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Axial load capacities of single plates per AISC

“PLATECAP.xls” is a MS-Excel spreadsheet program for determining the axial load capacities (tension and compression) of single plates per AISC 9th Edition (ASD).

All the worksheets are independent and self contained, so that you can move them from one workbook to another. All the worksheets are protected, but not with a password.

Please read the “DOC” worksheet for program details as well as assumptions and limitations.

Calculation Reference
AISC

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SMALL HYDRO POWER DESIGNER v1.1

SMALL HYDRO POWER DESIGNER V1.1 is an excel workbook equipped with useful design tools for feasibility level analyses / designs of high and medium head hydropower projects (upto 15 MW). However, the user can modify the workbook to include additional modules suited for larger projects.

SHPD can assist in quickly producing layout alternatives, making reasonable cost estimates / cost comparisons for these alternatives and preparing concrete outline drawings of major structures using AutoCAD. SHPD is a freeware intended for engineering students as well as practising hydropower engineers.

A user interface is also provided for assisstance of new users. The workbook and interface both have been created using Excel 2007 Professional Plus (vista) and are ensured to work correctly only for the same version.

Typical layout of small hydro components adopted in SHPD is like this;

Tyrolean weir as intake
Connecting channel from intake to sandtrap
Concrete sandtrap with spilling and flushing controls
Headrace (Channel or Pipe)
Forebay with spilling and flushing controls
Penstock with manifold
Powerhouse (Building Size + Hints on Turbine Selection)
Tailrace Channel

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Beam Investigation Spreadsheet

The purpose of this spreadsheet is to investigate the capacity of reinforced concrete beam with a maximum of three (3) layers of compression reinforcement and in accordance with the ACI Code.

Calculation Reference
ACI American Concrete Institute

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“ANCHOR REINF” – ANCHOR REINFORCEMENT ANALYSIS

Program Description:

“Anchor Reinf.xls” is a MS-Excel spreadsheet workbook for the analysis of anchor bolt reinforcement to suppliment tension/shear concrete breakout per ACI 318-08, Appendix D (Section D5.2.9 / D6.2.9). The spreadsheet is designed to find the embedment strength of determined reinforcementwithin certain concrete parameters. Tables and figures have been given adjacent to the required data cells in an attempt to self contain the calculations within the worksheet. The spreadsheet is protected but with no password required.

Design References:

1. ACI 318-08
2. Strength Design of Anchorage to Concrete by Ronald A. Cook

This program is a workbook consisting of three (3) worksheets, described as follows:

Worksheet NameDescription
DocThis documentation sheet
Tension Reinf.Anchor Reinforcement per ACI 318-08 Section D.5.2.9
Shear Reinf.Anchor Reinforcement per ACI 318-08 Section D.6.2.9

Program Assumptions and Limitations:

In TENSION REINF. spreadsheet, the edge distance is not in the program’s parameters.User must be mindful that the maximum distance between the anchor and anchor reinforcement must be less than or equal to 0.5 x hefAND (ED – bc).The latter is not restricted and must be checked by the user.
2.In TENSION REINF. spreadsheet, if the edge distance is less than 1.5 x hef, containment steel such as stirrups must be used.
3. The required strength is calculated from the applicable load combinations in Section 9.2.
4.This program contains numerous “comment boxes” which contain a wide variety of information including explanations of input or output items, equations used, data tables, etc.(Note:presence of a “comment box” is denoted by a “red triangle” in the upper right-hand corner of a cell.Merely move the mouse pointer to the desired cell to view the contents of that particular “comment box”.)

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AASHTO GeoTechnical Design of Pile

This spreadsheet provides the geotechnical design of pile as according to AASHTO (American Association of State Highway and Transportation Officials).

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Best Concrete Design EXCEL Spreadsheet

This spreadsheet consists of many segments regarding RCC aspects as described below:

Beam Design (Flexural design, Serviceability, Shear design)
Column Design
Slab Design
Grid Floor Analysis & Design
Staircase Design (Separate Excel spreadsheet)
Combined Footing (Foundation analysis and design)
Dome Design
Isolated Footing
3 Hinged Arch Design
Circular Beam
Slender Column
Bi-Axial Column
Deflection Calculation
DESIGN OF RETAINING WALL (Lateral earth pressure theory)
DESIGN OF L Shaped Cantilever RETAINING WALL
DESIGN OF Reverse L Shaped Cantilever RETAINING WALL

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Analysis of a Pole Foundation spreadsheet

POLEFDN” is a spreadsheet program written in MS-Excel for the purpose of analysis of a pole foundation assuming the use of a rigid round pier which is assumed free (unrestrained) at the top and subjected to lateral and vertical loads.

