Rev

Check byNov 2008 Nov 2008

BinderN 500

340 N/A0.50

PC 50500

33.3 28.0α % 12.0 14.3

12.2 0 0.157 0.13Material Factor:- YC , KYC 12.0 0 0.091 0.092

10.0 0 5.6 5.09.0 0 34 34

Default 12.0 10020 Nominal Cover (Min + Perm Dev) mm 35

13

N/A0.50 16

P 3620 150

1111.00

15 0.8020 12.0

0.50 0.36C91 0.76

1.813.02

Output

Notes

N/ADefault Verification ∆σs

Pi = Internal 1.15, Pe = Edge 1.4Pc = Corner 1.5, Pr = Re-entrant 1.3

On Web Version - Edit highlighted cells and left mouse click on screen.

28 day Ultimate Tensile Strength N/mm²

Copyright © 2008HAC

DateCalc byRA

Date

Job ref9000

All Rights Reserved

Calc Sheet noA

Flex Lap x dia (<=32 EC2), UK

IIIA Class Type fck / fcu N/mm²

Min shr %As EC2, UK Ult face shr EC2, UK N/mm²

Aggregate Expansion α x 10E-6

32 / 40

Blended Mix T1 Adjustment Factor

Min L3 gap (mm) = 1.1xMax of:- Dia or

3 day UltimateTensile Strength N/mm²

Long Term Autogenous µStrain

Punch Shear Notation & β

Creep Coefficient K1Fatigue

Sustained Load Coefficient K2σ Min / MaxNr of Cycles x 10E6

The inclusion of a load factor enables input and output for both service and ultimate designs. Service crack widths areshown for both faces. Ultimate shear and ultimate combined axial and bending / capacity ratios are also displayed. Otheruseful values such as As1, %As1 / BH, EC2 shear shift value, Kg / m³, span / depth ratio, punching shear and thermalresults are also included. Note: colour alerts do not appear on web version.

Conc Placing TempCuring Restraint R1 Thermal ρcrit %As/BZ

Examples The sheet shows three examples (A, B & C), the facility for 8 design cases (1 - 8) and charts linked to Case A. The chartsshow the reinforcement arrangements, method and stress & strain diagrams. Some are visible on the screen but are offthe design sheet. They are reproduced again on a separate sheet so they can be printed. For more information see:-Frequently Asked Questions.

Howes Atkinson Crowder LLP

The method verifies the reinforcement to BS8110 and BS8007 or EC2 and can include fatigue and thermal checks. Itsuits the format of a computer screen and a calculation sheet and can display 11 designs per page. Its use ranges fromsimple beams and slabs to basements, water retaining structures and wind turbine bases.

Rib Profile:- D2 or PRMaterial Factor:- YS , KYS

GGBS %

Reinforcement

REINFORCEMENT

Input

Class:- A, B or CGrade N/mm²

B

0.13

500

Project

Section

RC VERIFY

DEMONSTRATION SHEETPart of Structure

Global Input - Properties & Notation

W / C Ratio

ReinforcementModulus Es kN/mm²

Global Output - Properties & Notation

Content Kg/m³

Concrete

Fatigue Reduced Stress ∆σsk N/mm²

RC

Scope

PC , SRPC %

Concrete

D21.15

Strength Gain N or S200

Global data applies to the whole section and individualdata is adjustable within each design case. Shear strut inclinationand leg verticality (typically 21.8º and 90º) are entered within the design sheet. Section Size, Reinforcement, Shear, Axial& Bending and Thermal data are variable case by case. If a divide by zero error occurs, it can often be resolved byentering a small number rather than 0.

