Structural Calculations

and Engineering Report

for

65 Clarendon Road

London, W11

rodriguesassociates 1 Amwell Street London

EC1R 1UL Tel 020 7837 1133 Facsimile 0870 137 9729

www.rodriguesassociates.com

February 2013

Structural Calculations

for

65 Clarendon Road

London W11

for

Eric Abraham Esq

65 Clarendon Road London

W11 4JE

Job No 864

Rev Date Notes - 21.02.13 Issued for Planning

CONTENTS

Calculation Plan and Resources Resources Area Loads Load take down per wall Loads on Elements Basement Loading Calculation key plans Lower ground floor transfer structures Concrete slabs and beams Retaining walls

1 2 3 4 5 6 10-16 20 21 30

1. CALCULATION PLAN This report contains the structural engineering calculations for the proposed development at 65, Clarendon Road. The works to the existing main building consists of the construction of a new basement level below the current lower ground level with swimming pool and cinema room. There is also some refurbishment and restructuring of the lower ground floor of the main building. The works to the existing garage and staff rooms consist of a basement level below the existing lower ground floor with a swimming pool and sauna. The lower ground floor is being refurbished with kitchen, living, dining and one bedroom with ensuite bathroom. The existing garage at upper ground level is being demolished and a second bedroom, with dressing and ensuite bathroom built in its place. 1.1. SUMMARY OF STRUCTURE Proposed Basement Maximum plan dimensions 24.915m by 14.40m Footprint area 286.50m2 Storeys Basement + two ground floors + first, second and loft floors above Maximum height 14.862m above ground level Basement excavation depth 8.675m below ground level Footings Basement raft slab & retaining walls 1.2. IMPOSED LOADS The following imposed loads have been assumed Typical imposed loads on roofs 0.75 kN/m2 Imposed All floors 1.50 kN/m2 (1.00 kN/m2 partitions) 1.3. RETAINING WALLS The proposed basement is formed by constructing perimeter 400mm thick retaining walls that extends almost 8.175 metres below ground level. Other vertical structures in the basement are internal load-bearing concrete walls within the inside of the building. The basement excavation requires contiguous pile retaining walls for temporary support of the east and west sides of the site. In the permanent case the piles are cantilevers propped by the basement and ground floor slabs. Retaining walls for the effects of underpinning are typically 400mm wide. While at the rear end of the building, retaining are 300mm thick.

1.4. GROUND FLOORS AND SUPERSTRUCTURE The lower and upper ground floor is constructed of typical RC slabs varying in depth and using strip beams to frame openings. In the upper ground floor on the main building unit, the existing ground beams cast in concrete are to be removed and a series of four transfer structures in the form of steel beams have been added to support the existing building weight which is translated as a series of point reactions from the existing columns. The superstructure (first, second and loft floors) are to remain unaltered.

2. RESOURCES 2.1. CODES & REFERENCES BS6399 Pt1 Loadings for buildings. Code of practice for dead and

imposed loads. BS6399 Pt2 Loadings for buildings. Code of practice for wind loads. BS6399 Pt3 Loadings for buildings. Code of practice for imposed roof

loads. BS5628 Pt1 Use of masonry. Structural use of unreinforced masonry. BS5950 Pt1 Structural use of steelwork in building. Code of

practice for design in simple and continuous construction hot rolled sections.

BS8110 Pt1 Structural use of concrete Manual for the design of plain masonry in building structures – The Institution of Structural Engineers. July 1997. 2.2. SOFTWARE CSC suite of design and analysis tools

Job No Sheet No Rev.

1 Amwell Street London EC1R 1ULtel 020 7837 1133 fax 0870 137 9729Job Title

Calculations Designed Date Chk

3.0 AREA LOADS

Existing timber floors

Dead finishes 0.20 kN/m2

boards 0.20 kN/m2

Joists/masonite 0.20 kN/m2

ceiling + services 0.30 kN/m2

0.90 kN/m2

Imposed (allowing for partitions) 2.50 kN/m2

Existing timber roof (pitched)

Dead Finishes 0.30 kN/m2

Battens & Felt 0.10 kN/m2

Rafters & Insulation 0.20 kN/m2

Ceiling & Services 0.30 kN/m2

0.90 kN/m2

Imposed (access for repair & maintenance) 0.75 kN/m2

Existing garage roof (assumed as above)

Dead Finishes 0.30 kN/m2

Battens & Felt 0.10 kN/m2

Rafters & Insulation 0.20 kN/m2

Ceiling & Services 0.30 kN/m2

0.90 kN/m2

Imposed (access for repair & maintenance) 0.75 kN/m2

EXISTING AREA LOADS DT 12/02/2013

rodriguesassociates864 3.1

65 CLARENDON ROAD

Job No Sheet No Rev.

1 Amwell Street London EC1R 1ULtel 020 7837 1133 fax 0870 137 9729Job Title

Calculations Designed Date ChkEXISTING AREA LOADS DT 12/02/2013

rodriguesassociates864 3.2

65 CLARENDON ROAD

Existing 9 inch Brick wall

Dead Brick 4.80 kN/m2

Plaster 0.60 kN/m2

5.40 kN/m2

Existing 13.5 inch Brick wall (party wall)

Dead Brick 7.20 kN/m2

Plaster 0.60 kN/m2

7.80 kN/m2

250 thk RC slab

Dead 250 thk slab 6.00 kN/m2

Screed 1.80 kN/m2

Insulation 0.10 kN/m2

Finishes 0.20 kN/m2

8.10 kN/m2

Live 2.50 kN/m2

300 thk RC slab

Dead 300 thk slab 7.20 kN/m2

Screed 1.80 kN/m2

Insulation 0.10 kN/m2

Finishes 0.20 kN/m2

9.30 kN/m2

Live 2.50 kN/m2

350 thk RC slab

Dead 350 thk slab 8.40 kN/m2

Screed 1.80 kN/m2

Insulation 0.10 kN/m2

Finishes 0.20 kN/m2

10.50 kN/m2

Live 2.50 kN/m2

Job No Sheet No Rev.

1 Amwell Street London EC1R 1ULtel 020 7837 1133 fax 0870 137 9729Job Title

Calculations Designed Date ChkEXISTING AREA LOADS DT 12/02/2013

rodriguesassociates864 3.3

65 CLARENDON ROAD

Proposed concrete slab above pool

Dead 400 thk slab 9.60 kN/m2

9.60 kN/m2

Proposed 400 thick RC wall

Dead 400 thk slab 9.60 kN/m2

Finishes 0.20 kN/m2

9.80 kN/m2

Proposed 250 thick RC wall

Dead 250 thk slab 6.00 kN/m2

Finishes 0.20 kN/m2

6.20 kN/m2

Job No Sheet No Rev.

1 Amwell Street London EC1R 1ULtel 020 7837 1133 fax 0870 137 9729Job Title

Calculations Designed Date Chk

EXTERNAL PERIMETER WALLS;

WALL LABEL-LENGTH WIDTH/ AREA& LOAD DESCRIPTION DL LL HEIGHT DL LL DL LL DL LL

kN/m² kN/m² mm m² kN/m kN/m kN kN kN kN

Wall on rear end (W1)13500

rear garden 27 2.50 2651 71.58 6.63RC slab 9.60 2651 25.45RC wall 6.20 4640 28.768

125.8 6.63 Ʃ 1698 89.47

Party Wall North (W2)11120

FLOORSpitched timber roof 0.90 0.75 8.53 7.68 6.40loft floor timber 0.90 2.50 22.13 19.92 55.33second floor timber 0.90 2.50 14.38 12.94 35.95first floor timber 0.90 2.50 15.37 13.83 38.43upper ground floor 0.90 2.50 14.47 13.02 36.18WALL13.5 inch brick wall 7.80 14930 116.5 1295till LG level

350 thick LG RC slab 10.50 2.50 2178.5 22.87 5.45 254.4 60.56400 RC wall 9.6 4590 490

Ʃ 2107 232.8

Front Wall (W3)7910pitched roof 0.90 0.75 2930 2.64 2.20 20.86 17.38loft timber floor 0.90 2.50 19.82 17.84 49.55second floor timber 0.90 2.50 14.16 12.74 35.4first floor timber 0.90 2.50 14.19 12.77 35.48upper ground floor 0.90 2.50 14.62 13.16 36.55

9 inch brick wall 5.40 9000 48.6 384.4till LG level

350 thick LG RC slab 10.50 2.50 1500 124.6 29.66400 RC wall 9.6 4590 348.5

Ʃ 934.9 204

rodriguesassociates

65 CLARENDON ROAD

864 4.1

LOAD TAKEDOWN PER WALL DT

AREA LOADS

12/02/2013

UDL POINT LOAD WEIGHT

Job No Sheet No Rev.

1 Amwell Street London EC1R 1ULtel 020 7837 1133 fax 0870 137 9729Job Title

Calculations Designed Date Chk

rodriguesassociates

65 CLARENDON ROAD

864 4.2

LOAD TAKEDOWN PER WALL DT 12/02/2013

WALL LABEL-LENGTH WIDTH/ AREA& LOAD DESCRIPTION DL LL HEIGHT DL LL DL LL DL LL

kN/m² kN/m² mm m² kN/m kN/m kN kN kN kN

Rear Wall (W7)6831

FLOORSpitched roof 0.90 0.75 20.86 18.77 15.65loft timber floor 0.90 2.50 11.54 10.39 28.85second floor timber 0.90 2.50 12.82 11.54 32.05first floor timber 0.90 2.50 11.76 10.58 29.40upper ground floor 0.90 2.50 18.7 16.83 46.759 inch brick wall 5.40 10000 54.0 368.9till UG level 437.0 152.79inch wall (one level) 5.40 3500 18.9 129.1350 thick LG RC slab 10.50 2.50 2175 22.84 5.44 156 37.14

Ʃ 722.1 189.8

Side Wall (W8)9900

pitched roof 0.90 0.75 12.99 11.69 9.74loft timber floor 0.90 2.50 6.4 5.76 16second floor timber 0.90 2.50 5.71 5.14 14.28first floor timber 0.90 2.50 5.51 4.96 13.78upper ground floor 0.90 2.50 16.9 15.21 42.25

9 inch brick wall 5.40 13700 74.0 732.4till LG level350 thick LG RC slab 10.50 2.50 1212.5 12.73 3.03 126.0 30.01400 thick RC wall 9.80 4990 635.713000mm long Ʃ 1537 126.1

Side Wall (W9)8866flat roof 0.90 1.50 17.75 15.98 26.63glazing 0.80 1.50 1015 0.81 1.52 7.199 13.5brickwork 5.40 2765 14.931 132.4300mm thick RC slab 9.30 2.50 1406 13.08 3.52 115.9 31.16

Ʃ 271.5 71.29

AREA LOADS UDL POINT LOAD WEIGHT

Job No Sheet No Rev.

1 Amwell Street London EC1R 1ULtel 020 7837 1133 fax 0870 137 9729Job Title

Calculations Designed Date Chk

rodriguesassociates

65 CLARENDON ROAD

864 4.3

LOAD TAKEDOWN PER WALL DT 12/02/2013

WALL LABEL-LENGTH WIDTH/ AREA& LOAD DESCRIPTION DL LL HEIGHT DL LL DL LL DL LL

kN/m² kN/m² mm m² kN/m kN/m kN kN kN kN

Inner Structure

FLOORSpitched roof 0.90 0.75 14.99 13.49 11.24loft timber floor 0.90 2.50 14.42 12.98 36.05second floor timber 0.90 2.50 27.18 24.46 67.95first floor timber 0.90 2.50 27.73 24.96 69.33upper ground floor 0.90 2.50 27.11 24.40 67.78

Ʃ 100.3 252.3

Party wall south (W6)11230

flat roof 0.90 1.5 14.70 13.23 22.0513 inch wall 7.80 1365 119.6400 RC underpin 9.80 6490 714.3

Ʃ 847.0 22.05

Side wall south (W10)9660

flat roof 0.90 1.5 19.84 17.86 29.76brickwork full height 7.80 4081 31.832 190.55986mm long300 thick RC slab (ug) 9.30 2.50 2156.5 20.06 5.39 193.7 52.08300 thick RC slab (lg) 9.30 2.50 1061 9.87 2.65 95.32 25.62400 thick RC wall 9.80 6490 376.25915mm long Ʃ 873.7 107.5

Rear wall (W11)6328brickwork full height 7.80 6140 47.892 Ʃ 303.1

AREA LOADS UDL POINT LOAD WEIGHT

Job No Sheet No Rev.

1 Amwell Street London EC1R 1ULtel 020 7837 1133 fax 0870 137 9729Job Title

Calculations Designed Date Chk

rodriguesassociates

65 CLARENDON ROAD

864 4.4

LOAD TAKEDOWN PER WALL DT 12/02/2013

WALL LABEL-LENGTH WIDTH/ AREA& LOAD DESCRIPTION DL LL HEIGHT DL LL DL LL DL LL

kN/m² kN/m² mm m² kN/m kN/m kN kN kN kN

Front wall (W12)3122flat timber roof 0.90 1.5 809 2.27 3.79300 thick RC slab (ug) 9.30 2.50 1000 9.30 2.50 29.0 7.81brickwork 7.80 5658 137.8

Ʃ 169.1 11.59

Front wall (W13)3260flat timber roof 0.90 1.5 831 2.44 4.06brickwork 7.80 3130 79.59

Ʃ 82.03 4.06

Wall on rear end (W14)5954

rear garden 27 2.50 4303 116.2 10.76400 thick RC slab 9.60 4303 41.309250 thick RC wall 6.20 4640 28.768

186.26 10.76 Ʃ 1109 64.05

Wall on rear end (W15)9491

rear garden 27 2.50 2651 71.6 6.63400 thick RC slab 9.60 2651 25.45250 thick RC wall 6.20 4640 28.768

125.79 6.63 Ʃ 1194 62.9

AREA LOADS UDL POINT LOAD WEIGHT

Job No Sheet No Rev.

