Core Wall Design Spreadsheets to Eurocode 2

Core Wall Design Spreadsheets to Eurocode 2

 core-walls  have been the most popular seismic force resisting system in western Canada
for many decades, and recently have become popular on the west coast of the US for high-rise buildings up to
600 ft (180 m) high. Without the moment frames that have traditionally been used in high-rise concrete
construction in the US, the system offers the advantages of lower cost and more flexible architecture. In the US,
such buildings are currently being designed using nonlinear response history analysis (NLRHA) at the
Maximum Considered Earthquake (MCE) level of ground motion. In Canada, these buildings are designed
using only linear dynamic (response spectrum) analysis at the MCE hazard level combined with various
prescriptive design procedures. This paper presents the background to some of the prescriptive design
procedures that have recently been developed to permit the safe design of high-rise core-wall buildings using
only the results of response spectrum analysis (RSA).

The series of European standards commonly known as “Eurocodes”, EN 1992 (Eurocode 2, in the
following also listed as EC2) deals with the design of reinforced concrete structures – buildings,
bridges and other civil engineering works. EC2 allows the calculation of action effects and of
resistances of concrete structures submitted to specific actions and contains all the prescriptions and
good practices for properly detailing the reinforcement.

In this spreadsheet , the principles of Eurocode 2, part 1-1 are applied to the design of core wall. 

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Punching Shear Strength Design of RC Slab According ACI318M-08

Punching Shear Strength Design of RC Slab According ACI318M-08

The main objective of this sheet is to evaluate the effect of design tje RC slab for punching shear strength . The increasing of the punching shear strength and deformation capacity
 when subjected to patch load was studied here.
An experimental study was carried out on reinforced concrete slabs under a central patch load with
circular, square and rectangular shapes of patch areas. A single concrete mix design was used
throughout the test program. All of slab specimens were reinforced with distributed mesh
reinforcement with equal steel ratios in both directions. The validation of the experimental work
was made by analyzing the tested slabs by finite element method under cracking load. The results
obtained by the finite element method were found to compare well with those obtained
experimentally. In order to calculate the ductility for the tested slabs, the punching load has been
determined by applying the published failure criterion and a load-rotation relationship obtained
from semi-empirical relationship for the tested slabs. Conclusions on the influence of patch area on
the punching shear capacity of reinforced concrete slabs were drawn. The experimental results
confirm that the strength and deformation capacity are slightly influenced by the shape of the patch
area. Among all specimens, the slabs with circular shape of patch area exhibited the best
performance in terms of ductility and splitting failure.

In flat-plate floors, slab-column connections are subjected to high shear stresses produced by the transfer of the internal forces between the columns and the slabs (ACI-421.1R-08, 2008; ACI-421.1-99, 1999). Normally it is desired to increase the slab thickness or using drop panels or column capitals of exceptionally high strength for shear in reinforced concrete slab around the supporting column. Occasionally, methods to increase punching shear resistance without modifying the slab thickness are often preferred (Cheng and Montesinos, 2010). The ways to transfer the force from column to the slab need to be studied to increase the shear resistance. Several reinforcement alternatives for increasing punching shear resistance of slab-column connections, including bent-up bars (Hawkins et al., 1974; Islam and Park, 1976), closed stirrups (Islam and Park, 1976), shearheads (Corley and Hawkins, 1968), and shear studs (Dilger and Ghali, 1981), have been evaluated in the past five decades. But there is a little experimental and theoretical information about the influence of patch area or cross section area shape for supporting column in the reinforced concrete shear resistance.

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Canadian Seismic Design of Steel Structures

Canadian Seismic Design of Steel Structures

Design of Steel Structures of the Canadian Standards Association (CSA) governs the design of the majority of steel structures in Canada. Clause 27 of the standard includes the earthquake design provisions for seismic force resisting systems for which ductile seismic response is expected. Technical changes and new requirements have been incorporated in the 2009 edition of CSA S16, including modifications of the expected material properties for HSS members, consideration of protected zones, definitions of brace probable compressive and tensile resistances for capacity design and special requirements for braces intersecting columns between floors for concentrically braced steel frames, new seismic provisions for buckling restrained braced steel frames, design and detailing requirements for built-up tubular ductile links in eccentrically braced steel frames, changes to the requirements for ductile steel plate walls and for plate walls with limited ductility, including allowances for perforations and corner cut-outs in infill plates, and special provisions for steel frames of the Conventional Construction category above 15 m in height. These modifications were developed in parallel with the 2010 National Building Code of Canada (NBCC). The paper summarizes the new CSA S16-09 seismic design requirements with reference to NBCC 2010.