Fyk N/mm²

Drying Shrinkage µStrain 3 day Ultimate Tensile µStrain

XC3

Flint, BasaltQuartziteGraniteLimestone

0.10

40

Short Term Autogenous µStrainLoad Duration (L or S)

PFA %

Aggregate

Thermal Defaults

Thermal Fixed

Shrinkage & ThermalMinimum Lap Length x dia

Cover Permitted Dev mm

Aggregate Size mm

C660 Restraint Type

N/AN/A

C660 or C91

0.20

28

Mean Daily Temp

Formwk G or P or SLong Term Restr R2L

10

Fcu N/mm²

Temp Drop T2

F2 & F1+ Reinf, Shear Legs, Punching Shear Support Dims, Bi-Axial or Mred / M and M additional are optional. Where avalue is not required, a zero is entered for a numerical value or N/A for a text entry. Enter 0 to disable Flexure OnlyRedistribution Xu limit. The input of S or Pi, Pe, Pc, Pr or T sets the type of shear design. All main bar and shear leg diasmust be whole numbers. Multiple legs are entered with no gaps i.e. 2x10.

Poisson Ratio uExposure Class

Age at Loading in DaysDrying Exposure:- Ext or Int

1.0

Ext

40

100 / (132 -Dia)

28 Day Ec EC2, UK KN/mm² Modular Ratio EC2, UK Min %As1/BH EC2,UK

Min %As1/BH UK

(Dia >32) EC2 only Above xW1 Alert mmCreep Ratio

1.50

Rev

Check byNov 2008 Nov 2008

5678

A B C 1 2 3 4 5 6 7 8U U U

1.5 1.5 1.5N/A N/A N/A0.5 0.5 0.5P P P20 20 20

S S St t t

400 400 4001000 1000 1000

F1 25 25 25150 150 15053 53 53

F2 20 & 16 20 & 16 20 & 16150 150 15050 50 50

F1+ 16 16 16L3 L3 L3

26Pr Pr Pr16 16 16215 215 215170 170 17016 16 1615 15 0600 600 600Dia Dia Dia5.90 5.23 2.003200 3200 3200

0 0 0300 300 3000.00 0.00 0.00

0 0 0

EC2 EC2 EC2300 300 3000.73 0.76 0.970.54 0.54 0.540.162 0.162 0.1620.000 0.000 0.000

4613 4613 4613321 321 3217.33 7.33 7.335.90 5.90 5.905.23 5.23 0.50

10797 9785 49061.07 0.97 0.920.272 0.302 0.318

200 200 20015.8 15.8 15.80.08 0.08 0.082.31 2.31 2.31

Copyright © 2008HAC

EC2 Bi-Ax (Mb/Mr)ª

S / (D x 20 x Str Sys)

Reinf Area of F1 & F1+ (mm²)

As1 Reinf Kg/m²

@ or nr

S=Slab, W=Wall, B=Beam, C=Col

Leg - longitudinal or radial 1st (mm)

Leg - nr of additional radials

Or

Or

DESIGN METHOD

Axial &Primary Moment (kNm)

Torsion

Shr or βPun (kN) or Tors (kNM)

Axial Force (kN) Tension is neg.

Bi-Ax (kNm) or Mred 0.7 ≤ δ ≤ 1.0

Punch Y dim (mm) or if circular, Dia

Values

Additional M (kNm) Pun (kN/m²)

Results

Pun Dout% As1 / BH Pun Dro

EC2 Shr Shift (mm)

Thermal

Leg - transv ctrs (mm) or basic nr

F2 φ

Strut θº & Leg αº

S, P, T

Curing Temperature Drop

% As1 / Area of Thermal Zone Face 1 Crack Width (mm)

Section Depth (mm)Section Width (mm)

Howes Atkinson Crowder LLP

Project

F1 φ

LF

Fmwk

Design

Reinf

H

Section

φ or φ1 & φ2 for alt bars (mm)

Lap Length (x dia)

Pun Alt Dri

9000

%, Dro

W1

@ or nr

Face 1

T2

B

Shear

Moments

OUTPUT

Ult (S or P or T) / Capacity at xDDesign Moment (incl addns) (kNm)

Punch X dim (mm)

nr of Eff Depths D from supp or Tf

Leg - Dia (mm) φ or 2xφ or 3xφLeg - longitudinal or radial ctrs (mm)