Specifically, the required embedment depth, the maximum moment and shear, the plain concrete stresses, and the soil bearing pressures are calculated.This program is a workbook consisting of six (6) worksheets, described as follows:

Doc – Documentation sheet

Pole Fdn (Czerniak) – Pole foundation analysis for free-top round piers using PCA/Czerniak method

Pole Fdn (UBC-IBC) – Pole foundation analysis for free-top round piers using UBC/IBC method

Pole Fdn (OAAA) – Pole foundation analysis for free-top round piers using OAAA method

Granular Soil (Teng) – Pole foundation analysis in granular soil using USS/Teng method

Cohesive Soil (Teng) – Pole foundation analysis in cohesive soil using USS/Teng method

Program Assumptions and Limitations:

1. Since there is not a universally accepted method for pole foundation analysis, this program offers up five (5) different methods of determining embedment length for pole foundations. The “Pole Fdn(Czerniak)” worksheet is the primary method emphasized in this program, since it provides the most detail in overall analysis. However, it does yield the most conservative embedment depth results of all the methods presented.

2. The references used in the different analysis methods in this program are as follows:

a.”Design of Concrete Foundation Piers” – by Frank Randall Portland Cement Association (PCA) – Skokie, IL, May 1968

b.”Resistance to Overturning of Single, Short Piles” – by Eli Czerniak ASCE Journal of the Structural Division, Vol. 83, No. ST2, Paper 1188, March 1957

c.1997 Uniform Building Code (UBC), Section 1806.8, page 2-45

d.Outdoor Advertising Association of America (OAAA) – New York, NY

e.”Tapered Steel Poles – Caisson Foundation Design” Prepared for United States Steel Corporation by Teng and Associates, July 1969

f.AASHTO Publication LTS-5 – Standard Specifications for Structural Supports for Highway Signs, Luminaries, and Traffic Signals (Fifth Edition, 2009)

Note: references “a” and “b” refer to the “Pole Fdn(Czerniak)” worksheet, while references “e” and “f” refer to both the “Granular Soil(Teng)” and “Cohesive Soil(Teng)” worksheets.

3. The “Pole Fdn(Czerniak)” worksheet assumes that the foundation is short, rigid, meeting the criteria that the foundation embedment length divided by the foundation diameter
4. This program will handle both horizontally as well as vertically applied loads. The vertical load may have an associated eccentricity which results in an additional overturning moment which is always assumed to add directly to the overturning moment produced by the horizontal load.

5. This program assumes that the top of the pier is at or above the top of the ground surface level.

6. This program assumes that the actual resisting surface is at or below the ground surface level. This accounts for any weak soil or any soil which may be removed at the top.

7. The “Pole Fdn(Czerniak)” worksheet assumes that the rigid pier rotates about a point located at a distance, ‘a’, below the resisting the surface. The maximum shear in pier is assumed to be at that ‘a’ distance, while the maximum moment in the pier is assume to be at a distance = ‘a/2′.

8. The “Pole Fdn(Czerniak)” worksheet calculates the “plain” (unreinforced) concrete stresses, compression, tension, and shear in the pier. The respective allowable stresses are also determined based on the strength (f’c) of the concrete. This is done to determine if steel reinforcing is actually required. However, whether minimum reinforcing is to be used or not is left up to the user. The allowable tension stress in “plain” concrete is assumed to be equal to 10% of the value of the allowable compressive stress.

9. The “Pole Fdn(Czerniak)” worksheet calculates the actual soil bearing pressures along the side of the pier at distances equal to ‘a/2′ and ‘L’. The respective allowable passive pressures at those locations are determined for comparison. However, it is left up to the user to determine the adequacy.

10. Since all overturning loads are resisted by the passive pressure against the embedment of the pier, this program assumes that the pier acts in direct end bearing to resist only the vertical loading. The bottom of pier bearing pressure is calculated, which includes the self-weight of the pier, assumed at 0.150 kcf for the concrete

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