Basic capacity design provisions are given in CSA S16 to ascertain that minimum strength hierarchy exists along the lateral load path such that the intended ductile energy dissipation mechanism is mobilized and the integrity of the structure is maintained under strong ground shaking. In the design process, the yielding components of the SFRS may be oversized compared to the specified design seismic forces, as would be the case when drift limits, minimum member sizes or non-seismic load combinations govern the design. In this case, it is specified both in NBCC 2010 and CSA S16 that the design forces in capacity-protected elements need not exceed those induced by a storey shear determined with RoRd = 1.3. This upper bound essentially corresponds to the elastic seismic force demand reduced by 1.3, recognizing that nonyielding components will likely possess minimum overstrength. This 1.3 reduction factor only applies if the governing failure mode is ductile, and RoRd = 1.0 must be used otherwise.

This file contains formatted spreadsheets to perform the following calculations:
 - Section 1: Area of equivalent diagonal brace for plate wall analysis (Walls).
 - Section 2: Design of link in eccentrically braced frames (EBF).
 - Section 3: Design of Bolted Unstiffened End Plate Connection (BUEP).
 - Section 4: Design of Bolted Stiffened End Plate Connection (BSEP).
 - Section 5: Design of Reduced Beam Section Connection (RBS).
 - Section 6: Force reduction factor for friction-damped systems (Rd_friction).

 Additionally, this file contains the following tables:
 - Valid beam sections for moment-resisting connections (B_sections).
 - Valid column sections for moment-resisting connections (C_sections).
 - Valid bolt types for moment-resisting connections (Bolts).
 - Database of properties of all sections (Sections Table).

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Retaining Wall with Anchors Analysis and Design Spreadsheet

Retaining Wall with Anchors Analysis and Design Spreadsheet

This spreadsheet provides the design and analysis of retaining wall with anchors.
Retaining walls with anchors shall be dimensioned to ensure that the total lateral
load, Ptotal, plus any additional horizontal loads, are resisted by the horizontal component
of the anchor Factored Design Load Thi, of all the anchors and the reaction, R, at or below
the bottom of the wall. The embedded vertical elements shall ensure stability and sufficient
passive resistance against translation. The calculated embedment length shall be the greater
of that calculated by the Designer or Geotechnical Services.

Typical design steps for retaining walls with ground anchors are as follows:

Step 1 : Establish project requirements including all geometry, external loading conditions
(temporary and/ or permanent, seismic, etc.), performance criteria, and construction
constraints. Consult with Geotechnical Services for the requirements.

Step 2 : Evaluate site subsurface conditions and relevant properties of the in situ soil or
rock; and any specifications controlled fill materials including all materials strength
parameters, ground water levels, etc. This step is to be performed by Geotechnical Services.

Step 3 : Evaluate material engineering properties, establish design load and resistance
factors, and select level of corrosion protection. Consult with Geotechnical
Services for soil and rock engineering properties and design issues.

Step 4 : Consult with Geotechnical Services to select the lateral earth pressure distribution
acting on back of wall for final wall height. Add appropriate water, surcharge, and
seismic pressures to evaluate total lateral pressure. Check stability at intermediate
steps during contruction. Geotechnical numerical analysis may be required to
simulate staged construction. Consult Geotechnical Services for the task, should it be required.

Step 5 : Space the anchors vertically and horizontally based upon wall type and wall height.
Calculate individual anchor loads. Revise anchor spacing and geometry if necessary.

Step 6 : Determine required anchor inclination and horizontal angle based on right-of-way
limitations, location of appropriate anchoring strata, and location of underground structures.