S or Pi,Pe,Pc,Pr = Punch or T

INPUT

REINFORCEMENT

Charts Link To Design Case A

1

REF

Calc Sheet noB

Calc by DateDateSection

All Rights Reserved Job ref

RA

DEMONSTRATION SHEET

S or U

G = Grd or P = Ply or S = Steel

Part of StructureRC VERIFY

Long Term RestraintC660 R:- N/A, E=End, I=Int, S=Side C660 R

R2

34

Cover to main bars (mm)Bar (or alt bar) spacing (mm) or nr

t = top b = bot i = int e = ext a = all

F1 Cov

Type

Seasonal Temperature Drop

Load Input: S =Service U=UltimateLoad Factor = Ultimate / Service

Bar (or alt bar) spacing (mm) or nrCover to main bars (mm)φ or φ1 & φ2 for alt bars (mm)

B1 or B2, V, L3, S1, ≥4=Torsφ or φ1 & φ2 for alt bars (mm)

Wth%As1/BZ

nra

Force

Mb, δ

Sr1

NMx

Py, DiaPx

xD , Tf

SrLeg φType

St or nr

Z

xD Pun As%

T1

a1, U

S/D, %

xD Pun UxD Pun St / D Lp, St/D

F+ Fact

DEMONSTRATION SHEET

Bi , Dri

N&M

W2

As1

R, DoutEquiv or Avg Effective Depth (mm)

BS,EC2

Ma, w

M

D

Service Face 2 Crack width (mm)Service Face 1 Crack width (mm)Ult (Axial & Moment) / Capacity

Demonstration Sheet NOT USED IN

Punching

Zone Depth (mm)

90

F2 CovF1+ φ

NOT USED IN2DEMONSTRATION SHEET

RC

Cross Section

Ult Stress Showing X & Xu (when present)

-800-600-400-200

0200400600800

StrainxEs Reinf Xu δ = 0 X 10xConcPunching Shear

Col Pc Pe Pr Pi Conc

Grid X Grid Y Perimeter = 10797 mm β Factor = 1.3 R1 R2

R3 R4 R5 R6 R7 R8

R9 R10 R11 R12 R13 R1e

R2e R3e R4e R5e R6e R7e

R8e R9e R10e R11e R12e R13e

P1r P2r P3r P4r P5r P6r

P7r P8r P9r P10r P11r P12r

P13r P1i P2i P3i P4i P5i

P6i P7i P8i P9i P10i P11i

Elevation

0

0.2121

0.4242

0.6363

0.8484

1.0605

C Str F1a L1L2 L3 F1 F2

Rev

Check byNov 2008 Nov 2008

RC VERIFYProject

DEMONSTRATION SHEETPart of Structure

SectionHowes Atkinson Crowder LLP

DEMONSTRATION CHARTS

Job ref Copyright © 2008HAC

DateRC

Date

Calc Sheet noC

RA

All Rights Reserved9000

Calc byREINFORCEMENT

Ult Strain x Es & Reinf Stress & 10 x Conc Stress

-800

-600

-400

-200

0

200

400

600

800

X / H

N/m

m2

X = 0.61d2 X = 2.63d2 X = 0.61d1aX = 0.61d1 Strain / Es HingeF1 Reinf F1a Reinf F2 Reinf10 x Conc

Ult N - M Capacity Curve & N - M Ratio Line

-4000

-2000

0

2000

4000

6000

8000

10000

-200 -100 0 100 200 300 400 500 600 700 800

M (kNm)

N (kN)

X = 0.61d2 X = 2.63d2 X = 15.31d2X = 0.61d1a X = 0.61d1 X = HX = H / 0.8 (EC2) N/A N/ARatio

Service Strain x Es & Reinf Stress& 100 x BS or EC2 Conc Tens Stress

-400

-300

-200

-100

0

100

200

X / H

N/m

m2

Reinf EC2 BS Strain x Es

Rev

Check byNov 2008 Nov 2008

What Do the Capacity Ratios Mean

RC

Yes, because this method is used constantly by HAC.Is it Updated

What Is The S / (D x 20 x Str Sys) Ratio

They are ultimate design unity checks. The combined N & M ratio is the applied combined forces divided by the combinedsection capacity value for the same Axial and Moment ratio. See the N - M capacity curve chart.