1 Amwell Street London EC1R 1ULtel 020 7837 1133 fax 0870 137 9729Job Title

Calculations Designed Date Chk

TRANSFER STRUCTURE AT LOWER GF LEVEL

STRUCTURAL LOAD SPAN WIDTHMEMBER DESCRIPTION mm DL LL DL LL DL LL

kN/m² kN/m² from to kN/m kN/m kN kN

BS1 COLUMN 7000 2625 150.8 51.4CONCRETE SLAB 8.10 2.50 2218 17.96 5.54GLAZING 0.80 1.50 775 0.62 1.16WALL 7.80 3200 0 3290 24.96

BS2 COLUMN 2 span 2385 50.14 126.2CONCRETE SLAB 8.10 2.50 2795 22.64 6.99

BS3 COLUMN 4700 1455 50.14 126.17CONCRETE SLAB 8.10 2.50 3465 28.07 8.66

BS4 COLUMN 6400 3790LG slab 8.10 2.50 1800 14.58 4.5UG slab 8.10 2.50 1800 14.58 4.5Roof 0.90 1.50 1800 1.62 2.7GLAZING 0.80 1.50 809 0.65 1.2128WALL 7.80 6140 0 3060 47.892

rodriguesassociates864 5.1

65 CLARENDON ROAD

AREA LOADS LOCATION UDL POINT LOAD

LOADS ON ELEMENTS (LOWER GF LEVEL) DT 12.02.13

Job No Sheet No Rev.

1 Amwell Street London EC1R 1ULtel 020 7837 1133 fax 0870 137 9729Job Title

Calculations Designed Date Chk

4.2 Basement slab external loads

Design raft slab to spread bearing loads over entire slab area

Total load on base of raft as proposed

DL LLBuilding A 75.00 15.00 kN/m²Building B 54.00 9.00 kN/m²Building C 35.00 5.00 kN/m²

Unloading due to excavation 113.4 kN/m²

Assume long term heave to be resisted by slab is 50% of unloading

Heave uplift 56.7 kN/m²

Water pressure uplift 54.0 kN/m²

BASEMENT EXTERNAL LOADS DT 12/02/2013

rodriguesassociates864 6.1

65 CLARENDON ROAD

rodrigues associates1 Amwell Street, London EC1R 1ULtel 020 7837 1133 fax 0870 1379979Job Title

Calculations

Job No.

Scale:

Sheet No.

Date

Rev.

Ckd.Designed.

65 CLAREDON ROAD

LOAD TAKE DOWN - ROOF KEY PLAN DT 12.02.2013

864 10.1

1:50 @ A3

rodrigues associates1 Amwell Street, London EC1R 1ULtel 020 7837 1133 fax 0870 1379979Job Title

Calculations

Job No.

Scale:

Sheet No.

Date

Rev.

Ckd.Designed.

65 CLAREDON ROAD

LOAD TAKE DOWN - LOFT FLOOR KEY PLAN DT 12.02.2013

864 11.1

1:50 @ A3

rodrigues associates1 Amwell Street, London EC1R 1ULtel 020 7837 1133 fax 0870 1379979Job Title

Calculations

Job No.

Scale:

Sheet No.

Date

Rev.

Ckd.Designed.

65 CLAREDON ROAD

LOAD TAKE DOWN - SECOND FLOOR KEY PLAN DT 12.02.2013

864 12.1

1:50 @ A3

rodrigues associates1 Amwell Street, London EC1R 1ULtel 020 7837 1133 fax 0870 1379979Job Title

Calculations

Job No.

Scale:

Sheet No.

Date

Rev.

Ckd.Designed.

65 CLAREDON ROAD

LOAD TAKE DOWN - FIRST FLOOR KEY PLAN DT 12.02.2013

864 13.1

1:100 @ A3

rodrigues associates1 Amwell Street, London EC1R 1ULtel 020 7837 1133 fax 0870 1379979Job Title

Calculations

Job No.

Scale:

Sheet No.

Date

Rev.

Ckd.Designed.

65 CLAREDON ROAD

LOAD TAKE DOWN - UPPER GROUND FLOOR KEY PLAN DT 12.02.2013

864 14.1

1:100 @ A3

rodrigues associates1 Amwell Street, London EC1R 1ULtel 020 7837 1133 fax 0870 1379979Job Title

Calculations

Job No.

Scale:

Sheet No.

Date

Rev.

Ckd.Designed.

65 CLAREDON ROAD

LOAD TAKE DOWN - LOWER GROUND FLOOR KEY PLAN DT 12.02.2013

864 15.1

1:100 @ A3

rodrigues associates1 Amwell Street, London EC1R 1ULtel 020 7837 1133 fax 0870 1379979Job Title

Calculations

Job No.

Scale:

Sheet No.

Date

Rev.

Ckd.Designed.

65 CLAREDON ROAD

LOAD TAKE DOWN - BASEMENT KEY PLAN DT 12.02.2013

864 16.1

1:100 @ A3

rodrigues

Project

65 Clarendon RoadJob no.

864

Calcs for

Transfer beams BS1Start page no./Revision

20. 1

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

STEEL BEAM ANALYSIS & DESIGN (BS5950)

In accordance with BS5950-1:2000 incorporating Corrigendum No.1TEDDS calculation version 3.0.04

Load Envelope - Combination 1

0.0

293.360

mm 70001A B

Bending Moment Envelope

0.0

858.641

kNm

mm 70001A B

858.6

Shear Force Envelope

0.0

433.965

-299.693

kN

mm 70001A B

434.0

220.2220.2

-299.7

Support conditionsSupport A Vertically restrained

Rotationally freeSupport B Vertically restrained

Rotationally free

Applied loadingBeam loads Dead self weight of beam 1

Existing column - Dead point load 150.8 kN at 2625 mmImposed point load 51.4 kN at 2625 mmSlab - Dead full UDL 23.3 kN/mImposed full UDL 5.55 kN/mext light - Dead full UDL 0.62 kN/mImposed full UDL 1.16 kN/mwall - Dead partial UDL 24.96 kN/m from 0 mm to 3290 mm

Load combinationsLoad combination 1 Support A Dead 1.40

Imposed 1.60Span 1 Dead 1.40

Imposed 1.60Support B Dead 1.40

rodrigues

Project

65 Clarendon RoadJob no.

864

Calcs for

Transfer beams BS1Start page no./Revision

20. 2

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Imposed 1.60

Analysis resultsMaximum moment; Mmax = 858.6 kNm; Mmin = 0 kNmMaximum shear; Vmax = 434 kN; Vmin = -299.7 kNDeflection; max = 3.6 mm; min = 0 mmMaximum reaction at support A; RA_max = 434 kN; RA_min = 434 kNUnfactored dead load reaction at support A; RA_Dead = 246.4 kNUnfactored imposed load reaction at support A; RA_Imposed = 55.6 kNMaximum reaction at support B; RB_max = 299.7 kN; RB_min = 299.7 kNUnfactored dead load reaction at support B; RB_Dead = 165.2 kNUnfactored imposed load reaction at support B; RB_Imposed = 42.8 kN

Section detailsSection type; 2 x UB 457x191x82 (BS4-1)Steel grade; S275From table 9: Design strength py

Thickness of element; max(T, t) = 16.0 mmDesign strength; py = 275 N/mm2

Modulus of elasticity; E = 205000 N/mm2

191.3

9.9460

1616

Lateral restraintSpan 1 has full lateral restraint

Effective length factorsEffective length factor in major axis; Kx = 1.00Effective length factor in minor axis; Ky = 1.00Effective length factor for lateral-torsional buckling; KLT.A = 1.00;

Classification of cross sections - Section 3.5 = [275 N/mm2 / py] = 1.00

Internal compression parts - Table 11Depth of section; d = 407.6 mm

d / t = 41.2 <= 80 ; Class 1 plastic

rodrigues

Project

65 Clarendon RoadJob no.

864

Calcs for

Transfer beams BS1Start page no./Revision

20. 3

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Outstand flanges - Table 11Width of section; b = B / 2 = 95.7 mm

b / T = 6.0 <= 9 ; Class 1 plasticSection is class 1 plastic

Shear capacity - Section 4.2.3Design shear force; Fv = max(abs(Vmax), abs(Vmin)) = 434 kN

d / t < 70 Web does not need to be checked for shear buckling

Shear area; Av = t D = 4554 mm2

Design shear resistance; Pv = 0.6 N py Av = 1502.8 kNPASS - Design shear resistance exceeds design shear force

Moment capacity - Section 4.2.5Design bending moment; M = max(abs(Ms1_max), abs(Ms1_min)) = 858.6 kNmMoment capacity low shear - cl.4.2.5.2; Mc = N min(py Sxx, 1.2 py Zxx) = 1007.2 kNm

PASS - Moment capacity exceeds design bending moment

Check vertical deflection - Section 2.5.2Consider deflection due to imposed loadsLimiting deflection;; lim = Ls1 / 360 = 19.444 mmMaximum deflection span 1; = max(abs(max), abs(min)) = 3.6 mm

PASS - Maximum deflection does not exceed deflection limit

rodrigues

Project

65 Clarendon RoadJob no.

864

Calcs for

Transfer beams BS2Start page no./Revision

20. 4

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

STEEL BEAM ANALYSIS & DESIGN (BS5950)

In accordance with BS5950-1:2000 incorporating Corrigendum No.1TEDDS calculation version 3.0.04

Load Envelope - Combination 1

0.0

272.116

mm 14101A

53802B C

Bending Moment Envelope

0.0

-287.064

151.145

kNm

mm 14101A

53802B C

-287.1

78.278.2151.1

Shear Force Envelope

0.0

396.484

-235.126

kN

mm 14101A

53802B C

396.5

-235.1-116.3

Support conditionsSupport A Vertically restrained

Rotationally freeSupport B Vertically restrained

Rotationally freeSupport C Vertically restrained

Rotationally free

Applied loadingBeam loads Dead self weight of beam 1

Column - Dead point load 50.14 kN at 2385 mmImposed point load 126.2 kN at 2385 mmslab - Dead full UDL 23 kN/mImposed full UDL 7 kN/m

Load combinationsLoad combination 1 Support A Dead 1.40

Imposed 1.60Span 1 Dead 1.40

Imposed 1.60Support B Dead 1.40

Imposed 1.60

rodrigues

Project

65 Clarendon RoadJob no.

864

Calcs for

Transfer beams BS2Start page no./Revision

20. 5

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Span 2 Dead 1.40

Imposed 1.60Support C Dead 1.40

Imposed 1.60

Analysis resultsMaximum moment; Mmax = 151.1 kNm; Mmin = -287.1 kNmMaximum moment span 1; Ms1_max = 0 kNm; Ms1_min = -287.1 kNmMaximum moment span 2; Ms2_max = 151.1 kNm; Ms2_min = -287.1 kNmMaximum shear; Vmax = 396.5 kN; Vmin = -235.1 kNMaximum shear span 1; Vs1_max = -172.1 kN; Vs1_min = -235.1 kNMaximum shear span 2; Vs2_max = 396.5 kN; Vs2_min = -116.3 kNDeflection; max = 6.3 mm; min = 0.5 mmDeflection span 1; s1_max = 0 mm; s1_min = 0.5 mm

Deflection span 2; s2_max = 6.3 mm; s2_min = 0 mmMaximum reaction at support A; RA_max = -172.1 kN; RA_min = -172.1 kNUnfactored dead load reaction at support A; RA_Dead = -53.1 kNUnfactored imposed load reaction at support A; RA_Imposed = -61 kNMaximum reaction at support B; RB_max = 631.6 kN; RB_min = 631.6 kNUnfactored dead load reaction at support B; RB_Dead = 210.7 kNUnfactored imposed load reaction at support B; RB_Imposed = 210.4 kNMaximum reaction at support C; RC_max = 116.3 kN; RC_min = 116.3 kNUnfactored dead load reaction at support C; RC_Dead = 55.2 kNUnfactored imposed load reaction at support C; RC_Imposed = 24.4 kN

Section detailsSection type; UC 305x305x97 (BS4-1)Steel grade; S275From table 9: Design strength py

Thickness of element; max(T, t) = 15.4 mmDesign strength; py = 275 N/mm2

Modulus of elasticity; E = 205000 N/mm2

305.3

9.9

307.

