Calculation Sheets

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CONSULTING ENGINEERS
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CSC•T€DDS
Steva Moi^n Associates
Consulting Engineers
Project
Section
Gate, by
M
RETAINING WALL ANALYSIS (BS 8002 1994)
Wall details
Retaining wall type
Height of retaining wall stem
Thickness of wall stem
Length of toe
Length of heel
Overall length of base
Thickness of l)ase
Depth of downstand
Positon of downstand
Thickness of downstand
Height of retaining wall
Depth of cover in front of wall
•^5^"
Depth of unplanned excavation
Height of ground water behind wall
Height of saturated fill above base
Density of vi/all construction
Density of base construction
Angle of rear face of wall
/\ngle of soil surtece behind wall
k-
Effective height at virtual back of wall
Retained matenal details
Mobilt^bon factor
»»* KfeBa%.
Pollard Close
/Plqt;;lftRW hstem=3000mm^
Date
22/04/2010
-2450-
-2400-
-3200-
Chkdby
—>|«45eH350|^
53kN/m
II
1%
Unpropped cantitever
hstem == 3000 mm
trail = 450 mm
Itoa = 2400 mm
Iheai = 350 mm
^ ^ ^
Ibass = Itoe + Iheal + twoll = 3200 mm
tbasa = 350 mm
dds = 0 mm
Ids = 1300 mm
tds = 350 mm
hwan = hstem + tbase + dds = 3350 mm
dcover = 450 mm
daxc = 450 mm
hwater — 0 mm
Job Ref
Sheet no/rev
1082997
Date Appdby Date
SkN/nf
hsat = max(hwater tbase - dds 0 mm) = 0 mm
•yvvai = 23 6 kN/m^
Ybasa = 23 6 kN/m^
a = 90 0 deg
P = 0 0 deg
heff = hvrai + Iheal X tanO) = 3350 mm
M = 15
TEDDS calculation version 1 2.01 00

CSC•TEDDS
Steve Morgan Associates
Consulting Engineers
Project
Section
Gate, by
M
Pollard Close
Ploti RW hslem=3000mm
Date
22/04^010
Moist density of retained material > = 18 0 klM/m^
Saturated density of retained matenal ^s = 21 0 klM/m^
Design shear strength ^ = 24 2 deg
Angle of wall fhcton 5 = 18 6 deg
Base material details
Moist density
Design shear strength
Design base fhction
Allowable beanng pressure
Using Coulomb ttieory
Active pressure coefficient for retained matenal
Ymb = 18 0 mirrP
i|ib = 24.2 deg
5b = 18 6 deg
Pbaaibig = 75 kN/m^
ChKdby Date
Job Ref
Sheet no Jrev
1082997
2
Ai^dby Date
Ka = sin(a + ^f/ (sin{a)2 x sin(a 5) x [1 + V{sln{(|> + 5) x sin(^ - P)/ (sin(a 5) x sin{a + P)))F) = 0 369
Passive pressure coefficient for base material
At rest pressure
At rest pressure for retained material Ko = 1 - sin{(t>) = 0 590
Loading details
Surcharge load on plan
Applied vertical dead load on wall
Applied vertical live load on wall
Position of applied vertcal load on wall
Applied honzontal dead load on wall
Applied honzontal live load on wall
Height of applied honzontal load on wall
.^ yA
25 0
Kp = sin(90 i|i bf I {sln{90 8b) x [1 - V(sin(it> b + &) x sin(i|> b) / (sin(90 + 8b)))F) = 4187
Surcharge = 7^ kN/m^
Wdaad = 45 0 kN/m
Wov9 = 75kN/m
Lad = 2450 mm
Fdaad = 0_0 kN/m
Fiivs = 0^ kN/m
hioad = 0 mm
"'fnnfflnnnu;'
53
P4 4
2 6 21 1
Loads shown In kN/m pressures shown In kN/m*

CSC•TGDDS
Steve Morgan Assodates
Consulting Engineers
Vertical forces on wall
Wall stem
Wall base
Surcharge
Moist backfill to top of wall
Soil in front of wall
Applied vertical load
Total verflcal load
Horizontal forces on wall
Surcharge
Moist backfill above water teble
Total horizontal load
Project
Section
Calculate stability against sliding
Cal&by
M
Passrve resistance of soil in front of wall
Resistance to sliding
Overturning moments
Surcharge
Moist backfill above water table
Total overturning moment
Restoring moments
Wall stem
Wall base '
Moist backfill
Design vertical dead load
Total restonng moment
Check stability against overturning
Total overtuming moment
Total restoring momeirt
Check beanng pressure
Surcharge
Soil in front of wall
Design vertical live load
Total moment for bearing
Total vertical reaction
Distance to reaction
Eccentricity of reaction
Beanng pressure at toe
Beanng pressure at heel
I
PoUard Close
Ploti RWhstem=3000mm
Date
22/04/2010
Chkdby Data
Wiran = hstein X tvoD X Yviaa = 31 9 kN/m
VWbasa = Ibasa X tbase X Ybase = 26 4 kN/m
vfeur = Surcharge x iheai = 26 kN/m
Win_w = Ihasl X (hstam hsal) x ym = 18 9 kN/m
Wp = hooX dcover X ymb = 194 kN/m
Wv = Wdaad + Wnva = 525 kN/m
Job Ref
Sheet no^rev
1082997
3
Appdby Data
Wtotal = Wvaa + Wbass + Wsur + Wnuw + Wp + Wv = 151 8 kN/m
Fsur = Ka X cos(90 a + 5) x Surcharge x hag = 8 8 klM/m
Fin.a = 0 5 X Ka X cos(90 - a + 5) X Ym X (hoH hwatei)? = 353 kN/m
Ftolal = Fsur + Fni_a = 441 kN/m
Fp = 0 5 X Kp X C0S(5b) X (deovar + tbasa + dds - dgasf x ymb = 4^ kN/m
Fres = Fp + (Wtotal - Wsur - Wp - Wave) X tan(5b) = 455 kN/m
PASS ' Resistance force te greater than sliding force
Msur=Fsurx{h89 - 2 X dds) / 2 = 14.7 kNm/m
Mm_a = Fm_a x (half + 2 x hvtatar - 3 x dds) / 3 =» 39J5 kNm/m
Mot = Msur + Mm_a = 54.2 kNm/m
MwaD = Wivaa X (hoa + twan / 2) = 836 kNm/m
Mbasa = Wbasa X kasa / 2 = « 3 kNm/m
Mni_r = (Whuw X (base - Iheal / 2) + Wtn_3 x (base Iheal / 3)) = 57 2 kNm/m
Mdead = Wdead x Wd ^110 3 kNm/m
Mresl = MwaO + Mbase + MITLT + Mdaad = 293.3 kNm/m
Mot = 54.2 kNm/m
Mfest = 293 3kNm/m
PASS Restoring moment is greater than overtuming moment
Msur_r = Vfeur X (base Iheel / 2) = 7 9 kNm/m
Mpj-= wk) X Itoe / 2 = 233 kNm/m
Move = Wiive X lioad = 18 4 kNm/m
Mtoiai = Mrest Mot + Msur_r + Mp_r + Mnva = 288.8 kNnr/m
R = W,otai = 1518 kN/m
Xbar = Mtotal / R = 1903 mm
e = abs({lbase/2) Xbar) = 303 mm
Ptoe = (R/lbas9) (6xRxe/lbas8^) = 205kN/m2
Phsel = (R/ Ibasa) + (6 X R X e / Ibase^ = 744 kN/m^
Reaction acts withm middle third of base
PASS Maximum bearing pressure Is less than allowable beanng pressure