Howes Atkinson Crowder LLPDEMONSTRATION SHEET

Frequently Asked Questions

Does It Need To Be So Comprehensive

Has It Been Verified Itself

How Do I Print Results

What Do The Charts Show

The sheets have been designed to print to an A4 size Adobe PDF at 90% with following margins in mm:- Left at 12, Rightat 5, Top at 9, Bottom at 4. This may vary for different PDF writers.

Calc Sheet no

All Rights Reserved

DateD

How Do I Design To EC2

REINFORCEMENT

Copyright © 2008HAC9000

Job ref

Date

Not necessarily. However, this method includes every type of design that you will normally need and since thermal andshear design require reinforcement information, it is convenient to have all of this on one sheet.

Enter EC2 at the head of the output. The shear strut angle and shear leg angle can be adjusted. The shear shift value"a1" is displayed. Bi-axial bending requires a design for each axis and the combined ratios must be ≤ 1.0. Enter Mx andN and adjust Mx until the capacity = 1.00 to give Mr and enter the applied moment as Mb. The program calculates(Mb/Mr)ª value for each axis. See below for Punching Shear.

They show how the service and ultimate stress & strain diagrams differ. They can be used to check on the sectionbehaviour and can assist in the use of the program. They show how X relates to the N - M curve and how the ultreinforcement stress is capped as the Strain x Es (equiv to reinf stress) value exceeds the allowable stress.

How Do I Design A Normal Beam or Slab With No Axial Load And Why Is X Limited.

What Does F+ Mean

It has been checked against the Concrete Centre spreadsheets but they do not cover crack widths for bending andtension. The papers by Erhard Kruger and Erhard Kruger and Robin Atkinson (Structural Engineer 17 Sept 2002 and 14May 2005) have been used for this. It has been checked against hand calculations and text books.

RACalc by

Part of StructureRC VERIFY

Section

Project

Enter Pi or Pc or Pe or Pc and Px and Py dims. Enter Shear x β & UDL value w. Initially, set leg dia to 0 and if thedisplayed Dout is less than 1.5D (BS) or 2.0D (EC2), no legs are required. Otherwise, enter leg dia, outwards spacingand transverse spacing for BS or basic and additional perimeter nrs for EC2. See following for EC2.

EC2 gives a simply supported span /depth ratio of 20 for 0.5% As1, C30 and a service reinf stress of 310 N/mm² which isequivalent to the BS8110 value. When this is multiplied by 20 and the structural system (which converts it to other spantypes) it gives the usable span / depth ratio.

F+ is extra Face 1 or side or longitudinal torsion bars. For bundled bars, enter B1 for once or B2 for twice. For bars inlayer 3 (F1a), enter L3 and it will place bars at F1 centres with a vertical gap equal to 1.1 x Max of (max bar dia or 2/3 AggSize). Enter Lnr (i.e L50) to set a larger gap. For bars vertically bundled once, enter V. For column side bars (one eachside), enter S1. For torsion longitudinal bars enter 4 or more.

CIRIA C660 introduces a more rigorous shrinkage end or side or internal restraint approach than BS8007 & C91. It isdisabled by entering N/A which allows the traditional BS8007 and C91 design to be followed.

How Do I Design For Punching Shear

Set axial load to 0. Set Mred / M (δ) value; max (no red) = 1.0 for EC2 and or 0.9 for BS and min for Reinforcement ClassB & C = 0.7 and for Class A = 0.8. This will set a maximum neutral axis distance = Xu, normally (δ - 0.4)D. The N - Mmethod calculates X due to bending only based on ultimate equilibrium but to ensure, in this case, that the reinforcementyields first and large rotations can occur, the maximum value of X is limited to Xu. An alert will appear in the M output if X> 0.6 (EC2) and > 0.5 (BS) when δ =0 and N is less than 100kN. The compression capacity will be reduced if Xu < X andthe section is no longer in ultimate equilibrium. If the section fails because of δ, add or increase compressionreinforcement. See X & Xu Chart.