9

15.4

15.4

rodrigues

Project

65 Clarendon RoadJob no.

864

Calcs for

Transfer beams BS2Start page no./Revision

20. 6

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Lateral restraintSpan 1 has full lateral restraintSpan 2 has full lateral restraint

Effective length factorsEffective length factor in major axis; Kx = 1.00Effective length factor in minor axis; Ky = 1.00Effective length factor for lateral-torsional buckling; KLT.A = 1.00;

KLT.B = 1.00;KLT.C = 1.00;

Classification of cross sections - Section 3.5 = [275 N/mm2 / py] = 1.00

Internal compression parts - Table 11Depth of section; d = 246.7 mm

d / t = 24.9 <= 80 ; Class 1 plastic

Outstand flanges - Table 11Width of section; b = B / 2 = 152.7 mm

b / T = 9.9 <= 10 ; Class 2 compactSection is class 2 compact

Shear capacity - Section 4.2.3Design shear force; Fv = max(abs(Vmax), abs(Vmin)) = 396.5 kN

d / t < 70 Web does not need to be checked for shear buckling

Shear area; Av = t D = 3048 mm2

Design shear resistance; Pv = 0.6 py Av = 503 kNPASS - Design shear resistance exceeds design shear force

Moment capacity at span 2 - Section 4.2.5Design bending moment; M = max(abs(Ms2_max), abs(Ms2_min)) = 287.1 kNmReduction factor; v = [2 (Fv_s2 / Pv) - 1]2 = 0.332Plastic modulus of shear area; Sv = t D2 / 4 = 234636 mm3

Moment capacity high shear - cl.4.2.5.3; Mc = min(py (Sxx - v Sv), 1.5 py Zxx) = 416.4 kNmPASS - Moment capacity exceeds design bending moment

Check vertical deflection - Section 2.5.2Consider deflection due to dead and imposed loadsLimiting deflection;; lim = Ls2 / 360 = 14.944 mmMaximum deflection span 2; = max(abs(max), abs(min)) = 6.348 mm

PASS - Maximum deflection does not exceed deflection limit

rodrigues

Project

65 Clarendon RoadJob no.

864

Calcs for

Transfer beams BS3Start page no./Revision

20. 7

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

STEEL BEAM ANALYSIS & DESIGN (BS5950)

In accordance with BS5950-1:2000 incorporating Corrigendum No.1TEDDS calculation version 3.0.04

Load Envelope - Combination 1

0.0

272.116

mm 47601A B

Bending Moment Envelope

0.0

407.672

kNm

mm 47601A B

407.7

Shear Force Envelope

0.0

320.358

-214.599

kN

mm 47601A B

320.4240.0240.0

-214.6

Support conditionsSupport A Vertically restrained

Rotationally freeSupport B Vertically restrained

Rotationally free

Applied loadingBeam loads Dead self weight of beam 1

column - Dead point load 50.14 kN at 1455 mmImposed point load 126.2 kN at 1455 mmslab - Dead full UDL 28 kN/mImposed full UDL 9 kN/m

Load combinationsLoad combination 1 Support A Dead 1.40

Imposed 1.60Span 1 Dead 1.40

Imposed 1.60Support B Dead 1.40

Imposed 1.60

rodrigues

Project

65 Clarendon RoadJob no.

864

Calcs for

Transfer beams BS3Start page no./Revision

20. 8

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Analysis resultsMaximum moment; Mmax = 407.7 kNm; Mmin = 0 kNmMaximum shear; Vmax = 320.4 kN; Vmin = -214.6 kNDeflection; max = 5.1 mm; min = 0 mmMaximum reaction at support A; RA_max = 320.4 kN; RA_min = 320.4 kNUnfactored dead load reaction at support A; RA_Dead = 104.2 kNUnfactored imposed load reaction at support A; RA_Imposed = 109 kNMaximum reaction at support B; RB_max = 214.6 kN; RB_min = 214.6 kNUnfactored dead load reaction at support B; RB_Dead = 84.7 kNUnfactored imposed load reaction at support B; RB_Imposed = 60 kN

Section detailsSection type; UC 305x305x118 (BS4-1)Steel grade; S275From table 9: Design strength py

Thickness of element; max(T, t) = 18.7 mmDesign strength; py = 265 N/mm2

Modulus of elasticity; E = 205000 N/mm2

307.4

12

314.

5

18.7

18.7

Lateral restraintSpan 1 has full lateral restraint

Effective length factorsEffective length factor in major axis; Kx = 1.00Effective length factor in minor axis; Ky = 1.00Effective length factor for lateral-torsional buckling; KLT.A = 1.00;

Classification of cross sections - Section 3.5 = [275 N/mm2 / py] = 1.02

Internal compression parts - Table 11Depth of section; d = 246.7 mm

d / t = 20.2 <= 80 ; Class 1 plastic

Outstand flanges - Table 11Width of section; b = B / 2 = 153.7 mm

rodrigues

Project

65 Clarendon RoadJob no.

864

Calcs for

Transfer beams BS3Start page no./Revision

20. 9

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

b / T = 8.1 <= 9 ; Class 1 plasticSection is class 1 plastic

Shear capacity - Section 4.2.3Design shear force; Fv = max(abs(Vmax), abs(Vmin)) = 320.4 kN

d / t < 70 Web does not need to be checked for shear buckling

Shear area; Av = t D = 3774 mm2

Design shear resistance; Pv = 0.6 py Av = 600.1 kNPASS - Design shear resistance exceeds design shear force

Moment capacity - Section 4.2.5Design bending moment; M = max(abs(Ms1_max), abs(Ms1_min)) = 407.7 kNmMoment capacity low shear - cl.4.2.5.2; Mc = min(py Sxx, 1.2 py Zxx) = 518.7 kNm

PASS - Moment capacity exceeds design bending moment

Check vertical deflection - Section 2.5.2Consider deflection due to imposed loadsLimiting deflection;; lim = Ls1 / 360 = 13.222 mm

Maximum deflection span 1; = max(abs(max), abs(min)) = 5.111 mmPASS - Maximum deflection does not exceed deflection limit

rodrigues

Project

65 Clarendon RoadJob no.

864

Calcs for

Transfer beams BS4Start page no./Revision

20. 10

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

STEEL BEAM ANALYSIS & DESIGN (BS5950)

In accordance with BS5950-1:2000 incorporating Corrigendum No.1TEDDS calculation version 3.0.04

Load Envelope - Combination 1

0.0

136.959

mm 47601A B

Bending Moment Envelope

0.0

387.895

kNm

mm 47601A B

387.9

Shear Force Envelope

0.0

325.963

-325.963

kN

mm 47601A B

326.0

-326.0

Support conditionsSupport A Vertically restrained

Rotationally freeSupport B Vertically restrained

Rotationally free

Applied loadingBeam loads Dead self weight of beam 1

LG& UG slab - Dead full UDL 30 kN/mImposed full UDL 10 kN/mglazing - Dead full UDL 1 kN/mImposed full UDL 1.2 kN/mRoof - Dead full UDL 1.6 kN/mImposed full UDL 3 kN/mWall - Dead full UDL 48 kN/m

Load combinationsLoad combination 1 Support A Dead 1.40

Imposed 1.60Span 1 Dead 1.40

Imposed 1.60Support B Dead 1.40

rodrigues

Project

65 Clarendon RoadJob no.

864

Calcs for

Transfer beams BS4Start page no./Revision

20. 11

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Imposed 1.60

Analysis resultsMaximum moment; Mmax = 387.9 kNm; Mmin = 0 kNmMaximum shear; Vmax = 326 kN; Vmin = -326 kNDeflection; max = 1.6 mm; min = 0 mmMaximum reaction at support A; RA_max = 326 kN; RA_min = 326 kNUnfactored dead load reaction at support A; RA_Dead = 194.2 kNUnfactored imposed load reaction at support A; RA_Imposed = 33.8 kNMaximum reaction at support B; RB_max = 326 kN; RB_min = 326 kNUnfactored dead load reaction at support B; RB_Dead = 194.2 kNUnfactored imposed load reaction at support B; RB_Imposed = 33.8 kN

Section detailsSection type; 2 x UB 356x171x51 (BS4-1)Steel grade; S275From table 9: Design strength py

Thickness of element; max(T, t) = 11.5 mmDesign strength; py = 275 N/mm2

Modulus of elasticity; E = 205000 N/mm2

171.5

7.4355

11.5

11.5

Lateral restraintSpan 1 has full lateral restraint

Effective length factorsEffective length factor in major axis; Kx = 1.00Effective length factor in minor axis; Ky = 1.00Effective length factor for lateral-torsional buckling; KLT.A = 1.00;

Classification of cross sections - Section 3.5 = [275 N/mm2 / py] = 1.00

Internal compression parts - Table 11Depth of section; d = 311.6 mm

d / t = 42.1 <= 80 ; Class 1 plastic

rodrigues

Project

65 Clarendon RoadJob no.

864

Calcs for

Transfer beams BS4Start page no./Revision

20. 12

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Outstand flanges - Table 11Width of section; b = B / 2 = 85.8 mm

b / T = 7.5 <= 9 ; Class 1 plasticSection is class 1 plastic

Shear capacity - Section 4.2.3Design shear force; Fv = max(abs(Vmax), abs(Vmin)) = 326 kN

d / t < 70 Web does not need to be checked for shear buckling

Shear area; Av = t D = 2627 mm2

Design shear resistance; Pv = 0.6 N py Av = 866.9 kNPASS - Design shear resistance exceeds design shear force

Moment capacity - Section 4.2.5Design bending moment; M = max(abs(Ms1_max), abs(Ms1_min)) = 387.9 kNmMoment capacity low shear - cl.4.2.5.2; Mc = N min(py Sxx, 1.2 py Zxx) = 492.8 kNm

PASS - Moment capacity exceeds design bending moment

Check vertical deflection - Section 2.5.2Consider deflection due to imposed loadsLimiting deflection;; lim = Ls1 / 360 = 13.222 mmMaximum deflection span 1; = max(abs(max), abs(min)) = 1.638 mm

PASS - Maximum deflection does not exceed deflection limit

Project

65 Clarendon RoadJob no.

864

Calcs for

Basement slab uplift heave and waterStart page no./Revision

21. 1

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

RC BEAM ANALYSIS & DESIGN BS8110TEDDS calculation version 2.1.11

Load Envelope - Combination 1

0.0

219.600

mm 55001A B

Bending Moment Envelope

0.0

830.362

kNm

mm 55001A B

830.4

Shear Force Envelope

0.0

603.900

-603.900

kN

mm 55001A B

603.9

-603.9

Support conditionsSupport A Vertically restrained

Rotationally freeSupport B Vertically restrained

Rotationally free

Applied loadingbsmt slab Dead full UDL -18 kN/mHeave Heave full UDL 57 kN/mWater Water full UDL 54 kN/mTotal raft Dead full UDL 75 kN/m

Imposed full UDL 15 kN/m

Load combinationsLoad combination 1 Support A Dead 1.20

Imposed 1.20Heave 1.20

Water 1.20Span 1 Dead 1.20

Imposed 1.20Heave 1.20

Water 1.20Support B Dead 1.20

Project

65 Clarendon RoadJob no.

864

Calcs for

Basement slab uplift heave and waterStart page no./Revision

21. 2

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Imposed 1.20

Heave 1.20Water 1.20

Analysis resultsMaximum moment support A; MA_max = 0 kNm; MA_red = 0 kNm;Maximum moment span 1 at 2750 mm; Ms1_max = 803 kNm; Ms1_red = 803 kNm;Maximum moment support B; MB_max = 0 kNm; MB_red = 0 kNm;Maximum shear support A; VA_max = 584 kN; VA_red = 584 kNMaximum shear support A span 1 at 650 mm; VA_s1_max = 446 kN; VA_s1_red = 446 kNMaximum shear support B; VB_max = -584 kN; VB_red = -584 kNMaximum shear support B span 1 at 4850 mm; VB_s1_max = -446 kN; VB_s1_red = -446 kNMaximum reaction at support A; RA = 584 kNUnfactored dead load reaction at support A; RA_Dead = 157 kNUnfactored imposed load reaction at support A; RA_Imposed = 41 kNUnfactored heave load reaction at support A; RA_Heave = 157 kNUnfactored water load reaction at support A; RA_Water = 149 kNMaximum reaction at support B; RB = 584 kNUnfactored dead load reaction at support B; RB_Dead = 157 kNUnfactored imposed load reaction at support B; RB_Imposed = 41 kNUnfactored heave load reaction at support B; RB_Heave = 157 kNUnfactored water load reaction at support B; RB_Water = 149 kN

Rectangular section detailsSection width; b = 1000 mmSection depth; h = 700 mm

700

1000

Concrete detailsConcrete strength class; C32/40Characteristic compressive cube strength; fcu = 40 N/mm2

Modulus of elasticity of concrete; Ec = 20kN/mm2 + 200 fcu = 28000 N/mm2

Maximum aggregate size; hagg = 20 mm

Reinforcement detailsCharacteristic yield strength of reinforcement; fy = 500 N/mm2

Characteristic yield strength of shear reinforcement; fyv = 500 N/mm2

Nominal cover to reinforcementNominal cover to top reinforcement; cnom_t = 35 mmNominal cover to bottom reinforcement; cnom_b = 35 mm

Project

65 Clarendon RoadJob no.

864

Calcs for

Basement slab uplift heave and waterStart page no./Revision

21. 3

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Nominal cover to side reinforcement; cnom_s = 35 mm

Mid span 1

700

1000

2 x 10f shear legs at 100 c/c

10 x 20f bars

10 x 20f bars

Design moment resistance of rectangular section (cl. 3.4.4) - Positive midspan momentDesign bending moment; M = abs(Ms1_red) = 803 kNmDepth to tension reinforcement; d = h - cnom_b - v - bot / 2 = 645 mmRedistribution ratio; b = min(1 - mrs1, 1) = 1.000

K = M / (b d2 fcu) = 0.048K' = 0.156

K' > K - No compression reinforcement is requiredLever arm; z = min(d (0.5 + (0.25 - K / 0.9)0.5), 0.95 d) = 608 mmDepth of neutral axis; x = (d - z) / 0.45 = 81 mmArea of tension reinforcement required; As,req = M / (0.87 fy z) = 3035 mm2

Tension reinforcement provided; 10 20 barsArea of tension reinforcement provided; As,prov = 3142 mm2

Minimum area of reinforcement; As,min = 0.0013 b h = 910 mm2

Maximum area of reinforcement; As,max = 0.04 b h = 28000 mm2

PASS - Area of reinforcement provided is greater than area of reinforcement required

Rectangular section in shearShear reinforcement provided; 2 10 legs at 100 c/cArea of shear reinforcement provided; Asv,prov = 1571 mm2/mMinimum area of shear reinforcement (Table 3.7); Asv,min = 0.4N/mm2 b / (0.87 fyv) = 920 mm2/m

PASS - Area of shear reinforcement provided exceeds minimum requiredMaximum longitudinal spacing (cl. 3.4.5.5); svl,max = 0.75 d = 484 mm

PASS - Longitudinal spacing of shear reinforcement provided is less than maximumDesign concrete shear stress; vc = 0.79N/mm2 min(3,[100 As,prov / (b d)]1/3) max(1, (400mm

/d)1/4) (min(fcu, 40N/mm2) / 25N/mm2)1/3 / m = 0.582 N/mm2

Design shear resistance provided; vs,prov = Asv,prov 0.87 fyv / b = 0.683 N/mm2

Design shear stress provided; vprov = vs,prov + vc = 1.265 N/mm2

Design shear resistance; Vprov = vprov (b d) = 815.9 kNShear links provided valid between 0 mm and 5500 mm with tension reinforcement of 3142 mm2

Spacing of reinforcement (cl 3.12.11)Actual distance between bars in tension; s = (b - 2 (cnom_s + v + bot/2)) /(Nbot - 1) - bot = 79 mm

