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STEVE MORGAN ASSOCIATES COl^ULTING ENGINEERS

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C A L C U L A T I O N SHEET " V P

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2. C A L C U L A T I O N SHEET

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STEVE MORGAN ASSOCIATES CONSULTING ENGINEERS

Project Number (OT^2.^<?7

Project Tttle f ^ l l O ' r O l CXx>\i^

-A . Subject VCP LooW t > . a ^

Sheet No MK

Date Made

57201-0

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CSC • TEDDS' Steve Morgan Associates

Consulting Engineers

Prcject

Section

Calaby

M

Pollarel Close

Ret wall Base

Date

07/06/2010

Chk-dby Date

Job Ref

1082997

Sheet noVrev

1

Appdhy Date

STRIP FOOTING ANALYSIS AND DESIGN (BS8110-1 1997)

-H 100 )•- -1200-

TEDDS calculation version 2.0 02.00

-H 100|*-

T zoo

f 250 i

-1400-

570kN/ln

Stnp footing details

Width of stilp footing

Depth of sti ip footing

Depth of soil over shfip footing

Density of concrete

Load detai ls

Load widti i

Load eccentncity

Soil detai ls

Dense moderately graded sub-angular gravel

Mobilisation factor

Density of soil

Design shear strengtii

Design base fncOon

/MIowable beanng pressure

Axia l loading on s t r ip footing

Dead axial load

Imposed axial load

Wind axial load

Total axial load

Foundation loads Dead surcharge load

Imposed surcharge load

B = 1400 mm

h = 250 mm

hson = 200 mm

pcmc = 23 6 kN/m^

b = 1200 mm

ep = 0 mm

m = 1 5

pscii = 200kN/m3

^ = 25 0 deg

8 = 1 9 3 deg

Pbeaiing = 75kN/m*

PG = 52 0 kN/m

PQ = 0 0 k N / m

Pw = 0 0 k N / m

P = 5Z0 kN/m

FGSUT = 10 000 kN/m*

FQsur = 0 000 kN/m*

STOKNAn

CSC•TEDDS Steve Morgan Associates

ConsuIBng Ei^lneers

Project

Section

Caicby

M

Pollard Close

Ret wall Base

Date

07/06/2010 Oikdby Date

Job Ref

1082997

Sheet noJiBv

2

Appdby Date

Stiip footing self weight

Son self weight

Total foundation load

Calculate base reaction

Total base reacbon

Eccentncity of Ijase reaction in x

Calculate iiase pressures

Minimum base pressure

Maximum base pressure

Partial safe^ factors for lc»ds

Partial ssSet factor for dead loads

Partial ^ le ty factor for imposed loads

Partial safety factor for wind loads

Ultimate axial loading

Ultimate axial loading

Ultiimte foundation loading

Ultimate foundation loading

Ultlnrate horizontal loading

Ultimate honzontai loading

Ultiinate moment on foundation

Ultimate moment

Calculate ultimate t>ase reaction

Ultimate base reaction

Eccentncity of ultimate base reaction

Calculate ultimate pad base pressures

Minimum ultimate bass pressure

Maximum ultimate base pressure

Calculate base lengths Left hand length

FJight hand length

Calculate rate of change of base pressure

Lengtii of base reacbon Rate of change of base pressure

Calculate ultimate moment

Ultimate moment