What Is The C660 Restraint

Rev

Check byNov 2008 Nov 2008

0.091 32 N/mm²

Where legs are required, a minimum of 2 perimeters are provided.All radials start at a spacing interval that is within 1.5D of the Outer Perimeter Uout.Basic (capacity design) radials must continue to between 0.3D & 0.5D from the support face.

It also allows a direct comparison with the equivalent BS design. Enter spacing instead of nr.

9000

If Dout is ≤ 2.0 (which sets Control Perimeter U1), no legs are required, section is satisfactory.

The xD factor (Dout) where the concrete is sufficient without shear legs (Uout) is displayed in the output.You can check that the Cap Ratio = 1.0 when this value is entered into the xD data field.

The diagram will show the support, U1 perimeter in red and Uout perimeter in blue.

Check capacity, transverse St/D and %As and adjust dia, radial spacing and nrs to comply.

Enter radial spacing at 0.75D or less and start by making additional radials number (nra) equal to 0.

With Shear Legs

Enter radial distance from support to 1st Leg (Sr1) ensuring that it is between 0.3D and 0.5D.

Set xD factor to 2.0 and enter leg dia and basic nr of legs. Keep to rules below.

Principles

Additional shorter radials may be added to satisfy spacing and minimum %As requirements.

Note: For punching shear the strut angle θ is not adjustable.

Part of Structure

Copyright © 2008HAC

Set leg dia, radial (outward) spacing (Sr) and transverse (perimeter) nrs (nr and nra) to 0.

The program checks the support perimeter Uo and displays Uo Fail if Cap Ratio is > 1.If Uo check is unsatisfactory, increase the slab thickness or add a column head.

Radial (outwards) spacing of the legs must not exceed 0.75D. Capacity is increased with closer spacing.

Enter the Punching Shear Value remembering to multiply the analysis load by the appropriate Beta.Enter Px and Py Support Dimensions. If circular, type Dia instead of the Py value.

This will cause the output to display Punching Shear related values.

Spacing / D (St/D) and %As are displayed according to the entered xD value and non compliance is shown.

Without Shear Legs

The whole EC2 procedure is quite complex at first but with practice this method is quite practical.

Note: basic nr of legs = nr of spaces + 1 for Pc, Pe, and Pr. Spaces = nr for Pi.

3 columns will be required to demonstrate full compliance at U1, Dri, Drout. The diagram is not essential.

The output displays the perimeter U appropriate to the xD factor for info and for checking purposes.

Set xD factor to Dro and adjust nrs to ensure that the perimeter spacing and As% comply.The output displays the xD factor for the maximum (outer) leg perimeter (Dro).

Note: nr of additional radials will be basic nr -1 for Pc, Pe and Pr. i.e. typically, for Pr, nr = 10 and nra = 9.If required, add additional intermediate radials to satisfy non capacity requirements.

Spaces must be a whole number (≤12) per quadrant. i.e. typically, for Pr, nr = (3 x 3) + 1 = 10.

Alternate backwards and forwards between xD factor = 2.0 and Dro and Dri, trying various options.

Job refRC VERIFY

RA

Capacity is calculated on the basic number of legs around the contol perimeter (U1) at 2.0D.The method is based on multiples of the Average Effective Depth (D) from support face.

Section Calc byE

Project All Rights Reserved

Date

Calc Sheet noDEMONSTRATION SHEET

Enter the appropriate Punching Shear Type, Pi, Pe, Pc or Pr (see earlier).

Additional allternate radials may stop at Dri if they are not required closer to the support.

Minimum area of leg per (transverse x radial) area must not be be less than:- % for Fck =

Date

EC2 Punching Shear Design

Howes Atkinson Crowder LLP

The shear value may be adjusted according to the udl load within the perimeter for foundation bases.

REINFORCEMENT

Perimeter spacing must be (≤2.0D outside and ≤1.5D inside and on U1).

RC