Minimum distance between bars in tension (cl 3.12.11.1)Minimum distance between bars in tension; smin = hagg + 5 mm = 25 mm

Project

65 Clarendon RoadJob no.

864

Calcs for

Basement slab uplift heave and waterStart page no./Revision

21. 4

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

PASS - Satisfies the minimum spacing criteria

Maximum distance between bars in tension (cl 3.12.11.2)Design service stress; fs = (2 fy As,req) / (3 As,prov b) = 322.0 N/mm2

Maximum distance between bars in tension; smax = min(47000 N/mm / fs, 300 mm) = 146 mmPASS - Satisfies the maximum spacing criteria

Span to depth ratio (cl. 3.4.6)Basic span to depth ratio (Table 3.9); span_to_depthbasic = 20.0Design service stress in tension reinforcement; fs = (2 fy As,req)/ (3 As,prov b) = 322.0 N/mm2

Modification for tension reinforcementftens = min(2.0, 0.55 + (477N/mm2 - fs) / (120 (0.9N/mm2 + (M / (b d2))))) = 1.006

Modification for compression reinforcementfcomp = min(1.5, 1 + (100 As2,prov / (b d)) / (3 + (100 As2,prov / (b d)))) = 1.140

Modification for span length; flong = 1.000Allowable span to depth ratio; span_to_depthallow = span_to_depthbasic ftens fcomp = 22.9Actual span to depth ratio; span_to_depthactual = Ls1 / d = 8.5

PASS - Actual span to depth ratio is within the allowable limit;

Project

65 Clarendon RoadJob no.

864

Calcs for

Concrete trimmers to LG slab BC1Start page no./Revision

21. 5

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

RC BEAM ANALYSIS & DESIGN BS8110TEDDS calculation version 2.1.11

Load Envelope - Combination 1

0.0

29.000

mm 38001A B

Bending Moment Envelope

0.0

52.345

kNm

mm 38001A B

52.3

Shear Force Envelope

0.0

55.100

-55.100

kN

mm 38001A B

55.1

-55.1

Support conditionsSupport A Vertically restrained

Rotationally freeSupport B Vertically restrained

Rotationally free

Applied loadingDead full UDL 15 kN/mImposed full UDL 5 kN/m

Load combinationsLoad combination 1 Support A Dead 1.40

Imposed 1.60Span 1 Dead 1.40

Imposed 1.60Support B Dead 1.40

Imposed 1.60

Analysis resultsMaximum moment support A; MA_max = 0 kNm; MA_red = 0 kNm;Maximum moment span 1 at 1900 mm; Ms1_max = 52 kNm; Ms1_red = 52 kNm;Maximum moment support B; MB_max = 0 kNm; MB_red = 0 kNm;Maximum shear support A; VA_max = 55 kN; VA_red = 55 kNMaximum shear support A span 1 at 300 mm; VA_s1_max = 46 kN; VA_s1_red = 46 kN

Project

65 Clarendon RoadJob no.

864

Calcs for

Concrete trimmers to LG slab BC1Start page no./Revision

21. 6

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Maximum shear support B; VB_max = -55 kN; VB_red = -55 kNMaximum shear support B span 1 at 3500 mm; VB_s1_max = -46 kN; VB_s1_red = -46 kNMaximum reaction at support A; RA = 55 kNUnfactored dead load reaction at support A; RA_Dead = 29 kNUnfactored imposed load reaction at support A; RA_Imposed = 10 kNMaximum reaction at support B; RB = 55 kNUnfactored dead load reaction at support B; RB_Dead = 29 kNUnfactored imposed load reaction at support B; RB_Imposed = 10 kN

Rectangular section detailsSection width; b = 300 mmSection depth; h = 350 mm

350

300

Concrete detailsConcrete strength class; C32/40Characteristic compressive cube strength; fcu = 40 N/mm2

Modulus of elasticity of concrete; Ec = 20kN/mm2 + 200 fcu = 28000 N/mm2

Maximum aggregate size; hagg = 20 mm

Reinforcement detailsCharacteristic yield strength of reinforcement; fy = 500 N/mm2

Characteristic yield strength of shear reinforcement; fyv = 500 N/mm2

Nominal cover to reinforcementNominal cover to top reinforcement; cnom_t = 35 mmNominal cover to bottom reinforcement; cnom_b = 35 mmNominal cover to side reinforcement; cnom_s = 35 mm

Mid span 1

350

300

2 x 10f shear legs at 125 c/c

4 x 20f bars

4 x 10f bars

Project

65 Clarendon RoadJob no.

864

Calcs for

Concrete trimmers to LG slab BC1Start page no./Revision

21. 7

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Design moment resistance of rectangular section (cl. 3.4.4) - Positive midspan momentDesign bending moment; M = abs(Ms1_red) = 52 kNmDepth to tension reinforcement; d = h - cnom_b - v - bot / 2 = 295 mmRedistribution ratio; b = min(1 - mrs1, 1) = 1.000

K = M / (b d2 fcu) = 0.050K' = 0.156

K' > K - No compression reinforcement is requiredLever arm; z = min(d (0.5 + (0.25 - K / 0.9)0.5), 0.95 d) = 278 mmDepth of neutral axis; x = (d - z) / 0.45 = 39 mmArea of tension reinforcement required; As,req = M / (0.87 fy z) = 434 mm2

Tension reinforcement provided; 4 20 barsArea of tension reinforcement provided; As,prov = 1257 mm2

Minimum area of reinforcement; As,min = 0.0013 b h = 137 mm2

Maximum area of reinforcement; As,max = 0.04 b h = 4200 mm2

PASS - Area of reinforcement provided is greater than area of reinforcement required

Rectangular section in shearShear reinforcement provided; 2 10 legs at 125 c/cArea of shear reinforcement provided; Asv,prov = 1257 mm2/mMinimum area of shear reinforcement (Table 3.7); Asv,min = 0.4N/mm2 b / (0.87 fyv) = 276 mm2/m

PASS - Area of shear reinforcement provided exceeds minimum requiredMaximum longitudinal spacing (cl. 3.4.5.5); svl,max = 0.75 d = 221 mm

PASS - Longitudinal spacing of shear reinforcement provided is less than maximumDesign concrete shear stress; vc = 0.79N/mm2 min(3,[100 As,prov / (b d)]1/3) max(1, (400mm

/d)1/4) (min(fcu, 40N/mm2) / 25N/mm2)1/3 / m = 0.897 N/mm2

Design shear resistance provided; vs,prov = Asv,prov 0.87 fyv / b = 1.822 N/mm2

Design shear stress provided; vprov = vs,prov + vc = 2.719 N/mm2

Design shear resistance; Vprov = vprov (b d) = 240.6 kNShear links provided valid between 0 mm and 3800 mm with tension reinforcement of 1257 mm2

Spacing of reinforcement (cl 3.12.11)Actual distance between bars in tension; s = (b - 2 (cnom_s + v + bot/2)) /(Nbot - 1) - bot = 43 mm

Minimum distance between bars in tension (cl 3.12.11.1)Minimum distance between bars in tension; smin = hagg + 5 mm = 25 mm

PASS - Satisfies the minimum spacing criteria

Maximum distance between bars in tension (cl 3.12.11.2)Design service stress; fs = (2 fy As,req) / (3 As,prov b) = 115.0 N/mm2

Maximum distance between bars in tension; smax = min(47000 N/mm / fs, 300 mm) = 300 mmPASS - Satisfies the maximum spacing criteria

Span to depth ratio (cl. 3.4.6)Basic span to depth ratio (Table 3.9); span_to_depthbasic = 20.0Design service stress in tension reinforcement; fs = (2 fy As,req)/ (3 As,prov b) = 115.0 N/mm2

Modification for tension reinforcementftens = min(2.0, 0.55 + (477N/mm2 - fs) / (120 (0.9N/mm2 + (M / (b d2))))) = 1.588

Modification for compression reinforcementfcomp = min(1.5, 1 + (100 As2,prov / (b d)) / (3 + (100 As2,prov / (b d)))) = 1.106

Project

65 Clarendon RoadJob no.

864

Calcs for

Concrete trimmers to LG slab BC1Start page no./Revision

21. 8

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Modification for span length; flong = 1.000Allowable span to depth ratio; span_to_depthallow = span_to_depthbasic ftens fcomp = 35.1Actual span to depth ratio; span_to_depthactual = Ls1 / d = 12.9

PASS - Actual span to depth ratio is within the allowable limit;

Rodrigues Associates1 Amwell Street

London EC1R 1UL

020 7837 1133

Project

65 Clarendon RoadJob no.

864

Calcs for

Lower ground slab externalStart page no./Revision

21. 9

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

RC BEAM ANALYSIS & DESIGN BS8110TEDDS calculation version 2.1.11

Load Envelope - Combination 1

0.0

53.573

mm 56001A B

Bending Moment Envelope

0.0

210.006

kNm

mm 56001A B

210.0

Shear Force Envelope

0.0

150.004

-150.004

kN

mm 56001A B

150.0

-150.0

Support conditionsSupport A Vertically restrained

Rotationally freeSupport B Vertically restrained

Rotationally free

Applied loadingDead self weight of beam 1 Dead full UDL 27 kN/mImposed full UDL 2.5 kN/m

Load combinationsLoad combination 1 Support A Dead 1.40

Imposed 1.60

Span 1 Dead 1.40Imposed 1.60

Support B Dead 1.40Imposed 1.60

Analysis resultsMaximum moment support A; MA_max = 0 kNm; MA_red = 0 kNm;Maximum moment span 1 at 2800 mm; Ms1_max = 210 kNm; Ms1_red = 210 kNm;Maximum moment support B; MB_max = 0 kNm; MB_red = 0 kNm;Maximum shear support A; VA_max = 150 kN; VA_red = 150 kN

Rodrigues Associates1 Amwell Street

London EC1R 1UL

020 7837 1133

Project

65 Clarendon RoadJob no.

864

Calcs for

Lower ground slab externalStart page no./Revision

21. 10

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Maximum shear support A span 1 at 300 mm; VA_s1_max = 134 kN; VA_s1_red = 134 kNMaximum shear support B; VB_max = -150 kN; VB_red = -150 kNMaximum shear support B span 1 at 5300 mm; VB_s1_max = -134 kN; VB_s1_red = -134 kNMaximum reaction at support A; RA = 150 kNUnfactored dead load reaction at support A; RA_Dead = 99 kNUnfactored imposed load reaction at support A; RA_Imposed = 7 kNMaximum reaction at support B; RB = 150 kNUnfactored dead load reaction at support B; RB_Dead = 99 kNUnfactored imposed load reaction at support B; RB_Imposed = 7 kN

Rectangular section detailsSection width; b = 1000 mmSection depth; h = 350 mm

350

1000

Concrete detailsConcrete strength class; C32/40Characteristic compressive cube strength; fcu = 40 N/mm2

Modulus of elasticity of concrete; Ec = 20kN/mm2 + 200 fcu = 28000 N/mm2

Maximum aggregate size; hagg = 20 mm

Reinforcement detailsCharacteristic yield strength of reinforcement; fy = 500 N/mm2

Characteristic yield strength of shear reinforcement; fyv = 500 N/mm2

Nominal cover to reinforcementNominal cover to top reinforcement; cnom_t = 35 mmNominal cover to bottom reinforcement; cnom_b = 35 mmNominal cover to side reinforcement; cnom_s = 35 mm

Mid span 1

350

1000

2 x 10f shear legs at 100 c/c

7 x 20f bars

5 x 10f bars

Rodrigues Associates1 Amwell Street

London EC1R 1UL

020 7837 1133

Project

65 Clarendon RoadJob no.

864

Calcs for

Lower ground slab externalStart page no./Revision

21. 11

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Design moment resistance of rectangular section (cl. 3.4.4) - Positive midspan momentDesign bending moment; M = abs(Ms1_red) = 210 kNmDepth to tension reinforcement; d = h - cnom_b - v - bot / 2 = 295 mmRedistribution ratio; b = min(1 - mrs1, 1) = 1.000

K = M / (b d2 fcu) = 0.060K' = 0.156

K' > K - No compression reinforcement is requiredLever arm; z = min(d (0.5 + (0.25 - K / 0.9)0.5), 0.95 d) = 274 mmDepth of neutral axis; x = (d - z) / 0.45 = 47 mmArea of tension reinforcement required; As,req = M / (0.87 fy z) = 1764 mm2

Tension reinforcement provided; 7 20 barsArea of tension reinforcement provided; As,prov = 2199 mm2

Minimum area of reinforcement; As,min = 0.0013 b h = 455 mm2

Maximum area of reinforcement; As,max = 0.04 b h = 14000 mm2

PASS - Area of reinforcement provided is greater than area of reinforcement required

Rectangular section in shearShear reinforcement provided; 2 10 legs at 100 c/cArea of shear reinforcement provided; Asv,prov = 1571 mm2/mMinimum area of shear reinforcement (Table 3.7); Asv,min = 0.4N/mm2 b / (0.87 fyv) = 920 mm2/m

PASS - Area of shear reinforcement provided exceeds minimum requiredMaximum longitudinal spacing (cl. 3.4.5.5); svl,max = 0.75 d = 221 mm

PASS - Longitudinal spacing of shear reinforcement provided is less than maximumDesign concrete shear stress; vc = 0.79N/mm2 min(3,[100 As,prov / (b d)]1/3) max(1, (400mm

/d)1/4) (min(fcu, 40N/mm2) / 25N/mm2)1/3 / m = 0.723 N/mm2

Design shear resistance provided; vs,prov = Asv,prov 0.87 fyv / b = 0.683 N/mm2

Design shear stress provided; vprov = vs,prov + vc = 1.407 N/mm2

Design shear resistance; Vprov = vprov (b d) = 414.9 kNShear links provided valid between 0 mm and 5600 mm with tension reinforcement of 2199 mm2

Spacing of reinforcement (cl 3.12.11)Actual distance between bars in tension; s = (b - 2 (cnom_s + v + bot/2)) /(Nbot - 1) - bot = 128 mm

