrofitted RC T-beams under symmetrical four-point static loading system. The thirteen number of beams were of the following configurations, (i) one number of beam was considered as the control beam, (ii) seven number of the beams were strengthened with different configurations and orientations of GFRP sheets, (iii) three number of the beams strengthened by GFRP with steel bolt-plate, and (iv) two number of beams with web openings strengthened by U-wrap in the shear zone of the beams.

The first beam, designated as control beam failed in shear. The failures of strengthened beams are initiated with the debonding failure of FRP sheets followed by brittle shear failure. However, the shear capacity of these beams has increased as compared to the control beam which can be further improved if the debonding failure is prevented. An innovative method of anchorage technique has been used to prevent these premature failures, which as a result ensure full utilization of the strength of FRP. A theoretical study has also been carried out to support few of the experimental findings.

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Two Way Slab Design Spreadsheets to Eurocode 2

Two-way spanning slabs For rectangular slabs with standard edge conditions and subject to uniformly distributed loads, normally the bending moments are obtained using tabulated coefficients. Suchcoefficients are provided later in this section.

Main reinforcement for two way slabs designs in both directions.
This situation happen when slab were supported at all four span sides and
ratio long per short span less or equivalent to two. Bending moment and shear
force for two way slab depends on ratio ly / lx and extension between his slab
and supporter whether easily supported or constrained.Two way simply supported slab
have a panel and easily supported in edge and panel can lift upward when moment acting on
it, slab is supported by beam steel or extension between slab and non monolithic beam.

Moment only exist in center part of span.

Two way slab constrained have more than one panel or in section slab edge can be prevent from lifted. This situation happen when slab connected by monolithic with the supporter or slab panel connected by monolithic between one and another and moment acting at slab edge. This type of slab has four moment value at one slab panel namely two moment amid span and two moment at direction x and y.

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