CSC • TEDD5
Steve Morgan Associates
Consulting Hn^eers
Project
Section
Cal&by
M
RETAINING WALL DESIGN (BS 8002 1994)
Ultimate limit state load Actors
Dead load factor
Live load liactor
Earth and water pressure factor
Factored vertical forces on wail
Wall stem
Wall base
Surcharge
Moist backfill to top of wall
Soil in front of wall
Applied vertical load
Total vertical load
Factored horizontal at-rest forces on wall
Surcharge
Moist backfill above water table
Total horizontal load
Passive resistance of soil in front of wall
kN/m
Factored overtuming moments
Surcharge
Moist backfill above water table
Total overtuming moment
Restoring moments
Waflstem
Wall base
Surcharge
Moist backfill
Soil in front of wall
Design vertical load
Total restonng momerrt
Check stability against overturning
Total overtuming moment
Total restonng moment
Factored bearing pressure
Total moment for beanng
Total vertical reaction
Distance to reaction
Eccentncity of reaction
Beanng pressure at toe
Beanng pressure at heel
Pollard Close
Ploll RW hstem=3000mm
Date
22/04/2010
yiji = 1.4
YLi = 1 6
VLe = 1.4
Chkdby Date
WwalJ = YL«I X hstam X twan x ywaD = 44 6 klM/m
WbaseJ = yi.

CSC•TEDDS
Steve Morgan Associates
Consulting Englneeis
Rate of change of base reaction
Beanng pressure at stem / toe
Beanng pressure at mid stem
Beanng pressure at stem / heel
Project
Sectton
Caicby
M
Pollard Close
Plotl RW hstem=3000mm
Date
22A)4/2010
Design of reinforced concrete retaining wall toe (BS 8002 1994)
Material properties
Charactenstic strength of concrete
Charactenstic strengUi of reinforcement
Base details
Minimum area of reinforcement
Cover to reinforcement in toe
Calculate shear for toe design
Shear from beanng pressure
Shear from weight of base
Total shear for toe design
Calculate moment for toe design
Moment from beanng pressure
Moment from weight of liase
Total moment for toe design
k
Check toe in bending
Widtii of toe
Depth of reinforcement
Constant
Lever arm
o
Area of tension reinforcement required
Minimum area of tension reinforcement
Area of tension reinforcement required
Reinforcement provided
Area of reinforcement provided
200-
Chkdby Date
rate = (Ptoe_f Pheel f) / Ibase = -3 43 kN/m'/m
JobRsf
Sheet no7rev
1082997
5
AppVJby Date
Pstsm_toe_f = max(pheai.f + (rateX (ihaai + t«ran)) 0kN/m*) = 698klM/m*
Pstem_mid_t = max(pheei_f + (rate X (beai + twaB / 2)) 0 klM/m*) = 70 5 kN/m*
Pstem_haei_f = max(phae(.t + (rate x Iheel) 0 kN/m*) = 71 3 kN/m*
feu = 35 N/mm*
fy = 500N/mm*
k = 013%
CtoB = 30 mm
Vtoe_bear = (ptoej + PstBra_toa_f) x Itoa / 2 = 157 6 kN/m
Vtoe_wt_base = yf_d X ybase x Itoe X tbase = 27 8 kN/m
Vtoe = Vtoejjear Vine_wt.basa = 129 8 kN/m
Mtoejjear = (2 x ptoej + Pstam_mld_f) X (hoe + t««aD / 2)^ / 6 = 222 4 kNm/m
MiDe_vA.i>asB = (y»_d x ybasa x tbase x (W + twai / 2)^ / 2) = 39 8 kNm/m
Mtoe = Mtoe_b8ar - MtoB_vit.base = 18Z5 kNm/m
b = 1000mm/m
dtoe = tbase - Ctoe - (l|>toe/ 2) = 310 0 mm
Ktoe = Mtoe / (b X dtoe* x feu) = 0 054
Compression reinforcement Is not required
ztoe = min(0 5 + V(0 25 (min(Kto6 0 225) / 0 9)) 0 95) x dioe
zioa = 290 mm
As_toa_da3 = Mtoa / (0 87 X fy X Ztoe) = 1447 mm*/m
As_toe_min = k X b X tbase = 455 mm*/m
As_toB_req = Max(As_toe_das As_toe_min) = 1447 mm*/m
20 mm dia bars @ 200 mm centres
As_toe_prov = 1571 mm*/m
PASS - Reinforcement provided at the retelning wall toe Is adequate