Minimum distance between bars in tension (cl 3.12.11.1)Minimum distance between bars in tension; smin = hagg + 5 mm = 25 mm

PASS - Satisfies the minimum spacing criteria

Maximum distance between bars in tension (cl 3.12.11.2)Design service stress; fs = (2 fy As,req) / (3 As,prov b) = 267.4 N/mm2

Maximum distance between bars in tension; smax = min(47000 N/mm / fs, 300 mm) = 176 mmPASS - Satisfies the maximum spacing criteria

Span to depth ratio (cl. 3.4.6)Basic span to depth ratio (Table 3.9); span_to_depthbasic = 20.0Design service stress in tension reinforcement; fs = (2 fy As,req)/ (3 As,prov b) = 267.4 N/mm2

Modification for tension reinforcementftens = min(2.0, 0.55 + (477N/mm2 - fs) / (120 (0.9N/mm2 + (M / (b d2))))) = 1.077

Modification for compression reinforcementfcomp = min(1.5, 1 + (100 As2,prov / (b d)) / (3 + (100 As2,prov / (b d)))) = 1.042

Modification for span length; flong = 1.000

Rodrigues Associates1 Amwell Street

London EC1R 1UL

020 7837 1133

Project

65 Clarendon RoadJob no.

864

Calcs for

Lower ground slab externalStart page no./Revision

21. 12

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Allowable span to depth ratio; span_to_depthallow = span_to_depthbasic ftens fcomp = 22.5Actual span to depth ratio; span_to_depthactual = Ls1 / d = 19.0

PASS - Actual span to depth ratio is within the allowable limit;

Project

65 Clarendon RoadJob no.

864

Calcs for

Lower ground slab internalStart page no./Revision

21. 13

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

RC BEAM ANALYSIS & DESIGN BS8110TEDDS calculation version 2.1.11

Load Envelope - Combination 1

0.0

15.909

mm 45001A B

Bending Moment Envelope

0.0

40.270

kNm

mm 45001A B

40.3

Shear Force Envelope

0.0

35.796

-35.796

kN

mm 45001A B

35.8

-35.8

Support conditionsSupport A Vertically restrained

Rotationally freeSupport B Vertically restrained

Rotationally free

Applied loadingDead self weight of beam 1 Dead full UDL 2.5 kN/mImposed full UDL 2.5 kN/m

Load combinationsLoad combination 1 Support A Dead 1.40

Imposed 1.60

Span 1 Dead 1.40Imposed 1.60

Support B Dead 1.40Imposed 1.60

Analysis resultsMaximum moment support A; MA_max = 0 kNm; MA_red = 0 kNm;Maximum moment span 1 at 2250 mm; Ms1_max = 40 kNm; Ms1_red = 40 kNm;Maximum moment support B; MB_max = 0 kNm; MB_red = 0 kNm;Maximum shear support A; VA_max = 36 kN; VA_red = 36 kN

Project

65 Clarendon RoadJob no.

864

Calcs for

Lower ground slab internalStart page no./Revision

21. 14

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Maximum shear support A span 1 at 200 mm; VA_s1_max = 33 kN; VA_s1_red = 33 kNMaximum shear support B; VB_max = -36 kN; VB_red = -36 kNMaximum shear support B span 1 at 4300 mm; VB_s1_max = -33 kN; VB_s1_red = -33 kNMaximum reaction at support A; RA = 36 kNUnfactored dead load reaction at support A; RA_Dead = 19 kNUnfactored imposed load reaction at support A; RA_Imposed = 6 kNMaximum reaction at support B; RB = 36 kNUnfactored dead load reaction at support B; RB_Dead = 19 kNUnfactored imposed load reaction at support B; RB_Imposed = 6 kN

Rectangular section detailsSection width; b = 1000 mmSection depth; h = 250 mm

250

1000

Concrete detailsConcrete strength class; C32/40Characteristic compressive cube strength; fcu = 40 N/mm2

Modulus of elasticity of concrete; Ec = 20kN/mm2 + 200 fcu = 28000 N/mm2

Maximum aggregate size; hagg = 20 mm

Reinforcement detailsCharacteristic yield strength of reinforcement; fy = 500 N/mm2

Characteristic yield strength of shear reinforcement; fyv = 500 N/mm2

Nominal cover to reinforcementNominal cover to top reinforcement; cnom_t = 35 mmNominal cover to bottom reinforcement; cnom_b = 35 mmNominal cover to side reinforcement; cnom_s = 35 mm

Mid span 1

250

1000

2 x 10f shear legs at 100 c/c

5 x 16f bars

5 x 10f bars

Design moment resistance of rectangular section (cl. 3.4.4) - Positive midspan momentDesign bending moment; M = abs(Ms1_red) = 40 kNmDepth to tension reinforcement; d = h - cnom_b - v - bot / 2 = 197 mm

Project

65 Clarendon RoadJob no.

864

Calcs for

Lower ground slab internalStart page no./Revision

21. 15

Calcs by

CBCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Redistribution ratio; b = min(1 - mrs1, 1) = 1.000K = M / (b d2 fcu) = 0.026K' = 0.156

K' > K - No compression reinforcement is requiredLever arm; z = min(d (0.5 + (0.25 - K / 0.9)0.5), 0.95 d) = 187 mmDepth of neutral axis; x = (d - z) / 0.45 = 22 mmArea of tension reinforcement required; As,req = M / (0.87 fy z) = 495 mm2

Tension reinforcement provided; 5 16 barsArea of tension reinforcement provided; As,prov = 1005 mm2

Minimum area of reinforcement; As,min = 0.0013 b h = 325 mm2

Maximum area of reinforcement; As,max = 0.04 b h = 10000 mm2

PASS - Area of reinforcement provided is greater than area of reinforcement required

Rectangular section in shearShear reinforcement provided; 2 10 legs at 100 c/cArea of shear reinforcement provided; Asv,prov = 1571 mm2/mMinimum area of shear reinforcement (Table 3.7); Asv,min = 0.4N/mm2 b / (0.87 fyv) = 920 mm2/m

PASS - Area of shear reinforcement provided exceeds minimum requiredMaximum longitudinal spacing (cl. 3.4.5.5); svl,max = 0.75 d = 148 mm

PASS - Longitudinal spacing of shear reinforcement provided is less than maximumDesign concrete shear stress; vc = 0.79N/mm2 min(3,[100 As,prov / (b d)]1/3) max(1, (400mm

/d)1/4) (min(fcu, 40N/mm2) / 25N/mm2)1/3 / m = 0.705 N/mm2

Design shear resistance provided; vs,prov = Asv,prov 0.87 fyv / b = 0.683 N/mm2

Design shear stress provided; vprov = vs,prov + vc = 1.388 N/mm2

Design shear resistance; Vprov = vprov (b d) = 273.5 kNShear links provided valid between 0 mm and 4500 mm with tension reinforcement of 1005 mm2

Spacing of reinforcement (cl 3.12.11)Actual distance between bars in tension; s = (b - 2 (cnom_s + v + bot/2)) /(Nbot - 1) - bot = 208 mm

Minimum distance between bars in tension (cl 3.12.11.1)Minimum distance between bars in tension; smin = hagg + 5 mm = 25 mm

PASS - Satisfies the minimum spacing criteria

Maximum distance between bars in tension (cl 3.12.11.2)Design service stress; fs = (2 fy As,req) / (3 As,prov b) = 164.0 N/mm2

Maximum distance between bars in tension; smax = min(47000 N/mm / fs, 300 mm) = 287 mmPASS - Satisfies the maximum spacing criteria

Span to depth ratio (cl. 3.4.6)Basic span to depth ratio (Table 3.9); span_to_depthbasic = 20.0Design service stress in tension reinforcement; fs = (2 fy As,req)/ (3 As,prov b) = 164.0 N/mm2

Modification for tension reinforcementftens = min(2.0, 0.55 + (477N/mm2 - fs) / (120 (0.9N/mm2 + (M / (b d2))))) = 1.896

Modification for compression reinforcementfcomp = min(1.5, 1 + (100 As2,prov / (b d)) / (3 + (100 As2,prov / (b d)))) = 1.062

Modification for span length; flong = 1.000Allowable span to depth ratio; span_to_depthallow = span_to_depthbasic ftens fcomp = 40.3Actual span to depth ratio; span_to_depthactual = Ls1 / d = 22.8

PASS - Actual span to depth ratio is within the allowable limit

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

BOUNDARY RETAINING WALL W1Start page no./Revision

30. 1

Calcs by

MRCalcs date

16/02/2013Checked by Checked date Approved by Approved date

RETAINING WALL ANALYSIS (BS 8002:1994)TEDDS calculation version 1.2.01.06

10 kN/m2132 kN/m

2625

Prop

Prop

2800

2500 300

50

040

0

20

0

375

0

509

0

55

90

Wall details

Retaining wall type; Cantilever propped at both

Height of retaining wall stem; hstem = 5090 mm

Thickness of wall stem; twall = 300 mm

Length of toe; ltoe = 2500 mm

Length of heel; lheel = 0 mm

Overall length of base; lbase = ltoe + lheel + twall = 2800 mm

Thickness of base; tbase = 500 mm

Depth of downstand; dds = 0 mm

Position of downstand; lds = 0 mm

Thickness of downstand; tds = 500 mm

Height of retaining wall; hwall = hstem + tbase + dds = 5590 mm

Depth of cover in front of wall; dcover = 400 mm

Depth of unplanned excavation; dexc = 200 mm

Height of ground water behind wall; hwater = 3750 mm

Height of saturated fill above base; hsat = max(hwater - tbase - dds, 0 mm) = 3250 mm

Density of wall construction; wall = 23.6 kN/m3

Density of base construction; base = 23.6 kN/m3

Angle of rear face of wall; = 90.0 deg

Angle of soil surface behind wall; = 0.0 deg

Effective height at virtual back of wall; heff = hwall + lheel tan() = 5590 mm

Retained material details

Mobilisation factor; M = 1.5

Moist density of retained material; m = 18.0 kN/m3

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

BOUNDARY RETAINING WALL W1Start page no./Revision

30. 2

Calcs by

MRCalcs date

16/02/2013Checked by Checked date Approved by Approved date

Saturated density of retained material; s = 21.0 kN/m3

Design shear strength; ' = 24.2 deg

Angle of wall friction; = 0.0 deg

Base material details

Moist density; mb = 18.0 kN/m3

Design shear strength; 'b = 24.2 deg

Design base friction; b = 18.6 deg

Allowable bearing pressure; Pbearing = 150 kN/m2

Using Coulomb theory

Active pressure coefficient for retained material

Ka = sin(+ ')2 / (sin()2 sin(- ) [1 + (sin(' + ) sin(' - ) / (sin(- ) sin(+ )))]2) = 0.419

Passive pressure coefficient for base material

Kp = sin(90- 'b)2 / (sin(90- b) [1 - (sin('b + b) sin('b) / (sin(90 + b)))]2) = 4.187

At-rest pressure

At-rest pressure for retained material; K0 = 1 – sin(’) = 0.590

Loading details

Surcharge load on plan; Surcharge = 10.0 kN/m2

Applied vertical dead load on wall; Wdead = 125.0 kN/m

Applied vertical live load on wall; Wlive = 6.6 kN/m

Position of applied vertical load on wall; lload = 2625 mm

Applied horizontal dead load on wall; Fdead = 0.0 kN/m

Applied horizontal live load on wall; Flive = 0.0 kN/m

Height of applied horizontal load on wall; hload = 0 mm

10132

Prop

Prop

78.1 78.14.2 13.9 17.6 36.850.0

Loads shown in kN/m, pressures shown in kN/m2

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

BOUNDARY RETAINING WALL W1Start page no./Revision

30. 3

Calcs by

MRCalcs date

16/02/2013Checked by Checked date Approved by Approved date

Vertical forces on wall

Wall stem; wwall = hstem twall wall = 36 kN/m

Wall base; wbase = lbase tbase base = 33 kN/m

Soil in front of wall; wp = ltoe dcover mb = 18 kN/m

Applied vertical load; Wv = Wdead + Wlive = 131.6 kN/m

Total vertical load; Wtotal = wwall + wbase + wp + Wv = 218.7 kN/m

Horizontal forces on wall

Surcharge; Fsur = Ka Surcharge heff = 23.4 kN/m

Moist backfill above water table; Fm_a = 0.5 Ka m (heff - hwater)2 = 12.8 kN/m

Moist backfill below water table; Fm_b = Ka m (heff - hwater) hwater = 52 kN/m

Saturated backfill; Fs = 0.5 Ka (s- water) hwater2 = 32.9 kN/m

Water; Fwater = 0.5 hwater2 water = 69 kN/m

Total horizontal load; Ftotal = Fsur + Fm_a + Fm_b + Fs + Fwater = 190 kN/m

Calculate total propping force

Passive resistance of soil in front of wall; Fp = 0.5 Kp cos(b) (dcover + tbase + dds - dexc)2 mb = 17.5 kN/m

Propping force; Fprop = max(Ftotal - Fp - (Wtotal - wp - Wlive) tan(b), 0 kN/m)

Fprop = 107.2 kN/m

Overturning moments

Surcharge; Msur = Fsur (heff - 2 dds) / 2 = 65.4 kNm/m

Moist backfill above water table; Mm_a = Fm_a (heff + 2 hwater - 3 dds) / 3 = 55.6 kNm/m