Material details

Charactenstic strength of concrete

Fs«» = hxpconc = 5 900kN/m*

Fsoi) = hsoB X psos = 4.000 kN/m*

F = B X ( F ( ^ + Fosur + Fswt + Fson) = 27 9 kN/m

T = F + P = 7 9 ^ k N / m

er=(Pxep + M + H x h ) / T = Omm

Base reaction acts within middle third oftxise

qi = ( T / B ) X (1 - 6 X e r / B ) = 57 043 kN/m*

q2 = ( T / B ) X (1 + 6 X e r / B ) = 57 043 kN/m*

qniin = min(qi qz) = 57 043 kN/m*

qnia< = max(qi qz) = 57 043 kN/m*

PASS - Maximum base pressure is less than allowable bearing pressure

yfs = ^AO

yfQ = 1 60

yiw = 0 00

I

Pu=PGxyfB + PQxy iQ+Pwxy iw = 7 ^ 8 kN/m

Fu = B X KFGSUT + Fswi + Fsoo) X yrs + Fosur X yio] = 39 0 WM/m

Hu = Hex y is+HQxyra +Hwxy fw = 0 0 kN/m

Mu = MBxyfQ + MQxyjQ+Mwxyiw = 0 000 kNm/m

T„ = Fu-i-Pu = 1118kN/m

eni = (Pu X ep + Mu + Hu X h ) /Tu = 0 mm

qiu = (Tu / B) x (1 - 6 X en, / B) = 79 860 kN/m*

qzu = (Tu / B) X (1 + 6 X eiu / B) = 79 860 kN/m*

qirtnu = min{qi qzo) = 79 860 kN/m*

qmaa, = max(qiu qzu) = 79 860 kN/m*

BL = B / 2 + ep = 700 mm

BR = B / 2 - e p - 7 0 0 m m

Bx = B = 1400 mm

Cx = (qzu - qiu) / Bx = 0 000 kN/m*/m

Mx = (qiu-Fu/B)xBL*/2+CxxBL3/6 = 12.740 kNm/m

feu = 35 N/mm*

CSC•TEDDS Steve Morgan Associates

Consulting Engineers

Project

Section

Calcby

M

Pollard Close

Ret wall Base

Date

07/06/2010 ChkUby Date

Job Ref

1082997

Sheet noJrev

3

Appdby Date

Charactensbc strengtii of reinforcement

Charactenstic strength of shear reinforcement

Nominal cover to reinforcement

Moment design

Diameter of tension reinforcement

Depth of tension reinforcement

fy = 500 N/mm*

V = 500 N/mm*

Cnom = 30 m m

(|iB = 1 0 m m

d = h Cnom i t )B/2 = 2 1 5 m m

I3^ ign formula for rectangular beams (cl 3 4 4 4)

Lever ami

Area of tension reinforcement required

Minimum area of tension reinforcement

Tension reinforcement provided

Area of tension reinforcement provided

K=Mx/(d*x feu) = 0 008

K" = 0156

K < K compression reinforcement Is not required

z = dxmin([0 5 + V(0J25 K/09) ] 095) = 204mm

As.ieq = Mx/ (0 87Xfyx z) = 143 mm*/m

As_min = 0 0013 x h = 325 mm*/m

10 dia bars @ 200 centres bottom

A3_B_piDv = it X 4>B? / (4 X S B ) = ^ 3 mm*/m

PASS - Tension reinforcement provided exceeds tension relnfbrcement required

Calculate ultimate shear force at distance d from face of wall

Ultimate shearforce at fece of load Vsu = ( q i u - F u / B ) x ( B t - b / 2 - d ) - C x x ( B L - b / 2 - d ) * / 2 = -5.980

kN/m

Shear stresses at distance d firom foce of wall (cl 3 5.5.2)

Design shear stress Vsu = Vsu / d = -0 028 N/mm*

From BS 8110 Part 1 1997 - Table 3 8

Design concrete shear sb^ess Vc = 0468 N/mm*

Allowable design shear stress Vmax = min(0 8N/mm* x V(feu / 1 N/mm*) 5 N/mm*) = 4733 N/mm*

PASS Vsu < Vc No shear reinforcement required

10 dia bars @ 200 c/c btnr

r - ^ - " "••-•v.ta.ww - * * " ^ • • • S r ^ V r r - ^ - 'f iB i i rM i rT^ f ' ^ ^