CSC • TEDDS
Steve Morgan Associates
Consulting Engirteers
Check shear resistance at toe
Design shear stress
Allowable shear stress
Project
Sectton
Calaljy
M
From BS8110 Part 1 1997-Table 3 8
Design concrete shear stress
Pollard Close
Ploti RWhstBm=3000mm
Data
22A)4/2010
Design of reinforced concrete retaining wall heel (BS 8002 1994)
Material properties
Charactensbc strengtii of concrete
Charactenstic strength of reinforcement
Base detcdls
Minimum area of reinforcement
Cover to reinforcement m heel
Calculate shear for heel design
Shear from beanng pressure
Shear firom weight of base
Shear from weight of moist backfill
Shear from surcharge
Total shear for heel design
Calculate moment for heel design
Moment from bearing pressure
Moment from weight of base
Moment from weight of moist backfill
Moment from surcharge
Total moment for heel design
JL±.
Check heel in bending
Width of heel
Depth of reinforcement
Constarrt
Lever arm
1+100-H
Chkdby Data
vioe = Vtoe / (b X dtoa) = 0 419 N/mm*
Job Ref
Sheet noTrev
1082997
6
App-d by Data
vadm = min(0 8 x V(feu /1 N/mm*) 5) x 1 N/mm* = 4 733 N/mm*
PASS - Design shear stress is less than maximum shear stress
vojoe = 0 601 N/mm*
feu = 35 N/mm*
fy = 500 N/mm*
k = 013%
Cheei = 30 mm
Vfoe < vc foe - Wo Shear reinforcement required
Vhaeljjaar = ((>heeU + Pstamjieeu) X Ihaal / 2 = 25.2 kN/m
Vheslj«l.base = yf_d x ybasa X Iheal X tbase = 4 kN/m
Vheel_wt_m = WmjivJ = 26 5 kN/m
Vheel_sur = WfeurJ = 4^ kN/m
Vhaal = VheeLbeai' + VheeLwtJiasa + VheeUvUn. •*" Vheel_sur = 9_5 kN/m
Mheel_baar = (2 x phaeU + PstBm_irtd_f) ^ (Ihsd + tifcail / 2)* / 6 = 119 kNm/m
Mheel_v»t_base = (yf_d X ybase X tbase X (beei + twall / 2)* / 2) = ^9^ kNm/m
MhBal_v«t_m = Wnjvf X (beel + twao) / 2 = JOS kNm/m
Mheel_sur = WsurJ x (baal + twao) / 2 = 1_7 kNm/m
Mhaal = Mheel_bear + MheeLwUtasa + Mheel_wUn + Mrieel_sur = ^^ kNm/m
b = 1000 mm/m
dhasi = tbase - Cheel — (ijlhEel/ 2) = 314 0 mm
Kheel = Mheel / (b X dheel* X feu) = 0 001
Compression reinforcement is not required
Zheal = min(0 5 + V(0 26 (min(Kheal 0 225) / 0 9)) 0 95) X dhaal

CSC • TGDD5
Steve Morgan Associates
Consulting Engineers
Project
SecUon
Calcby
M
/Vrea of tension reinforcement required
Minimum area of tension reinforcement
Area of tension reinforcement required
Reinforcement provided
Area of reinforcement provided
Check shear resistance at heel
Design shear stress
Allowable shear stress
FromBS8110 Part 1 1997-Table3,8
Design concrete shear stress
Pollani Close
Ploti RWhstem=3000mm
Date
22/04/2010
Zheei = 298 mm
Chkdby Date
As_heel_des = Mheal / (0 87 X fy X Zheal) = 18 mm*/m
As_hael_mln = k X b X tbasa = 455 mm*/m
Job Ref
Sheet noJrev
A3_hrat_req = Max(As_heel_das /^JiraUrtn) = 455 mm*/m
B1131 mesh
As_he^jMov = 1131 mm*/m
1082997
7
Appdby Date
PASS Reinforcement provided at tlie retaining vail heel Is adequate
Vheel = Vheel / (b X dheel) = 0 030 N/mm*
Vadm = min(0 8 x >/(feu /1 N/mm*) 5) x 1 N/mm* = 4.733 N/mm*
PASS - Design shear stress Is /ess tftan maximum shear stress
Vc heal = 0 534 N/mm*
Design of cavity reinforced masonry retaining wall stem BS562&-2 2000
Wall details
Thickness of outer leaf of wall
Thickness of inner leaf of wall
Thickness of reinforced cavity
Depth of stem reinforcement
Masonry details
Masonry type
Compressive strengtti of units
Mortar designation
Category of manufactonng control of unite
Partial safety factor for matenal strengtti
-275-
touter = 100mm
timer = 100 mm
tcavlly = twall touter tnnar = 250 mm
dstem = 310 mm
Aggregate concrete blocks no voids
Puna = 10 0 N/mm*
M
Normal
ynm = 2 3
Characteristic compressive strength of masonry
Least honzontal dimension of masonry units buna = 100 0 mm
Height of masonry units
huntt = 215 0mm
Ratio of height to least horizontal dimension
From BS5628 2 Table 3d mortar ii
ratio = hunii / txjnit = 2.2
Vheel < Vc_beei - No Shear reinforcement required