Moist backfill below water table; Mm_b = Fm_b (hwater - 2 dds) / 2 = 97.5 kNm/m

Saturated backfill; Ms = Fs (hwater - 3 dds) / 3 = 41.2 kNm/m

Water; Mwater = Fwater (hwater - 3 dds) / 3 = 86.2 kNm/m

Total overturning moment; Mot = Msur + Mm_a + Mm_b + Ms + Mwater = 345.9 kNm/m

Restoring moments

Wall stem; Mwall = wwall (ltoe + twall / 2) = 95.5 kNm/m

Wall base; Mbase = wbase lbase / 2 = 46.3 kNm/m

Design vertical dead load; Mdead = Wdead lload = 328.1 kNm/m

Total restoring moment; Mrest = Mwall + Mbase + Mdead = 469.9 kNm/m

Check bearing pressure

Total vertical reaction; R = Wtotal = 218.7 kN/m

Distance to reaction; xbar = lbase / 2 = 1400 mm

Eccentricity of reaction; e = abs((lbase / 2) - xbar) = 0 mm

Reaction acts within middle third of base

Bearing pressure at toe; ptoe = (R / lbase) - (6 R e / lbase2) = 78.1 kN/m2

Bearing pressure at heel; pheel = (R / lbase) + (6 R e / lbase2) = 78.1 kN/m2

PASS - Maximum bearing pressure is less than allowable bearing pressure

Calculate propping forces to top and base of wall

Propping force to top of wall

Fprop_top = (Mot - Mrest + R lbase / 2 - Fprop tbase / 2) / (hstem + tbase / 2) = 29.090 kN/m

Propping force to base of wall; Fprop_base = Fprop - Fprop_top = 78.130 kN/m

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

BOUNDARY RETAINING WALL W1Start page no./Revision

30. 4

Calcs by

MRCalcs date

16/02/2013Checked by Checked date Approved by Approved date

RETAINING WALL DESIGN (BS 8002:1994)TEDDS calculation version 1.2.01.06

Ultimate limit state load factors

Dead load factor; f_d = 1.4

Live load factor; f_l = 1.6

Earth and water pressure factor; f_e = 1.4

Factored vertical forces on wall

Wall stem; wwall_f = f_d hstem twall wall = 50.5 kN/m

Wall base; wbase_f = f_d lbase tbase base = 46.3 kN/m

Soil in front of wall; wp_f = f_d ltoe dcover mb = 25.2 kN/m

Applied vertical load; Wv_f = f_d Wdead + f_l Wlive = 185.6 kN/m

Total vertical load; Wtotal_f = wwall_f + wbase_f + wp_f + Wv_f = 307.5 kN/m

Factored horizontal at-rest forces on wall

Surcharge; Fsur_f = f_l K0 Surcharge heff = 52.8 kN/m

Moist backfill above water table; Fm_a_f = f_e 0.5 K0 m (heff - hwater)2 = 25.2 kN/m

Moist backfill below water table; Fm_b_f = f_e K0 m (heff - hwater) hwater = 102.6 kN/m

Saturated backfill; Fs_f = f_e 0.5 K0 (s- water) hwater2 = 65 kN/m

Water; Fwater_f = f_e 0.5 hwater2 water = 96.6 kN/m

Total horizontal load; Ftotal_f = Fsur_f + Fm_a_f + Fm_b_f + Fs_f + Fwater_f = 342.1 kN/m

Calculate total propping force

Passive resistance of soil in front of wall; Fp_f = f_e 0.5 Kp cos(b) (dcover + tbase + dds - dexc)2 mb = 24.5

kN/m

Propping force; Fprop_f = max(Ftotal_f - Fp_f - (Wtotal_f - wp_f - f_l Wlive) tan(b), 0 kN/m)

Fprop_f = 226.2 kN/m

Factored overturning moments

Surcharge; Msur_f = Fsur_f (heff - 2 dds) / 2 = 147.5 kNm/m

Moist backfill above water table; Mm_a_f = Fm_a_f (heff + 2 hwater - 3 dds) / 3 = 109.8 kNm/m

Moist backfill below water table; Mm_b_f = Fm_b_f (hwater - 2 dds) / 2 = 192.4 kNm/m

Saturated backfill; Ms_f = Fs_f (hwater - 3 dds) / 3 = 81.2 kNm/m

Water; Mwater_f = Fwater_f (hwater - 3 dds) / 3 = 120.7 kNm/m

Total overturning moment; Mot_f = Msur_f + Mm_a_f + Mm_b_f + Ms_f + Mwater_f = 651.7 kNm/m

Restoring moments

Wall stem; Mwall_f = wwall_f (ltoe + twall / 2) = 133.7 kNm/m

Wall base; Mbase_f = wbase_f lbase / 2 = 64.8 kNm/m

Soil in front of wall; Mp_r_f = wp_f ltoe / 2 = 31.5 kNm/m

Design vertical load; Mv_f = Wv_f lload = 487.1 kNm/m

Total restoring moment; Mrest_f = Mwall_f + Mbase_f + Mp_r_f + Mv_f = 717.1 kNm/m

Factored bearing pressure

Total vertical reaction; Rf = Wtotal_f = 307.5 kN/m

Distance to reaction; xbar_f = lbase / 2 = 1400 mm

Eccentricity of reaction; ef = abs((lbase / 2) - xbar_f) = 0 mm

Reaction acts within middle third of base

Bearing pressure at toe; ptoe_f = (Rf / lbase) - (6 Rf ef / lbase2) = 109.8 kN/m2

Bearing pressure at heel; pheel_f = (Rf / lbase) + (6 Rf ef / lbase2) = 109.8 kN/m2

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

BOUNDARY RETAINING WALL W1Start page no./Revision

30. 5

Calcs by

MRCalcs date

16/02/2013Checked by Checked date Approved by Approved date

Rate of change of base reaction; rate = (ptoe_f - pheel_f) / lbase = 0.00 kN/m2/m

Bearing pressure at stem / toe; pstem_toe_f = max(ptoe_f - (rate ltoe), 0 kN/m2) = 109.8 kN/m2

Bearing pressure at mid stem; pstem_mid_f = max(ptoe_f - (rate (ltoe + twall / 2)), 0 kN/m2) = 109.8 kN/m2

Bearing pressure at stem / heel; pstem_heel_f = max(ptoe_f - (rate (ltoe + twall)), 0 kN/m2) = 109.8 kN/m2

Calculate propping forces to top and base of wall

Propping force to top of wall

Fprop_top_f = (Mot_f - Mrest_f + Rf lbase / 2 - Fprop_f tbase / 2) / (hstem + tbase / 2) = 57.779 kN/m

Propping force to base of wall; Fprop_base_f = Fprop_f - Fprop_top_f = 168.400 kN/m

Design of reinforced concrete retaining wall toe (BS 8002:1994)

Material properties

Characteristic strength of concrete; fcu = 40 N/mm2

Characteristic strength of reinforcement; fy = 500 N/mm2

Base details

Minimum area of reinforcement; k = 0.13 %

Cover to reinforcement in toe; ctoe = 30 mm

Calculate shear for toe design

Shear from bearing pressure; Vtoe_bear = (ptoe_f + pstem_toe_f) ltoe / 2 = 274.5 kN/m

Shear from weight of base; Vtoe_wt_base = f_d base ltoe tbase = 41.3 kN/m

Shear from weight of soil; Vtoe_wt_soil = wp_f - (f_d m ltoe dexc) = 12.6 kN/m

Total shear for toe design; Vtoe = Vtoe_bear - Vtoe_wt_base - Vtoe_wt_soil = 220.6 kN/m

Calculate moment for toe design

Moment from bearing pressure; Mtoe_bear = (2 ptoe_f + pstem_mid_f) (ltoe + twall / 2)2 / 6 = 385.6 kNm/m

Moment from weight of base; Mtoe_wt_base = (f_d base tbase (ltoe + twall / 2)2 / 2) = 58 kNm/m

Moment from weight of soil; Mtoe_wt_soil = (wp_f - (f_d m ltoe dexc)) (ltoe + twall) / 2 = 17.6 kNm/m

Total moment for toe design; Mtoe = Mtoe_bear - Mtoe_wt_base - Mtoe_wt_soil = 309.9 kNm/m

100

500 46

2

Check toe in bending

Width of toe; b = 1000 mm/m

Depth of reinforcement; dtoe = tbase – ctoe – (toe / 2) = 462.0 mm

Constant; Ktoe = Mtoe / (b dtoe2 fcu) = 0.036

Compression reinforcement is not required

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

BOUNDARY RETAINING WALL W1Start page no./Revision

30. 6

Calcs by

MRCalcs date

16/02/2013Checked by Checked date Approved by Approved date

Lever arm; ztoe = min(0.5 + (0.25 - (min(Ktoe, 0.225) / 0.9)),0.95) dtoe

ztoe = 439 mm

Area of tension reinforcement required; As_toe_des = Mtoe / (0.87 fy ztoe) = 1623 mm2/m

Minimum area of tension reinforcement; As_toe_min = k b tbase = 650 mm2/m

Area of tension reinforcement required; As_toe_req = Max(As_toe_des, As_toe_min) = 1623 mm2/m

Reinforcement provided; 16 mm dia.bars @ 100 mm centres

Area of reinforcement provided; As_toe_prov = 2011 mm2/m

PASS - Reinforcement provided at the retaining wall toe is adequate

Check shear resistance at toe

Design shear stress; vtoe = Vtoe / (b dtoe) = 0.478 N/mm2

Allowable shear stress; vadm = min(0.8 (fcu / 1 N/mm2), 5) 1 N/mm2 = 5.000 N/mm2

PASS - Design shear stress is less than maximum shear stress

From BS8110:Part 1:1997 – Table 3.8

Design concrete shear stress; vc_toe = 0.560 N/mm2

vtoe < vc_toe - No shear reinforcement required

Design of reinforced concrete retaining wall stem (BS 8002:1994)

Material properties

Characteristic strength of concrete; fcu = 40 N/mm2

Characteristic strength of reinforcement; fy = 500 N/mm2

Wall details

Minimum area of reinforcement; k = 0.13 %

Cover to reinforcement in stem; cstem = 30 mm

Cover to reinforcement in wall; cwall = 30 mm

Factored horizontal at-rest forces on stem

Surcharge; Fs_sur_f = f_l K0 Surcharge (heff - tbase - dds) = 48.1 kN/m

Moist backfill above water table; Fs_m_a_f = 0.5 f_e K0 m (heff - tbase - dds - hsat)2 = 25.2 kN/m

Moist backfill below water table; Fs_m_b_f = f_e K0 m (heff - tbase - dds - hsat) hsat = 88.9 kN/m

Saturated backfill; Fs_s_f = 0.5 f_e K0 (s- water) hsat2 = 48.8 kN/m

Water; Fs_water_f = 0.5 f_e water hsat2 = 72.5 kN/m

Calculate shear for stem design

Surcharge; Vs_sur_f = 5 Fs_sur_f / 8 = 30 kN/m

Moist backfill above water table; Vs_m_a_f = Fs_m_a_f bl ((5 L2) - bl2) / (5 L3) = 8.5 kN/m

Moist backfill below water table; Vs_m_b_f = Fs_m_b_f (8 - (n2 (4 - n))) / 8 = 73 kN/m

Saturated backfill; Vs_s_f = Fs_s_f (1 - (al2 ((5 L) - al) / (20 L3))) = 44.3 kN/m

Water; Vs_water_f = Fs_water_f (1 - (al2 ((5 L) - al) / (20 L3))) = 65.8 kN/m

Total shear for stem design; Vstem = Vs_sur_f + Vs_m_a_f + Vs_m_b_f + Vs_s_f + Vs_water_f = 221.5 kN/m

Calculate moment for stem design

Surcharge; Ms_sur = Fs_sur_f L / 8 = 32.1 kNm/m

Moist backfill above water table; Ms_m_a = Fs_m_a_f bl ((5 L2) - (3 bl2)) / (15 L2) = 14.3 kNm/m

Moist backfill below water table; Ms_m_b = Fs_m_b_f al (2 - n)2 / 8 = 70.3 kNm/m

Saturated backfill; Ms_s = Fs_s_f al((3al2)-(15alL)+(20L2))/(60L2) = 32.6 kNm/m

Water; Ms_water = Fs_water_f al((3al2)-(15alL)+(20L2))/(60L2) = 48.5

kNm/m

Total moment for stem design; Mstem = Ms_sur + Ms_m_a + Ms_m_b + Ms_s + Ms_water = 197.9 kNm/m

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

BOUNDARY RETAINING WALL W1Start page no./Revision

30. 7

Calcs by

MRCalcs date

16/02/2013Checked by Checked date Approved by Approved date

Calculate moment for wall design

Surcharge; Mw_sur = 9 Fs_sur_f L / 128 = 18 kNm/m

Moist backfill above water table; Mw_m_a = Fs_m_a_f 0.577bl[(bl3+5alL2)/(5L3)-0.5772/3] = 14.8

kNm/m

Moist backfill below water table; Mw_m_b = Fs_m_b_f al [((8-n2(4-n))2 /16)-4+n(4-n)]/8 = 34.4 kNm/m

Saturated backfill; Mw_s = Fs_s_f [al2x((5L)-al)/(20L3)-(x-bl)3 /(3al

2)] = 11.6 kNm/m

Water; Mw_water = Fs_water_f [al2x((5L)-al)/(20L3)-(x-bl)3 /(3al

2)] = 17.3

kNm/m

Total moment for wall design; Mwall = Mw_sur + Mw_m_a + Mw_m_b + Mw_s + Mw_water = 96.1 kNm/m

100

200

30

0 26

0

26

2

Check wall stem in bending

Width of wall stem; b = 1000 mm/m

Depth of reinforcement; dstem = twall – cstem – (stem / 2) = 260.0 mm

Constant; Kstem = Mstem / (b dstem2 fcu) = 0.073

Compression reinforcement is not required

Lever arm; zstem = min(0.5 + (0.25 - (min(Kstem, 0.225) / 0.9)),0.95) dstem

zstem = 237 mm

Area of tension reinforcement required; As_stem_des = Mstem / (0.87 fy zstem) = 1921 mm2/m

Minimum area of tension reinforcement; As_stem_min = k b twall = 390 mm2/m

Area of tension reinforcement required; As_stem_req = Max(As_stem_des, As_stem_min) = 1921 mm2/m