Step 7 : Resolve each horizontal anchor load into a vertical force component and a force
along the anchor.

Step 8 : Structure Design checks the internal stability and Geotechnical Services checks the
external stability of anchored system. Revise ground anchor geometry if necessary.

Step 9 : When adjacent structures are sensitive to movements Structure Design and
Geotechical Services shall jointly decide the appropriate level and method of
analysis required. Revise design if necessary. For the estimate of lateral wall
movements and ground surface settlements, geotechnical numerical analysis is
most likely required. Consult with Geotechnical Services for the task, should it be required.

Step 10 : Structure Design analyzes lateral capacity of pile section below excavation subgrade.
Geotechnical Services analyzes vertical capacity. Revise pile section if necessary.

Step 11 : Design connection details, concrete facing, lagging, walers, drainage systems, etc.
Consult with Geotechnical Services for the design of additional drainage needs.


Step 12 : Design the wall facing architectural treatment as required by the Architect.

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Footing Design of Shear Wall Based on ACI 318-14

Footing Design of Shear Wall Based on ACI 318-14

The criterion for the design of foundations of earthquake resisting
structures is that the foundation system should be capable of supporting the
design gravity loads while maintaining the chosen seismic energy dissipating
mechanisms of the structure. The foundation system in this context includes
the foundation structure, consisting of reinforced concrete construction, piles,
caissons and the supporting soil.

It is evident that for this criterion a suitable foundation system for a given
superstructure can be conceived only if the mechanisms by which earthquake actions
are disposed of are clearly defined. In most structures inelastic deformations
during large earthquakes are expected. Consequently for these
structures provisions are to be made for energy dissipation, usually by flexural
yielding. It is vital that energy dissipation be assigned by the designer
to areas within the superstructure or within the foundation structure in such
a manner that the expected ductility demands will remain within recognized
capabilities of the selected components. It is particularly important to ensure that
any damage that might result in the foundation structure does not lead to a
reduction of strength that might affect gravity load carrying capacity.

After defining design criteria in general for foundations
of earthquake resisting reinforced concrete structures, principles
are set out which govern the choice of suitable foundation systems
for various types of shear wall structures. The choice of
foundation systems depends on whether the seismic response of the
superstructure during the largest expected earthquake is to be elastic
or inelastic. For inelastically responding superstructures, preferably
the foundation system should be designed to remain elastic.
For elastically responding superstructures, suitable foundation systems
may be energy dissipating, elastic or of the rocking type. Design

criteria for each of these three foundation types are suggested.

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RC Element Analysis and Design Program

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 inspec-
tion 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 objec-
tive of this book is to deal with the design and analysis of
reinforced concrete members.

The design and construction of reinforced concrete build-
ings 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 incorpo-
rated, 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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DESIGN OF COMPOSITE BEAM-COLUMNS

 DESIGN OF COMPOSITE BEAM-COLUMNS

The design of composite columns is seamlessly integrated within the
program. Initiation of the design process, along with control of various design
parameters, is accomplished using the Design menu. Automated design at the
object level is available for any one of a number of user-selected design codes,
as long as the structures have first been modeled and analyzed by the program.
Model and analysis data, such as material properties and member forces, are
recovered directly from the model database and are used in the design process
in accordance with the user defined or default design settings. As with all
design applications, the user should carefully review all of the user options and
default settings to ensure that the design process is consistent with the user’s
expectations. Composite column design options include the
use of the Direct Analysis Method. The software is well suited to make use of
the Direct Analysis Method because it can capture the second-order P-Δ and P-
δ effects, provided the user specifies that a nonlinear P-Δ analysis is performed.

For each design combination, composite column members are checked at a
number of locations (stations) along the length of the object. The stations are
located at equally spaced segments along the clear length of the object. By
default, at least three stations will be located in a column or brace member. The
user can overwrite the number of stations in an object before the analysis is run
and refine the design along the length of a member by requesting more
stations. Refer to the program Help for more information about specifying the

number of stations in an object.