introduction

The unit has a plain cor»crete finsh as struck from the mould

Either 2No or 4No 30mm diameter holes are formed through

the base for anchorage depending on the wall height Additional

holes are provided through the stem for lifting and for the

attachment of strapping if required

Design Cnteria

Designed in accordance with Eurocode Basis of structural

design (BS EN 1990 2002) and Eurocode 2 Design of concrete

structures (BS EN 1992 1 1 2004) as well as BS 8110 1 1997

Concrete grade C35/45 to BS 8500 1 2006 Nominal cover to

reinforcement is 45mm (minimum cover = 40mm + ^ c ^ ^ =

5mm) Units designed to retain adequately drained material

wrth a BullTclensity^ofJSkN/nr^n either or both sides - either

level wrth the top of the wall with a mSarnum'surcharge off

lOkN/m*/??at a maximum iricliriel^ 32 5°to'th/wall If required

weepholes can be formed dunng casting It is usual to allow a

10mm joint as tolerance between units to absorb creep Non

standard angles and reduced width closer units can be supplied

consultation at design stage is recommended Customised unrts

can be manufactured wrthin the range of standard sizes to suit

specific applications

Foundatons

Tliefoundaffionriquiiimentr^guld be determined by a.qualrfied'

engineer Dnits placed on a conaete foundation should be bedded

on mortar and wedged to attain conrect alignment Where it is

necessary to anchor the unit to the foundation see "Stability

Stability

Anchors compnse of T20 high yield defonned bar and two

part polyester resin mortar e g Risroc Lokset S or equal used

in accordance with the manufacturer's instructions Position the

retaining wall units onto the concrete foundation and align using

a mortar bed and shims as required Using the 30mm diameter

holes m the unit base as a guide drill into the foundation to the

required depth Pour sufficient mixed resin into the hole first then

insert the T20 bar so that it is just below the surface of the unit

and completely encapsulated in resin

Important points to remember DnII suffiaent holes to allow the

use of a complete batch of mixed resin The mortar is placed

in the hole first Follow the resin manufacturer s instructions for

placing the anchor bars into the resin When correctly fitted the

bars should finish below the surface of the wall unrt completely

encapsulated in resin

ferti l iser and silage root crops and gram aggregates and road salt nver banks fuel stores slurry and waste structural walling

standard Sizes CHeighti,mm4^VVicitKrnfm;straii(Ht unit •Wiiithimm.ceirneruriit(s);.:T?Weights^raight;unit: : 2^

1000

1500

1750

2000 2500

^000,.)?

^50 l i

1000

1000

1000 1000 1000

1000

1000

1000

1000

1000

1000

1250

1500 sections 1 & 2

1300 1000 sectrcins T &2sec t ions3&4

394 kg

631 kg

761 kg 890 kg

1316 kg

1740 kg

2596 kg

686 kg

1046 kg

1230 kg 1400 kg

2500 kg 2070 kg sections 1 & 2

2460 kg 2532 kg sections 7 &2sect ions3&4

The loading 18 kN/m^ b approxlntatefy a buft density of l&Xi kg/iv^

Anchors for Standard Conditions •'-:Uhit;:''|'iMinimum;cmBed'm¥nf5|lH';tf^

1000

1500

1750

2000

2500 3000

3000 3750

3750

foundation (mm)

125

125

125

125 200

200

200 200

200

Unit (mm)

115

124 130

133

151

165 165

195

195

No Siype

2No T20

2No T20

2No T20

2No T20

2No 120

2No 120 2No 120 2No T20

2No T20

Length (mm)

275

290

290 290

400 400 430

430

475

J ' J l - ' - . . ; - v - - •-._ — r : , . - I

> - J < - . ^ ~ ' • • v — J - ' - " « - —- '"- '^,11 ~ ' i t f j - . - ' ' . J

Handling and Installation

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1 ^ 2 ^ ts*ii£SL^i-j=iXi:5^j ljj>:--'l\:«<=i.r;..'^??if:>j !.--:..iv::vr--'ri:^&::r:i

Units are delivered laid down on their edge and are fitted wrth for use in conjunction with the customer's plant to upnght and

2No recessed Irftmg anchors To assist the customer s aane driver erect (2 3 and 4) Conformity vwth oirrent lifting legislaition

to off load each deliveiy vehicle cames quick release loops to suit and vehicle off loading Is the customer's responsibility

these arKhors (1) Separate instaliaton shackles may be purchased