Reinforcement provided; 20 mm dia.bars @ 100 mm centres

Area of reinforcement provided; As_stem_prov = 3142 mm2/m

PASS - Reinforcement provided at the retaining wall stem is adequate

Check shear resistance at wall stem

Design shear stress; vstem = Vstem / (b dstem) = 0.852 N/mm2

Allowable shear stress; vadm = min(0.8 (fcu / 1 N/mm2), 5) 1 N/mm2 = 5.000 N/mm2

PASS - Design shear stress is less than maximum shear stress

From BS8110:Part 1:1997 – Table 3.8

Design concrete shear stress; vc_stem = 0.877 N/mm2

vstem < vc_stem - No shear reinforcement required

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

BOUNDARY RETAINING WALL W1Start page no./Revision

30. 8

Calcs by

MRCalcs date

16/02/2013Checked by Checked date Approved by Approved date

Check mid height of wall in bending

Depth of reinforcement; dwall = twall – cwall – (wall / 2) = 262.0 mm

Constant; Kwall = Mwall / (b dwall2 fcu) = 0.035

Compression reinforcement is not required

Lever arm; zwall = Min(0.5 + (0.25 - (min(Kwall, 0.225) / 0.9)),0.95) dwall

zwall = 249 mm

Area of tension reinforcement required; As_wall_des = Mwall / (0.87 fy zwall) = 888 mm2/m

Minimum area of tension reinforcement; As_wall_min = k b twall = 390 mm2/m

Area of tension reinforcement required; As_wall_req = Max(As_wall_des, As_wall_min) = 888 mm2/m

Reinforcement provided; 16 mm dia.bars @ 200 mm centres

Area of reinforcement provided; As_wall_prov = 1005 mm2/m

PASS - Reinforcement provided to the retaining wall at mid height is adequate

Check retaining wall deflection

Basic span/effective depth ratio; ratiobas = 20

Design service stress; fs = 2 fy As_stem_req / (3 As_stem_prov) = 203.8 N/mm2

Modification factor; factortens = min(0.55 + (477 N/mm2 - fs)/(120 (0.9 N/mm2 + (Mstem/(b dstem2)))),2) = 1.14

Maximum span/effective depth ratio; ratiomax = ratiobas factortens = 22.90

Actual span/effective depth ratio; ratioact = hstem / dstem = 19.58

PASS - Span to depth ratio is acceptable

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

BOUNDARY RETAINING WALL W1Start page no./Revision

30. 9

Calcs by

MRCalcs date

16/02/2013Checked by Checked date Approved by Approved date

Indicative retaining wall reinforcement diagram

Toe reinforcement

Stem reinforcementWall reinforcement

Toe bars - 16 mm dia.@ 100 mm centres - (2011 mm2/m)

Wall bars - 16 mm dia.@ 200 mm centres - (1005 mm2/m)

Stem bars - 20 mm dia.@ 100 mm centres - (3142 mm2/m)

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

PARTY RETAINING WALL W2Start page no./Revision

30. 11

Calcs by

MRCalcs date

21/02/2013Checked by Checked date Approved by Approved date

RETAINING WALL ANALYSIS (BS 8002:1994)TEDDS calculation version 1.2.01.06

10 kN/m2145 kN/m

2700

Prop

Prop

2900

2500 400

50

040

0

20

0

375

0

50

90

55

90

Wall details

Retaining wall type; Cantilever propped at both

Height of retaining wall stem; hstem = 5090 mm

Thickness of wall stem; twall = 400 mm

Length of toe; ltoe = 2500 mm

Length of heel; lheel = 0 mm

Overall length of base; lbase = ltoe + lheel + twall = 2900 mm

Thickness of base; tbase = 500 mm

Depth of downstand; dds = 0 mm

Position of downstand; lds = 0 mm

Thickness of downstand; tds = 500 mm

Height of retaining wall; hwall = hstem + tbase + dds = 5590 mm

Depth of cover in front of wall; dcover = 400 mm

Depth of unplanned excavation; dexc = 200 mm

Height of ground water behind wall; hwater = 3750 mm

Height of saturated fill above base; hsat = max(hwater - tbase - dds, 0 mm) = 3250 mm

Density of wall construction; wall = 23.6 kN/m3

Density of base construction; base = 23.6 kN/m3

Angle of rear face of wall; = 90.0 deg

Angle of soil surface behind wall; = 0.0 deg

Effective height at virtual back of wall; heff = hwall + lheel tan() = 5590 mm

Retained material details

Mobilisation factor; M = 1.5

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

PARTY RETAINING WALL W2Start page no./Revision

30. 12

Calcs by

MRCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Moist density of retained material; m = 18.0 kN/m3

Saturated density of retained material; s = 21.0 kN/m3

Design shear strength; ' = 24.2 deg

Angle of wall friction; = 0.0 deg

Base material details

Moist density; mb = 18.0 kN/m3

Design shear strength; 'b = 24.2 deg

Design base friction; b = 18.6 deg

Allowable bearing pressure; Pbearing = 150 kN/m2

Using Coulomb theory

Active pressure coefficient for retained material

Ka = sin(+ ')2 / (sin()2 sin(- ) [1 + (sin(' + ) sin(' - ) / (sin(- ) sin(+ )))]2) = 0.419

Passive pressure coefficient for base material

Kp = sin(90- 'b)2 / (sin(90- b) [1 - (sin('b + b) sin('b) / (sin(90 + b)))]2) = 4.187

At-rest pressure

At-rest pressure for retained material; K0 = 1 – sin(’) = 0.590

Loading details

Surcharge load on plan; Surcharge = 10.0 kN/m2

Applied vertical dead load on wall; Wdead = 139.4 kN/m

Applied vertical live load on wall; Wlive = 5.5 kN/m

Position of applied vertical load on wall; lload = 2700 mm

Applied horizontal dead load on wall; Fdead = 0.0 kN/m

Applied horizontal live load on wall; Flive = 0.0 kN/m

Height of applied horizontal load on wall; hload = 0 mm

10

145

Prop

Prop

84.5 84.54.2 13.9 17.6 36.850.0

Loads shown in kN/m, pressures shown in kN/m2

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

PARTY RETAINING WALL W2Start page no./Revision

30. 13

Calcs by

MRCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Vertical forces on wall

Wall stem; wwall = hstem twall wall = 48 kN/m

Wall base; wbase = lbase tbase base = 34.2 kN/m

Soil in front of wall; wp = ltoe dcover mb = 18 kN/m

Applied vertical load; Wv = Wdead + Wlive = 144.8 kN/m

Total vertical load; Wtotal = wwall + wbase + wp + Wv = 245.1 kN/m

Horizontal forces on wall

Surcharge; Fsur = Ka Surcharge heff = 23.4 kN/m

Moist backfill above water table; Fm_a = 0.5 Ka m (heff - hwater)2 = 12.8 kN/m

Moist backfill below water table; Fm_b = Ka m (heff - hwater) hwater = 52 kN/m

Saturated backfill; Fs = 0.5 Ka (s- water) hwater2 = 32.9 kN/m

Water; Fwater = 0.5 hwater2 water = 69 kN/m

Total horizontal load; Ftotal = Fsur + Fm_a + Fm_b + Fs + Fwater = 190 kN/m

Calculate total propping force

Passive resistance of soil in front of wall; Fp = 0.5 Kp cos(b) (dcover + tbase + dds - dexc)2 mb = 17.5 kN/m

Propping force; Fprop = max(Ftotal - Fp - (Wtotal - wp - Wlive) tan(b), 0 kN/m)

Fprop = 97.9 kN/m

Overturning moments

Surcharge; Msur = Fsur (heff - 2 dds) / 2 = 65.4 kNm/m

Moist backfill above water table; Mm_a = Fm_a (heff + 2 hwater - 3 dds) / 3 = 55.6 kNm/m

Moist backfill below water table; Mm_b = Fm_b (hwater - 2 dds) / 2 = 97.5 kNm/m

Saturated backfill; Ms = Fs (hwater - 3 dds) / 3 = 41.2 kNm/m

Water; Mwater = Fwater (hwater - 3 dds) / 3 = 86.2 kNm/m

Total overturning moment; Mot = Msur + Mm_a + Mm_b + Ms + Mwater = 345.9 kNm/m

Restoring moments

Wall stem; Mwall = wwall (ltoe + twall / 2) = 129.7 kNm/m

Wall base; Mbase = wbase lbase / 2 = 49.6 kNm/m

Design vertical dead load; Mdead = Wdead lload = 376.3 kNm/m

Total restoring moment; Mrest = Mwall + Mbase + Mdead = 555.7 kNm/m

Check bearing pressure

Total vertical reaction; R = Wtotal = 245.1 kN/m

Distance to reaction; xbar = lbase / 2 = 1450 mm

Eccentricity of reaction; e = abs((lbase / 2) - xbar) = 0 mm

Reaction acts within middle third of base

Bearing pressure at toe; ptoe = (R / lbase) - (6 R e / lbase2) = 84.5 kN/m2

Bearing pressure at heel; pheel = (R / lbase) + (6 R e / lbase2) = 84.5 kN/m2

PASS - Maximum bearing pressure is less than allowable bearing pressure

Calculate propping forces to top and base of wall

Propping force to top of wall

Fprop_top = (Mot - Mrest + R lbase / 2 - Fprop tbase / 2) / (hstem + tbase / 2) = 22.681 kN/m

Propping force to base of wall; Fprop_base = Fprop - Fprop_top = 75.263 kN/m

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

PARTY RETAINING WALL W2Start page no./Revision

30. 14

Calcs by

MRCalcs date

21/02/2013Checked by Checked date Approved by Approved date

RETAINING WALL DESIGN (BS 8002:1994)TEDDS calculation version 1.2.01.06

Ultimate limit state load factors

Dead load factor; f_d = 1.4

Live load factor; f_l = 1.6

Earth and water pressure factor; f_e = 1.4

Factored vertical forces on wall

Wall stem; wwall_f = f_d hstem twall wall = 67.3 kN/m

Wall base; wbase_f = f_d lbase tbase base = 47.9 kN/m

Soil in front of wall; wp_f = f_d ltoe dcover mb = 25.2 kN/m

Applied vertical load; Wv_f = f_d Wdead + f_l Wlive = 203.8 kN/m

Total vertical load; Wtotal_f = wwall_f + wbase_f + wp_f + Wv_f = 344.2 kN/m

Factored horizontal at-rest forces on wall

Surcharge; Fsur_f = f_l K0 Surcharge heff = 52.8 kN/m

Moist backfill above water table; Fm_a_f = f_e 0.5 K0 m (heff - hwater)2 = 25.2 kN/m

Moist backfill below water table; Fm_b_f = f_e K0 m (heff - hwater) hwater = 102.6 kN/m

Saturated backfill; Fs_f = f_e 0.5 K0 (s- water) hwater2 = 65 kN/m

Water; Fwater_f = f_e 0.5 hwater2 water = 96.6 kN/m

Total horizontal load; Ftotal_f = Fsur_f + Fm_a_f + Fm_b_f + Fs_f + Fwater_f = 342.1 kN/m

Calculate total propping force

Passive resistance of soil in front of wall; Fp_f = f_e 0.5 Kp cos(b) (dcover + tbase + dds - dexc)2 mb = 24.5

kN/m

Propping force; Fprop_f = max(Ftotal_f - Fp_f - (Wtotal_f - wp_f - f_l Wlive) tan(b), 0 kN/m)

Fprop_f = 213.2 kN/m

Factored overturning moments

Surcharge; Msur_f = Fsur_f (heff - 2 dds) / 2 = 147.5 kNm/m

Moist backfill above water table; Mm_a_f = Fm_a_f (heff + 2 hwater - 3 dds) / 3 = 109.8 kNm/m

Moist backfill below water table; Mm_b_f = Fm_b_f (hwater - 2 dds) / 2 = 192.4 kNm/m

Saturated backfill; Ms_f = Fs_f (hwater - 3 dds) / 3 = 81.2 kNm/m

Water; Mwater_f = Fwater_f (hwater - 3 dds) / 3 = 120.7 kNm/m

Total overturning moment; Mot_f = Msur_f + Mm_a_f + Mm_b_f + Ms_f + Mwater_f = 651.7 kNm/m

Restoring moments

Wall stem; Mwall_f = wwall_f (ltoe + twall / 2) = 181.6 kNm/m

Wall base; Mbase_f = wbase_f lbase / 2 = 69.5 kNm/m

Soil in front of wall; Mp_r_f = wp_f ltoe / 2 = 31.5 kNm/m

Design vertical load; Mv_f = Wv_f lload = 550.4 kNm/m

Total restoring moment; Mrest_f = Mwall_f + Mbase_f + Mp_r_f + Mv_f = 833 kNm/m

Factored bearing pressure

Total vertical reaction; Rf = Wtotal_f = 344.2 kN/m

Distance to reaction; xbar_f = lbase / 2 = 1450 mm

Eccentricity of reaction; ef = abs((lbase / 2) - xbar_f) = 0 mm

Reaction acts within middle third of base

Bearing pressure at toe; ptoe_f = (Rf / lbase) - (6 Rf ef / lbase2) = 118.7 kN/m2

Bearing pressure at heel; pheel_f = (Rf / lbase) + (6 Rf ef / lbase2) = 118.7 kN/m2

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

PARTY RETAINING WALL W2Start page no./Revision

30. 15

Calcs by

MRCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Rate of change of base reaction; rate = (ptoe_f - pheel_f) / lbase = 0.00 kN/m2/m

Bearing pressure at stem / toe; pstem_toe_f = max(ptoe_f - (rate ltoe), 0 kN/m2) = 118.7 kN/m2

Bearing pressure at mid stem; pstem_mid_f = max(ptoe_f - (rate (ltoe + twall / 2)), 0 kN/m2) = 118.7 kN/m2

Bearing pressure at stem / heel; pstem_heel_f = max(ptoe_f - (rate (ltoe + twall)), 0 kN/m2) = 118.7 kN/m2

Calculate propping forces to top and base of wall

Propping force to top of wall

Fprop_top_f = (Mot_f - Mrest_f + Rf lbase / 2 - Fprop_f tbase / 2) / (hstem + tbase / 2) = 49.539 kN/m

Propping force to base of wall; Fprop_base_f = Fprop_f - Fprop_top_f = 163.654 kN/m

Design of reinforced concrete retaining wall toe (BS 8002:1994)