CSC•TEDDS
Steve Morgan Associates
Consufflng Engineers
Project
SecSon
Characteristic compressive strength
Calaby
M
Factored horizontal at rest forces on stem
Surcharge
Moist backfill above water table
Calculate shear for stem design
Shear at base of stem
Calculate moment for stem design
Surcharge
Moist backfill above water table
Total moment for stem design
Check maximum design moment for wall stem
Width of wall
|y/la}dmum design moment
Check wall stem in bending
Moment of resistance factor
Lever arm factor
Lever annn
Area of tension reinforcement required
Minimum area of tension reinforcement
Area of tensfon reinforcement required
Reinforcement provided i
Area of reinforcement provided
Check shear resistance at wall stem
Pollard Close
Ploti RWhstem=3000mm
Data
22A)4/2010
1k=ilN/mm*
Chkdby Date
Job Ref
Sheet no^v
1082997
8
AppMby Data
Fs_surj = yuxKox Surcharge x (hen-tbaso dds) = 21 2 kN/m
F3_m_a_f = 0 5 X yi_e X Ko X ym X (hair Ibase- dds - hsat)* = 66 9 kN/m
Vstam = Fs_sur_f + Fs,m_^f = 882 kN/m
Ms_sur = Fs_siirj x (hstem + tbase) / 2 = 35 6 kNm/m
Wfc_m_a = Fs_in_a_tx (2x hsat + haff-dda + tbase/2)/3 = 786kNm/m
Msiem = M3_sur + Ms_nua = 114J2 kNm/m
b = 1000 mm/m
Md_stero = 0 4 X lit X b X dstsm* / ymm = 1361 kNm/m
PASS - Applied moment is less than maximum design moment
Design shear stress Vstam = Vstam / (b x dstam) = 0 284 N/mm*
Basic charactensbc shear sbrength of masonry fvbas = minIO 35 + (17 5 x As_stenu>rov / (b x dstam)) 0 7] x 1 N/mm*
Shearspan
Cfiaractenstic shear sb^ngtii of masonry
Allowable shear stress
Check limiting dimensions
Limiting span/effecbve depth ratio
Actual span/effocbve depth ratio
Axial load check
Factored a^dal load on wall
Limiting axial load
Q = Mstem / dstam* = 1J88 N/mm*
Q = 2xcx(1 C)xfk/ymm
0 = 0787
zstem = min(0 95 c) x dstem = 243.8 mm
As.stenudes = Mstem X yms / (^ x Zstertr) = 1077 mm*/m
As_stam_min = k x b-x twai = 585 mm*/m
As_stBm_req = Max(As_stBm_

CSC > TEDDS
Stevs Morgan Associates
Consulflng Engineers
Prefect
Sectfon
Cal&by
M
Indicabve retaining wall reinforcement diagram
Too relnforcement-
Pollard Close
Ploti RWhstem=3000mm
Date
22/04/2010
Toe bars 20 mm dia @ 200 mm centres - (1571 mm*/m)
Heel mesh - B1131 (1131 mm*/m)
Stem bars 20 mm dia @ 275 mm centres C1142mm*/m)
Chkdby Date
=•, #
•4-
^ -
Job Ref
Sheet noTrev
Stem rebiforcein eirt
1082997
9
Appdby Data
-Heel reinforcement

CSC >TEDDS
Steve Morgan Associates
ConsuWng Engineers
Project
Section
Cate.by
M
RETAINING WALL ANALYSIS (BS 8002 1994)
Wail details
Retaining wall type
Height of retaining wall stem
Thickness of wall stem
Length of toe
Length of heel
Overall lengtti of base
Thickness of base
Depth of downstand
Position of downstand
Thickness of downstand
Height of retaining wall
Depth of cover in front of wall
Depth of unplanned excavation
Height of ground water behind wall
Height of satijrated fill above base
Density of wall construction
Density of base construction
/Xngle of rear face of wall
/\ngle of soil surface behind wall
Effective height at virtual back of wall
Retained material details
Mobilisation factor
Pollard Close
Plori"'RWhs=300 0mm no point loaa
Date
22/04/2010
H 1400 >|^460 >+*35'>H
-2200-
Chkdby Date
Unpropped cantilever
hstem = 3000 mm
twag = 450 mm
Itoe = 1400 mm
Inaei = 350 mm
base = Itoe + Iheel + turaU = 2200 mm
tbasa = 350 mm
dds = 0 mm
Ids = 1350 mm
tds = 350 mm
hviaii = hstem + tbase + dds = 3350 mm
dcovar = 450 mm
daxc = 450 mm
hv»ater = ^ mm
hsat = max(hv«atBr tbase dds 0 mm) = 0 mm
ywafl = 23 6 mjrrP
ybasa = 23 6 kN/m^
a = 90 0 deg
P = 0 0 deg
heff = hwaD + baei X tan(P) = 3350 mm
M = 15
Job Ref
Sheet noTrev
1082997
10
Appdby Date
TEDDS calculation veiston 1J2.01 00

CSC•TEDDS
Steve Morgan Associates
Consulting Engineers
Moist density of retained matenal
Project
Secflon
Calcby
M
Saturated density of retained matenal
Design shear strength
Angle of wall miction
Base matenal details
Moist density
Design shear strengtti
Design base friction
Allowable bearing pressure
Using Coulomb theory
Active pressure coefficient for retained matenal
Pollard Close
Ploti RWhs=3000mm no point load
Data
22/04/2010
Chk-dby Date
Job Ref
Sheet no7rev
1082997
11
Appdby Date
Ka = sin(a + ^fl (sln(o)* x sin(a 5) x [1 + V(sin(i|) + 8) x sin( - p) / (sin(a 5) x sin(a + p)))]*) = 0 369
Passive pressure coefficient for base matenal
At rest pressure
At rest pressure for retained matenal Ko = 1 - s\n[if) = 0 590
Loading details
Surcharge load on plan
Applied vertical dead load on wall
Applied vertical live load on wall
Position of applied vertical load on wall
Applied horizontal dead load on wall
Applied honzontal live load on wall
Height of applied honzontal load on wall
ym = 180kN/m3
ys = 210kN/m3
(j) = 242 deg
5 = 186 deg
ymb = 18 0kN/m3
^6 = 242 deg
8b = 18 6 deg
Pbearlng = 75kN/m*
Kp = sin(90 if bf I (sin(90 6b) x [1 - >/(sin((^ b + 8b) x sln(ifr b) / (sin(90 + 8b)))F) = 4.187
$«?RS;
Surcharge = 75 kN/m*
Wdead = 00 kN/m
Wiive = OOW^'n
lioad = 0 mm
Fdead = 00 kN/m
Fnve = 0 0 kN/m
hioad = 0 mm
!!^"4lKk- T
k.^;!^
IJJJIJJlllJJ^^
^5555"
2 6 21 1
Loads shown In kN/m pressures shovm in kN/m'