The code requires that stability shall be provided for the structure as a whole
and for each of the elements. Any method of analysis that considers the influence
of second order effects of P-Δ and P-δ , geometric imperfections, out-ofplumbness,

and member stiffness reduction due to residual stresses are permitted by the code. The effects of geometric imperfection and out-of-plumbness
generally are captured by the use of notional loads. The effect of axial, shear
and flexural deformations and the effects of residual stresses on the member
stiffness reduction has been considered in a specialized method called “Direct
Analysis Method.” This method can come in different incarnations (formats)
according to the choice of the engineer as allowed in the code.

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Arch Bridge Analysis using Finite Element Method

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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Temporary Tank Footing Design Based on ACI 318-14

Temporary Tank Footing Design Based on ACI 318-14

There are several types of tanks, e.g., above-ground, flat-bottomed, cylindrical tanks for the storage of refrigerated liquefied gases, petroleum, etc., steel or concrete silos for the storage of coke, coal, grains, etc., steel, aluminium, concrete or FRP tanks including elevated tanks for the storage of water, spherical tanks (pressure vessels) for the storage of high pressure liquefied gases, and under-ground tanks for the storage of water and oil. The trend in recent years is for larger tanks, and as such the seismic design for these larger storage tanks has become more important in terms of safety and the environmental impact on society as a whole. The failure mode of the storage tank subjected to a seismic force varies in each structural type, with the structural characteristic coefficient (Ds) being derived from the relationship between the failure mode and the seismic energy transferred to, and accumulated in the structure. A cylindrical steel tank is the most common form of storage tank and its normal failure mode is a buckling of the cylindrical shell, either in the so called Elephant Foot Bulge (EFB), or as Diamond Pattern Buckling (DPB). The Ds value was originally calculated with reference to experimental data obtained from cylindrical shell buckling, but was later re-assessed and modified based on the restoring force characteristics of the structure after buckling. Those phenomena at the Hanshin-Awaji Great Earthquake and the Niigataken Chuetu-oki Earthquake were the live data to let us review the Ds value. For the EFB, which is the typical buckling mode of a cylindrical shell storage tank for petroleum, liquefied hydrocarbon gases, etc., it became possible to ascertain the buckling strength by experiments on a cylindrical shell by applying an internal hydrodynamic pressure, an axial compressive force, and a shear force simultaneously

Design recommendation for sloshing phenomena in tanks has been added in this publication. Design spectra for sloshing, spectra for long period range in other words, damping ratios for the sloshing phenomena and pressures by the sloshing on the tank roof have been presented. For above-ground vertical cylindrical storage tanks without any restraining element, such as anchor bolts or straps, to prevent any overturning moment, only the bending resistance due to the uplift of the rim of bottom plate exists. This recommendation shows how to evaluate the energy absorption value given by plasticity of the uplifted bottom plate for unanchored tanks, as well as the Ds value of an anchored cylindrical steel-wall tank. As the number of smaller under-ground tanks used for the storage of water and fuel is increasing in Japan, the Sub-committee has added them in the scope of the recommendation and provided a framework for the seismic design of under-ground tanks. The recommendation has accordingly included a new response displacement method and a new earth pressure calculation method, taking into account the design methods adopted by the civil engineering fraternity.

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Development of Reinforcement Based on ACI 318-14

Development of Reinforcement Based on ACI 318-14

Development length is certain minimum length of the bar required on either side of a point of maximum steel stress, in order to transfer the bar force to surrounding concrete through bond, without slip,so as to prevent bar from pulling out under tension. This is “development length or anchorage length”. Hooks,bends, mechanical anchorages can be used to supplement.
End anchorage may be considered reliable if the bar is embedded into concrete a prescribed distance known as the “development length” of the bar.  In a beam, if the actual extended length of the bar is equal or greater than this required development length, then no bond failure will occur.
If the actual available length is inadequate for full development, special anchorages ,such as hooks, must be provided to ensure adequate strength.
Methods for Determining the Development
Length, ld
– The ACI allows the determination of the
development length by two methods:
• Tabular criteria (ACI Section 12.2.2).
• General equation (ACI Section 12.2.3).
– In either case, ld shall not be less than 12 in.
– The general equation of the ACI Code offers a
simple approach that allows the user to see
the effect of all variables controlling the

development length.