CSC > TGDDS
Steve Morgan Associates
Consutang Engineers
Vertical forces on wall
Wall stem
Wall base
Surcharge
Moist backfill to top of wall
Soil in front of wall
Total vertical load
Horizontal forc^ on wall
Surcharge
Moist backfill above water table
Total horizontal load
Project
Section
Calculate stability against sliding
Gate, by
M
Passive resistance of soil in front of wrall
Resistance to sliding
Overtuming momente
Surcharge
Moist backfill above water table
Total overtoming moment
Restoring momente
Wall stem
Wall base
Moist backfill
Total restonng moment
Check stability against overtuming
Total overtoming moment
Total restonng moment
Check bearing pressure
Surcharge
Soli in front of wall
Total moment for beanng
Total vertical reaction
Distance to reaction
Eccentricity of reaction
Beanng pressure at toe
Beanng pressure at heel
Pollard Close
Plan RWhs=3000mm no point load
Date
22/04/2010
Chk-dby Date
WwaB = hstem X twan X ywaD = 31 9 kN/m
Wbase = base X tbasa X ybase =18.2 kN/m
wsur = Surcharge x beei = 2^ kN/m
Wm_w = beel X (hstem - hsat) X ym = 189 klM/m
Vlflp = Itoe X deover X ymb = 11 3 kN/m
Job Ref
Sheet no/rev
Wtotal = Wwall + Wbase + Visa + Wm_w + Vlf, = 82.9 kN/m
1082997
12
Appdby Date
Fsur = Ka X cos(90 - a + 8) x Surcharge x heir = 8^ kN/m
Fm_a = 05xKaxCOS(90-a + 6)xymx(haff hwater)* = 35 3 kN/m
Ftotai = Fsur + Fm_a = 44.1 kN/m
Fp = 0 5 X Kp X C0S(8b) X (dcover + tbase + dds dexc)* x ymb = 4^ kN/m
Fres = Fp +(Wtotal-Wsur Wp)Xtan(6b) = 27 6 kN/m
gffl£ - Sliding force fe graater than resisting force
Msur = FsurX(heff-2Xdds)/2 = 147kNmAn ^Uc£.-»^ y)ei^c(s
Mnua = Fm_9x(heff + 2xhwatar 3xdds)/3 = 395kNm/m
Mot = Msur + Mm_a = 54^ kNm/m
MTOO = WAran X (k» + Wa / 2) = 51_8 kNm/m
Mbase = Wbasa X base/ 2 = 20 kNlTl/m
Mm_r = (Wm_w X (base beal / 2) + Wm_s x (Ibasa
Mrast = Mwal + Mbasa + Mmj' = 110 kNm/m
Mot = 54.2 kNm/m
Mre3t= 110 0 kNm/m
fo \ Ch
beel/3)) = 383 kNm/m
PASS R^ionng moment is greater than overtuming moment
Msw_r = Wsur x (base Ihaal / 2) = 53 kNm/m
Mp_r = WpxltDe/2 = 79 kNm/m
Mtntal = Mrest Mot + Msur_r + Mp_r = 69 1 kNm/m
R = Wtotal = 829 kN/m
Xbar = Mtotal / R = 834 mm
e = abs((lbasa / 2) - Xbar) = 266 mm
Ptoa = (R/ base) + (6 X R X 0/ base*) = 65 1 kN/m*
Pheel = (R/base) (6 X R X e / Ibase*) =10 3 kN/m*
Reaction acts within middle third of base
PASS Maximum beanng pressure is less than allowable bearing pressure
•Cie^

CSC • TEDDS
Steve Morgan Associates
Coieutting Engineers
Project
Section
Calaby
M
RETAINING WALL DESIGN (BS 8002 1994)
Ultimate limit state load factors
Dead load factor
Live load factor
Eartti and water pressure factor
Factored verti^I forces on wall
Wall stem
Wall base
Surcharge
Moist backfill to top of wall
Soil in front of wall
Total vertical load
Factored horizontal at rest forces on wall
Surcharge
Moist backfill above water table
Total honzontal load
Passive resistance of soil in firont of wall
kN/m
Factored overtuming momente
Surcharge
Moist backfill above water table
Total overtuming moment
Restoring momenta
Wall stem
Wall base
Surcharge
Moist backfill
Soilinfirontofwali
Total restonng moment
Check stability against overtuming
Total overtuming moment
Total restonng moment
Factored bearing pressure
Total moment for beanng
Total vertcal reaction
Distance to reaction
Eccentncity of reaction
Beanng pressure at toe
Beanng pressure at heel
Rate of change of base reaction
Beanng pressure at stem /toe
Pollard Close
Ploti RWhs=3000mm no point load
Data
22/04^010
yr_d = 14
yu = 16
yr_e = 1 4
Chk-dby Data
Wwai_f = yf_dxhstBmxtvranxy«aa =44.6 kN/m
Wbasej = yf d X Ibasa X tbasa X ybasB = 25.4 kN/m
Wsurj = yu X Surcharge x baei = 4^ kN/m
Job Ref
Wm_w_f = yr_d X beal X (hsiem - hsat) x ym = 26.5 kN/m
Wp_f = yf_d X Ime X dcouer X ymb =15 9 kN/m
Sh^noi/rev
1082997
13
Appdby Data
I'hUDS calculation version 1 2 01 00
WtotaU = W*aD f + Wbase f + WsurJ + Wm w_f + Wp f = 116 6 kN/m
Fsurj = yu X Ko X Surcharge x hen = 23 7 klM/m
Pm_K) = yf_a X 0 5 X Ko X ym X (heff hwater)* = 83.4 kN/m
FtotaU = FsurJ + Fm_aJ = 107 2 kN/m
FpJ= yr_e X 0 5 X K(xX C0S(8b) X (dcover + Ibasa + dds daxc)* x yna = 61
Msur_f = Fsur_fx(heff -2xdds)/2 = 397kNm/m
Mm.O^' Pm_UX (heff + 2 X hwatar- 3 X dds)/ 3 =