A reduction in the development length ld is permitted where reinforcement is in excess of that required by analysis (except where anchorage or development for fy is specifically required or where the design includes provisions for seismic considerations).

The method for determining the development length in compression ld involves finding the the basic development length ldb and multiplying it by applicable modification factors.

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Construction Budget Template

Construction Budget Template

This construction budget template is very important for both construction and modeling projects. This template makes you to have a comprehensive construction project budget and guarantee that you account for all important items on the list. Additionally, while the construction project is underway, use this spreadsheet as a baseline to track whether you are over or under your budgeted amounts.
The template will be helpful to create an elaborate estimating and budgeting worksheet as it includes predefined sections for all the relevant parameters such as description, vendor, estimated cost, actual cost.This template also shows how a basic construction estimate should be. The template has taken a simplistic route, including the bare essentials like construction work description, estimated job cost & so on.

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Deep Foundation Design

Deep Foundation Design 

deep foundation may be selected if the shallow soils cannot economically support the foundation
loads. Deep foundations consist of a footing that bears on piers or piles. The footing above the piers
or piles is typically referred to as a pile cap.
The piers or piles are supported by deeper competent soils, or are supported on bedrock. It is
commonly assumed that the soil immediately below the pile caps provides no direct support to the pile cap.
The following steps are typically followed for completing the structural design of the footing or pile

cap, based on ACI 318-05:
1. Determine footing plan dimensions by comparing the gross soil bearing pressure and the allowable
soil bearing pressure.
2. Apply load factors in accordance with Chapter 9 of ACI 318-05.
3. Determine whether the footing or pile cap will be considered as spanning one-way or two-ways.
4. Confirm the thickness of the footing or pile cap by comparing the shear capacity of the concrete
section to the factored shear load. ACI 318-05 Chapter 15 provides guidance on selecting the
location for the critical cross-section for one-way shear. ACI 318-05 Chapter 11 provides guidance
on selecting the location for the critical cross-section for two-way shear. Chapter 2 of this

handbook on shear design also provides further design information and design aids.
5. Determine reinforcing bar requirements for the concrete section based on the flexural capacity

along with the following requirements in ACI 318-05.

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Composite Bridge Design Spreadsheet

Composite Bridge Design Spreadsheet

Composite Bridge Design Spreadsheet presents presents the calculation and design of composite highway bridges using beam and slab construction. The evaluations of design values of actions (loads), action effects (bending moments, shears, etc.) resistances (of cross sections and of members in buckling) and limiting SLS criteria are carried out in accordance with the Eurocodes, as implemented by the UK National Annexes.
Structural arrangement is that The bridge carries a 2-lane single carriageway rural road over another road. The carriageway has 1.0 m wide marginal strips, in accordance with TD 27/05 and has a 2 m wide footway on either side (this width is slightly less than the width for footways given by TA 90/05). A four-girder arrangement has been chosen, and a deck slab thickness of 250 mm has been assumed. The deck cantilevers 1.6 m outside the centrelines of the outer girders; a 250 mm thick slab is likely to be adequate for this length, carrying footway loading or accidental traffic loading.

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Contiguous Piled Wall With Ground Anchor Support Design Spreadsheet

Contiguous Piled Wall With Ground Anchor Support Design Spreadsheet

Contiguous Piles, structures made of piles, and pile-like structures are useful structural elements to support deep excavations
and cuts in slopes, and to retain creeping or sliding slopes, not uncommonly in seismic areas. Depending on the
static system and the dimensions the structural elements transfer forces mainly by shear (“dowel”) and/or mainly
by bending (“beam”) to the ground. In numerous cases they are particularly effective in combination with other
structural measures like (pre-stressed) anchors and/or drainage systems. The paper presents case histories
including piles and pile-like structures, which are applied for retaining structures in slopes. The main focus is on
infrastructure projects in creeping slopes. Two case histories from Austria and Slovenia are presented in detail.
Miscellaneous projects from European countries concentrating on various aspects complement the contribution.

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