CSC • TEDDS'
Steve Morgan Associates
Consulting Engin^rs
Bearing pressure at mid stem
Beanng pressure at stem / heel
Project
Section
Cate.by
M
Pollard Close
Ploti RWhs?=3000mm no point load
Date
22/04/2010
Design of reinforced concrete retaining wall toe (BS 8002 1994)
Matenal properties
Charactensbc strength of concrete
Charactensbc strengtti of reinforcement
Base details
Minimum area of reinforcement
Cover to reinforcement in toe
Calculate shear for toe design
Shear from beanng pressure
Shear from weight of base
Total shear for toe design
Calculate moment for toe design
Moment fixim bearing pressure
Moment from weight of base
Total moment for toe design
%• T
8 CO
Check toe in bending
Widtti of toe
Deptti of reinforcement
Constant
Lever arm
|*100-H
Area of tension reinforcement required
Minimum area of tension reinforcement
Area of tension reinforcement required
Reinforcement provided
Area of reinforcement provided
Check shear resistance at toe
Design shear sfress
Chk-dby Date
Job Ref
Sheet noJrev
1082997
14
Appdby Data
Pstemjrtd_f=max(ptoB_f (ratex(liB8 + t«aD/2)) 0 kN/m*) = 0 kN/m*
PstBnuheeij = max(ptoej (rate x (U + trail)) 0 kN/m*) = 0 kN/m*
feu = 35 N/mm*
^ = 500 N/mm*
k = 013%
CtDe = 30mm
VtoB bear = 3 X Ptoe f X Xbar f / 2 = 116 6 kN/m
Vtoa_wt.base = yf_d x ybasa x Itoe X tbasa = 16 2 kN/m
Vtoa = VtDa_baar Vtoe.wUbase = 100 4 kN/m
Mtoe_bear = 3 X ptoeJ X XbarJ x (itoe - XbarJ + twaD / 2) / 2 = 148 7 kNm/m
Mtoa_wLbasa = (yr_d X ybase X tbase x (hoe + twaO / 2)* / 2) = 15.3 kNm/m
Mtoe = Mtoe_bear - Mtoaj»Lbase = 133 4 kNm/m
b = 1000 mm/m
dtoe = tbase — Ctoe — ((jltoe/ 2) = 314 0 mm
Ktoe = Mtoe / (b X dtoe* x feu) = 0 039
Compression reinforcement is not required
Ztoe = min(0 5 + V(0 25 (min(KtBe 0 225) / 0 9)) 0 95) x dtoe
Ztoe = 298 mm
/\s_toe_des = Mtoa / (0 87 X fy X zine) = 1028 mm*/m
As_toe_min = k X b X tbase = 455 mm*/m
Asjoejeq = Max(/^_toe_de3 As_toe_mln) = 1028 mm*/m
B1131 mesh
AsjoejKov = 1131 mm*/m
PASS - Reinforcement provided af the retaining wall toe is adequate
Vtoe = Vtoe / (b X dtoa) = 0 320 N/mm*

CSC • TEDDS-
Steve Morgan Associates
Consulting Engineers
Allowable shear sti^ss
Project
Section
Calaby
M
From BS8110 Part 1 1997 - Table 3 8
Design concrete shear stress
Pollard Close
Ploll RWhs=3000mm no point load
Date
22/04^010
Chk-dby Date
Job Ref
Sheet noJfev
1082997
15
Appdby Data
Vadm = min(0 8 x V(feu /1 N/mm*) 5) x 1 N/mm* = 4.733 N/mm*
PASS Design shear stress is less than maximum shear stress
Vctoe = 0 534 N/mm*
Design of reinforced concrete retaining wall heel (BS 80021994)
Material properties
Characteristic strength of concrete
Characteristic strengtti of reinforcement
Base details
Minimum area of reinforcement
Cover to reinforcement in heel
Calculate shear for heel design
Shear from vireight of base
Shear from weight of moist backfill
Shear from surcharge
Total shear for heel design
Calculate moment for heel design
Moment from weight of base
Moment from weight of moist backfill
Moment from surcharge
Total moment for heel design
o
to
Check heel in bending
Widttiofheel
Depth of reinforcement
Constant
Lever anm
1+100-H
Area of tension reinforcement required
Minimum area of tension reinforcement
Area of tension reinforcement required
Reinforcement provided
feu = 35 N/mm*
fy = 500 N/mm*
k = 013%
Cheal = 30 mm
Vhae!_vn_base = yf_d x ybase x Iheel x tbase = 4 klM/m
Vheel_«l.m = Wm_w_f = 26.5 kN/m
Vheel_sur = VkarJ = 42 kN/m
Vfoe < Vc_foe - No Shear reinforcement required
Vheel = Vheeljmjjase + VheeLyAjn * VhBeljsur = 34.7 kN/m
Mheal_vA.base = (yr_dX ybase X tbsfee X (bael+twaD/2)*/2) = 1_9 kNm/m 1
Mheei_wLm = Wm_w_fx(lhBBi + twan)/2 = 106 kNm/m 1
Mheel.sur = VtsutJ X (beef + t»«all) / 2 = 1_7 kNm/m
Mhaal = Mh«l_viH_l>ase + MfteeLwLm + MhaeUsur = 14.2 kNm/m
b = 1000 mm/m
dhaal = tbase — Chael — (l|)hael/ 2) = 314.0 mm
Kheel = Mhael / (b X dheel* X feu) = 0 004
Compression reinforcement is not required
Zheei = min(0 5 + V(0.25 (min(Kheei 0 225) / 0 9)) 0 95) x dheei
Zheei = 298 mm
As_heel_des = Mhaal / (0 87 X fy X Zheei) = 109 mni*/m
As_heeL.n4) = k X b X tbase = 455 mm*/m
As_heBl_req = Max(As_heetdes As_heel_min) = 455 mm*/m
B1131mesh

CSC • TgDDS
Steve Morgan Associates
Consulting Engineers
Area of reinforcement provided
Check shear resistance at heel
Design shear stress
Allowable shear stiress
Project
Section
Cata.by
M
From BS8110 Part 1 1997 - Table 3 8
Design concrete shear stress
Pollard Close
Ploti RWhs=3000mm no point load
Data
22/04/2010
Chk-dby Date
As_haei_prov = 1131 mm*/m
Job Ref
Sheet noTrev
1082997
16
Appdby Data
PASS Reinforcement provided at the retaining wall heel Is adequate
Vheel = Vheel / (b X dheel) = 0111 N/mm*
Vadm = min(0 8 x V(fcu /1 N/mm*) 5) x 1 N/mm* = 4 733 N/mm*
PASS Design shear stress Is less than maximum shear stress
Vc heel = 0 534 N/mm*
Design of cavity reinforced masonry retaining wall stem BS5628-2 2000
Wall details
Thickness of outer leaf of wall
Thickness of inner leaf of wall
Thickness of reinforced cavity
Depth of stem reinforcement
Masonry details
Masonry type
Compressive sbBngth of units
Mortar designation
K 100*1
Category of manufacloring control of units
Partial safety factor for matenal sfrengtti
toutar = 100 mm
timer = 100 mm
tcBvlty = twaB touter tjnner = 250 mm
dstem = 310 mm
Aggregate concrete blocks no voids
Punlt = 100N/miTI*
M
Normal
yiiim = 23
Charactenstic compressive strength of masonry
Least honzontal dimension of masonry unite bunR = 100 0 mm
Height of masonry unite
hunit = 215.0 mm
Ratio of height to least honzontel dimension
From BS5628 2 Table 3d mortar li
ratio = hunR / IJunlt = 2^
Charactenstic compressive sbBngtti
ik = 8.1 N/mm*
Factored horizontal at rest forces on stem
Surcharge
Moist backfill above water table
Vheel < Vcheei - Afo Shear reinforcement required
Fs_siir_f = yfj X Ko X Surcharge x (tieif - tbase dds) = 21.2 kN/m
F3_m_e_f = 0 5 X yf_e X Ko X ym X (heff tbasa dds hsat)* = 66 9 kN/m

CSC•TEDDS
Steve Morgan Assodales
Consulting Engineers
Calculate shear for stem d^ign
Shear at base of stem
Project
SecBon
Cata.by
M
Calculate moment for stem design
Surcharge
Moist backfill above water table
Total moment for stem design
Check maximum design moment for wall stem
Widtti of wall
Maximum design moment
Check wall stem in bending
Moment of resistance factor
Lever arm factor
Lever arm
Area of tension reinforcement required
Minimum area of tension reinforcement
Area of tension reinforcement required
Reinforcement provided
Area of reinforcement provided |
1
Check shear resistance at wall stem
Design shear sti^ss
Basic characteristic shear strengtti of masonry
Shear span
Characteristic shear sb^ngtti of masonry
Allowable shear sbBss
Check limiting dimensions
Limiting span/effective depth ratio
Actoal span/effective deptti ratio
Axial load check
Factored axial load on wall
Limiting axial load
Pollard Close
Ploti RWhs=3000mm no point load
Date
22/04/2010
Chkdby Data
Vstem = Fs_sur. f + Fs_m_a_f = 88 Ji kN/m
Ms.sur = Fs sur f X (hstam + Ibasa) / 2 = 35 6 kNm/m
Job Ref
Sheet noJrev
1082997
17
Appdtjy Data
Msma = Fsmajx{2xhsat + heff dds + We/2)/3 = 786kNm/m
Mstem = Mssur+Msm_a = 114 2 kNm/m
b = 1000 mm/m
Md_stam = 04xlkxbx dstem* /ymm = 136 1 kNm/m
PASS - Applied moment is less than maximum design moment
Q = Mstem / dsiem* = 1188 N/mm*
Q = 2xcx(1-c)xlit/ymm
c = 0787
Zstem = min(0 95 c) x dsiem = 243 8 mm
A3_stBm_des = Mstem X yms / (fy X Zstem) = 1077 mm*/m
As stenunln = k X b V: twall = 585 mm*/m
A3_slBm_req = Max(A3_stem_de3 Asj^emjnln) = 1077 mm*/m
B1131 mesh
As_stam_o«w = 1131 mm*/m
PASS Reinforcement provided at the retaining wail stem is adeqaiite
Vstem = Vstem / (b X dstem) = 0 284 N/mm*
fvbas = mmtO 35 + (17 5 X As.stemjnw / (b X cfetem)) 0 7] X 1 N/mm*
fvbas = 0 414 N/mm*
a = Mstem / Vstam = 1295,5 mm
fy = Min(fybas X max(2 5 0J25 x (a / dstem) 1) 1 75 N/mm*)
fv = 0 602 N/mm*
Vadm = fv / ymv = 0 301 N/mm*
PASS - Design shear stress is less than maximum shear stress
ratiOmax = 18 00
rabOael = (hstem + dstem / 2) / dstam = 10 18
PASS ' Span to depth raVo is acceptebie
Nwan = (Itrall X hstran X ywaB + Wdead] X yf_d) + (Wove X yfj) = 44.6 kN/m
IMM = 0 1 X ft X t«aD = 366 4 kN/m
AppFied axial load may be ignored • calcuiattons valid

CSC • TEDDS
Steva Morgan Associates
ConsuWng Englneeis
Project
Section
Calcby
M
Indicative retaining wall reinforcement diagram
Too relnfbrcement-
Toe mesh B1131 (1131 mm*/m)
Heel mesh B1131 (1131 mm*/m)
Stem mesh - B1131 (1131 mm*/m)
Pollard Close
Ploti RWhs=3000mm no point load
'• n
Date
22/04/2010
•51
Chkdby Date
PW&.-
i-if-
- stem reinforcement
Stem relnfbrcement
Job Ref
Heel reinfbrcement
Sheet noTrev
1082997
18
Appdby Date

CSC >TEDDS
Steve Morgan Associates
Consulting Engneers
Prcjject
Calcby
M
RETAINING WALL AIMALYSIS (BS 8002 1994)
Wall details
Retaining wall type
1
Height of retaining wall stem
Thickness of wall stem
Length of toe
Length of heel
Overall length of base
Thickness of base
Deptti of downstand
Position of downstend
Thickness of downstand
Height of retaining wall
Deptti of cover m front of wall
" ^ ^ "
Depth of unplanned excavation
Height of ground water behind wall
Height of satorated fill above base
Density of wall construction
Density of base construction
Angle of rear face of wall
/\ngle of soil surface behind wall
Effective height at virtoal back of wall
Retained material details
Mobilisation factor
VCSS33Sf[}^m^-^5r>~-^£t^!^^
P*
Date
22/04^010
-2000-
Chkdby Data
-2000- ->}«45e>| 350 !•-
Fff7
-2300-
Unpropped cantilever
hstam = 2550 mm
twall = 450 mm
Itoe = 2000 mm
Iheel = 350 mm
Ibase = Itoe + Iheel + twaB = 2800 mm
tbase = 350 mm
dds = 0 mm
Ids = 1300 mm
tds = 350 mm
hv»al = flstem + tbase + dds = 2900 mm
dcover = 450 mm
doic = 450 mm
hwater = 0 mm
SkN/mf
hsat = max(hv»ater tbase dds 0 mm) = 0 mm
ywan = 23 6 kN/m^
ybase = 236 kN/m^
a = 90 0 deg
P = 0 0 deg
hefr= hwaD + Iheel X tan(8) = 2900 mm
M = 15
Job Ref
Sheet noVrev
1
Appdby Date
TEDDS calculation version 1 2 01 00

CSC >TEDDS
steva Morgan Associates
Consulting Engineers
Prefect
Caicby
M
Indicative retaining wall reinforcement diagram
TOG lehrforcement
Toe mesh B1131 - (1131 mm*/m)
Heel mesh B1131 (1131 mm*/m)
Stem mesh - B785 (785mm*/m)
Wdl, h'>\e^^ma. ^^^""^
Data
22/04/2010
Chkdby Date
f
Job Ref
Sheet noTrev
-Stem reinfoiceTnent
Stem reinforcement
9
Appdby Data
— Heel rebifbrcemeiit

CSC • TEDDS
Stave Morgan Associates
ConsuKng Engineers
Project
^ ^2aE32teS«S£.coj^S^
Calfcby
M
RETAINING WALL ANALYSIS (BS 8002 1994)
Wall details
Retaining wail type
Height of retaining wall stem
Thickness of wall stem
Length of toe
Length of heel
Overall lengtti of base
Thickness of base
Depth of downstend
Position of downstend
Thickness of downstand
Height of retaining wall
Depth of cover in front of wrall
Depth of unplanned excavation
Height of ground water behind wail
Height of satorated fill above base
Density of wall constiucbon
Density of base construction
Angle of rear face of wall
Angle of soil surface behind wall
Effective height at virtoal back of wall
Retained matenal details
Mobilisation factor
Date
22/04/2010
-1600-
Chkdby Date
-1600- -»|«50^f«-450-H
-2400-
Unpropped cantilever
hstem = 2100 mm
twaD = 350 mm
Itoe = 1600 mm
Iheal = 450 mm
Ibase = Itoa + Iheel + twall = 2400 mm
tbase = 350 mm
dds = 0 mm
Ids = 1300 mm
tds = 350 mm
flwall = hstem + tbase + dds = 2450 mm
deover = 450 mm
deotc = 450 mm
hv»aier = 0 mm
hsat = max(hv«ater tbase dds 0 mm) = 0 mm
yven = 23 6 kN/m^
ybaaa = 236kN/m3
a = 900 deg
P = 00 deg
heff = hwaii + beel X ten(p) = 2450 mm
M = 15
Job Ref
Sheet noJrev
1
Appdby Data
TEDDS cateulatlon version 1 2 01 00

CSC >TEDDS
stave Morgan Associates
Consulflng Engineers
Project _
PcXlOrcf CLorrt
Section My^l\ WCMCr\xA
i^ h'>\eu. X\00^ /U>^
Calaby
M
Date
Indicative retaining wail reinforcement diagram
Toe relnforcement-
Toe mesh B786 - (785 mm*/m)
22/04/2010
Chk-dby Date
The design of the retaining wall heel is beyond tiie scope of this calculation!
Stem mesh B785 - (785 mm*/m)
• j
Job Ref
-Stem reinforcement
Stem reinforcement
Sheet noVrev
9
Appdby Date
-Heel reinforcement

CSC•TEDDS
Steve Moi^n Associates
Consulflng Engineers
Project
'^ ^!^i::spa\s^m^^^
Calcby
M
RETAINING WALL ANALYSIS (BS 8002 1994)
Wall details
Retaining wall type
Heigfrt of retaining wall stem
Thickness of wall stem
Lengtiioftoe
Lengtti of heel
Overall length of base
Thickness of l)ase
Deptti of downstend
Position of downstend
Thickness of downstend
Height of retaining wall
Depth of cover In firont of wall
Depth of unplanned excavation
Height of ground water behind wall
Height of satorated fill above base
Density of wall consbucbon
Density of base construction
Angle of rear face of wall
Angle of soil surface behind wall
K-
Effective height at virtoal back of wall
Retained matenal details
Mobilisation factor
-1200-
Date
22/04/2010
Chkdby Date
-1200- -»}«-350>j*-430-H
53 kN/m
-2000-
Unpropped cantilever
hstan = 1800mm
tivaii = 350 mm
Itoa = 1200 mm
Iheei = 450 mm
Ibase = Itoe + Iheel + twall = 2000 mm
tbase = 350 mm
dds = 0 mm
Ids = 1300 mm
tds = 350 mm
hwall = hstam + tbase + dds = 2150 mm
deover = 450 mm
daxc = 450 mm
hwater = 0 mm
hsat = max(hv«atBr tbasa dds 0 mm) = 0 mm
Yw3n = 236kN/m3
ybase = 236 kN/m^
01 = 900 deg
p = 0 0 deg
heii= hwao + beei X tan(p) = 2150 mm
M = 15
Job Ref
Sheet noTrev
1
Appdby Date
TEDDS catoulaVon verston 1 2.01 00

CSC•TEDDS
Steva Morgan Associates
Consulflng Engineers
"^^ %\^o.A Clove
Secflon
C^tby
M
Indicatnre retaining wall reinforcement diagram
Toe reinforcement-
Toe mesh B785 - (785 mm*/m)
Date
22/04/2010
•'fgrf'J ^
Chk-dby
The design of the retaining wall heel is beyond the scope of this calculation!
Stem mesh - B785 (785mm*/m)
Date
UoO-
JobRaf
-Stem reinforcement
Stem reinforcement
Sheet noTrev
9
Appdby Data
- Heel reinforcement