Material properties

Characteristic strength of concrete; fcu = 40 N/mm2

Characteristic strength of reinforcement; fy = 500 N/mm2

Base details

Minimum area of reinforcement; k = 0.13 %

Cover to reinforcement in toe; ctoe = 30 mm

Calculate shear for toe design

Shear from bearing pressure; Vtoe_bear = (ptoe_f + pstem_toe_f) ltoe / 2 = 296.7 kN/m

Shear from weight of base; Vtoe_wt_base = f_d base ltoe tbase = 41.3 kN/m

Shear from weight of soil; Vtoe_wt_soil = wp_f - (f_d m ltoe dexc) = 12.6 kN/m

Total shear for toe design; Vtoe = Vtoe_bear - Vtoe_wt_base - Vtoe_wt_soil = 242.8 kN/m

Calculate moment for toe design

Moment from bearing pressure; Mtoe_bear = (2 ptoe_f + pstem_mid_f) (ltoe + twall / 2)2 / 6 = 432.6 kNm/m

Moment from weight of base; Mtoe_wt_base = (f_d base tbase (ltoe + twall / 2)2 / 2) = 60.2 kNm/m

Moment from weight of soil; Mtoe_wt_soil = (wp_f - (f_d m ltoe dexc)) (ltoe + twall) / 2 = 18.3 kNm/m

Total moment for toe design; Mtoe = Mtoe_bear - Mtoe_wt_base - Mtoe_wt_soil = 354.2 kNm/m

100

500 46

2

Check toe in bending

Width of toe; b = 1000 mm/m

Depth of reinforcement; dtoe = tbase – ctoe – (toe / 2) = 462.0 mm

Constant; Ktoe = Mtoe / (b dtoe2 fcu) = 0.041

Compression reinforcement is not required

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

PARTY RETAINING WALL W2Start page no./Revision

30. 16

Calcs by

MRCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Lever arm; ztoe = min(0.5 + (0.25 - (min(Ktoe, 0.225) / 0.9)),0.95) dtoe

ztoe = 439 mm

Area of tension reinforcement required; As_toe_des = Mtoe / (0.87 fy ztoe) = 1855 mm2/m

Minimum area of tension reinforcement; As_toe_min = k b tbase = 650 mm2/m

Area of tension reinforcement required; As_toe_req = Max(As_toe_des, As_toe_min) = 1855 mm2/m

Reinforcement provided; 16 mm dia.bars @ 100 mm centres

Area of reinforcement provided; As_toe_prov = 2011 mm2/m

PASS - Reinforcement provided at the retaining wall toe is adequate

Check shear resistance at toe

Design shear stress; vtoe = Vtoe / (b dtoe) = 0.526 N/mm2

Allowable shear stress; vadm = min(0.8 (fcu / 1 N/mm2), 5) 1 N/mm2 = 5.000 N/mm2

PASS - Design shear stress is less than maximum shear stress

From BS8110:Part 1:1997 – Table 3.8

Design concrete shear stress; vc_toe = 0.560 N/mm2

vtoe < vc_toe - No shear reinforcement required

Design of reinforced concrete retaining wall stem (BS 8002:1994)

Material properties

Characteristic strength of concrete; fcu = 40 N/mm2

Characteristic strength of reinforcement; fy = 500 N/mm2

Wall details

Minimum area of reinforcement; k = 0.13 %

Cover to reinforcement in stem; cstem = 30 mm

Cover to reinforcement in wall; cwall = 30 mm

Factored horizontal at-rest forces on stem

Surcharge; Fs_sur_f = f_l K0 Surcharge (heff - tbase - dds) = 48.1 kN/m

Moist backfill above water table; Fs_m_a_f = 0.5 f_e K0 m (heff - tbase - dds - hsat)2 = 25.2 kN/m

Moist backfill below water table; Fs_m_b_f = f_e K0 m (heff - tbase - dds - hsat) hsat = 88.9 kN/m

Saturated backfill; Fs_s_f = 0.5 f_e K0 (s- water) hsat2 = 48.8 kN/m

Water; Fs_water_f = 0.5 f_e water hsat2 = 72.5 kN/m

Calculate shear for stem design

Surcharge; Vs_sur_f = 5 Fs_sur_f / 8 = 30 kN/m

Moist backfill above water table; Vs_m_a_f = Fs_m_a_f bl ((5 L2) - bl2) / (5 L3) = 8.5 kN/m

Moist backfill below water table; Vs_m_b_f = Fs_m_b_f (8 - (n2 (4 - n))) / 8 = 73 kN/m

Saturated backfill; Vs_s_f = Fs_s_f (1 - (al2 ((5 L) - al) / (20 L3))) = 44.3 kN/m

Water; Vs_water_f = Fs_water_f (1 - (al2 ((5 L) - al) / (20 L3))) = 65.8 kN/m

Total shear for stem design; Vstem = Vs_sur_f + Vs_m_a_f + Vs_m_b_f + Vs_s_f + Vs_water_f = 221.5 kN/m

Calculate moment for stem design

Surcharge; Ms_sur = Fs_sur_f L / 8 = 32.1 kNm/m

Moist backfill above water table; Ms_m_a = Fs_m_a_f bl ((5 L2) - (3 bl2)) / (15 L2) = 14.3 kNm/m

Moist backfill below water table; Ms_m_b = Fs_m_b_f al (2 - n)2 / 8 = 70.3 kNm/m

Saturated backfill; Ms_s = Fs_s_f al((3al2)-(15alL)+(20L2))/(60L2) = 32.6 kNm/m

Water; Ms_water = Fs_water_f al((3al2)-(15alL)+(20L2))/(60L2) = 48.5

kNm/m

Total moment for stem design; Mstem = Ms_sur + Ms_m_a + Ms_m_b + Ms_s + Ms_water = 197.9 kNm/m

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

PARTY RETAINING WALL W2Start page no./Revision

30. 17

Calcs by

MRCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Calculate moment for wall design

Surcharge; Mw_sur = 9 Fs_sur_f L / 128 = 18 kNm/m

Moist backfill above water table; Mw_m_a = Fs_m_a_f 0.577bl[(bl3+5alL2)/(5L3)-0.5772/3] = 14.8

kNm/m

Moist backfill below water table; Mw_m_b = Fs_m_b_f al [((8-n2(4-n))2 /16)-4+n(4-n)]/8 = 34.4 kNm/m

Saturated backfill; Mw_s = Fs_s_f [al2x((5L)-al)/(20L3)-(x-bl)3 /(3al

2)] = 11.6 kNm/m

Water; Mw_water = Fs_water_f [al2x((5L)-al)/(20L3)-(x-bl)3 /(3al

2)] = 17.3

kNm/m

Total moment for wall design; Mwall = Mw_sur + Mw_m_a + Mw_m_b + Mw_s + Mw_water = 96.1 kNm/m

200

200

40

0 36

0

36

2

Check wall stem in bending

Width of wall stem; b = 1000 mm/m

Depth of reinforcement; dstem = twall – cstem – (stem / 2) = 360.0 mm

Constant; Kstem = Mstem / (b dstem2 fcu) = 0.038

Compression reinforcement is not required

Lever arm; zstem = min(0.5 + (0.25 - (min(Kstem, 0.225) / 0.9)),0.95) dstem

zstem = 342 mm

Area of tension reinforcement required; As_stem_des = Mstem / (0.87 fy zstem) = 1330 mm2/m

Minimum area of tension reinforcement; As_stem_min = k b twall = 520 mm2/m

Area of tension reinforcement required; As_stem_req = Max(As_stem_des, As_stem_min) = 1330 mm2/m

Reinforcement provided; 20 mm dia.bars @ 200 mm centres

Area of reinforcement provided; As_stem_prov = 1571 mm2/m

PASS - Reinforcement provided at the retaining wall stem is adequate

Check shear resistance at wall stem

Design shear stress; vstem = Vstem / (b dstem) = 0.615 N/mm2

Allowable shear stress; vadm = min(0.8 (fcu / 1 N/mm2), 5) 1 N/mm2 = 5.000 N/mm2

PASS - Design shear stress is less than maximum shear stress

From BS8110:Part 1:1997 – Table 3.8

Design concrete shear stress; vc_stem = 0.576 N/mm2

WARNING - Shear reinforcement required

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

PARTY RETAINING WALL W2Start page no./Revision

30. 18

Calcs by

MRCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Check mid height of wall in bending

Depth of reinforcement; dwall = twall – cwall – (wall / 2) = 362.0 mm

Constant; Kwall = Mwall / (b dwall2 fcu) = 0.018

Compression reinforcement is not required

Lever arm; zwall = Min(0.5 + (0.25 - (min(Kwall, 0.225) / 0.9)),0.95) dwall

zwall = 344 mm

Area of tension reinforcement required; As_wall_des = Mwall / (0.87 fy zwall) = 643 mm2/m

Minimum area of tension reinforcement; As_wall_min = k b twall = 520 mm2/m

Area of tension reinforcement required; As_wall_req = Max(As_wall_des, As_wall_min) = 643 mm2/m

Reinforcement provided; 16 mm dia.bars @ 200 mm centres

Area of reinforcement provided; As_wall_prov = 1005 mm2/m

PASS - Reinforcement provided to the retaining wall at mid height is adequate

Check retaining wall deflection

Basic span/effective depth ratio; ratiobas = 20

Design service stress; fs = 2 fy As_stem_req / (3 As_stem_prov) = 282.2 N/mm2

Modification factor; factortens = min(0.55 + (477 N/mm2 - fs)/(120 (0.9 N/mm2 + (Mstem/(b dstem2)))),2) = 1.22

Maximum span/effective depth ratio; ratiomax = ratiobas factortens = 24.38

Actual span/effective depth ratio; ratioact = hstem / dstem = 14.14

PASS - Span to depth ratio is acceptable

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

PARTY RETAINING WALL W2Start page no./Revision

30. 19

Calcs by

MRCalcs date

21/02/2013Checked by Checked date Approved by Approved date

Indicative retaining wall reinforcement diagram

Toe reinforcement

Stem reinforcementWall reinforcement

Toe bars - 16 mm dia.@ 100 mm centres - (2011 mm2/m)

Wall bars - 16 mm dia.@ 200 mm centres - (1005 mm2/m)

Stem bars - 20 mm dia.@ 200 mm centres - (1571 mm2/m)

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

REAR RETAINING WALL W7Start page no./Revision

30. 20

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

RETAINING WALL ANALYSIS (BS 8002:1994)TEDDS calculation version 1.2.01.06

10 kN/m2101 kN/m

2675

Prop

Prop

2850

2500 350

500

400

200

37

50

50

90

55

90

Wall details

Retaining wall type; Cantilever propped at both

Height of retaining wall stem; hstem = 5090 mm

Thickness of wall stem; twall = 350 mm

Length of toe; ltoe = 2500 mm

Length of heel; lheel = 0 mm

Overall length of base; lbase = ltoe + lheel + twall = 2850 mm

Thickness of base; tbase = 500 mm

Depth of downstand; dds = 0 mm

Position of downstand; lds = 0 mm

Thickness of downstand; tds = 500 mm

Height of retaining wall; hwall = hstem + tbase + dds = 5590 mm

Depth of cover in front of wall; dcover = 400 mm

Depth of unplanned excavation; dexc = 200 mm

Height of ground water behind wall; hwater = 3750 mm

Height of saturated fill above base; hsat = max(hwater - tbase - dds, 0 mm) = 3250 mm

Density of wall construction; wall = 23.6 kN/m3

Density of base construction; base = 23.6 kN/m3

Angle of rear face of wall; = 90.0 deg

Angle of soil surface behind wall; = 0.0 deg

Effective height at virtual back of wall; heff = hwall + lheel tan() = 5590 mm

Retained material details

Mobilisation factor; M = 1.5

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

REAR RETAINING WALL W7Start page no./Revision

30. 21

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

Moist density of retained material; m = 18.0 kN/m3

Saturated density of retained material; s = 21.0 kN/m3

Design shear strength; ' = 24.2 deg

Angle of wall friction; = 0.0 deg

Base material details

Moist density; mb = 18.0 kN/m3

Design shear strength; 'b = 24.2 deg

Design base friction; b = 18.6 deg

Allowable bearing pressure; Pbearing = 150 kN/m2

Using Coulomb theory

Active pressure coefficient for retained material

Ka = sin(+ ')2 / (sin()2 sin(- ) [1 + (sin(' + ) sin(' - ) / (sin(- ) sin(+ )))]2) = 0.419

Passive pressure coefficient for base material

Kp = sin(90- 'b)2 / (sin(90- b) [1 - (sin('b + b) sin('b) / (sin(90 + b)))]2) = 4.187

At-rest pressure

At-rest pressure for retained material; K0 = 1 – sin(’) = 0.590

Loading details

Surcharge load on plan; Surcharge = 10.0 kN/m2

Applied vertical dead load on wall; Wdead = 95.7 kN/m

Applied vertical live load on wall; Wlive = 5.4 kN/m

Position of applied vertical load on wall; lload = 2675 mm

Applied horizontal dead load on wall; Fdead = 0.0 kN/m

Applied horizontal live load on wall; Flive = 0.0 kN/m

Height of applied horizontal load on wall; hload = 0 mm

10101

Prop

Prop

68.4 68.44.2 13.9 17.6 36.850.0

Loads shown in kN/m, pressures shown in kN/m2

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

REAR RETAINING WALL W7Start page no./Revision

30. 22

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

Vertical forces on wall

Wall stem; wwall = hstem twall wall = 42 kN/m

Wall base; wbase = lbase tbase base = 33.6 kN/m

Soil in front of wall; wp = ltoe dcover mb = 18 kN/m

Applied vertical load; Wv = Wdead + Wlive = 101.2 kN/m

Total vertical load; Wtotal = wwall + wbase + wp + Wv = 194.9 kN/m

Horizontal forces on wall

Surcharge; Fsur = Ka Surcharge heff = 23.4 kN/m

Moist backfill above water table; Fm_a = 0.5 Ka m (heff - hwater)2 = 12.8 kN/m

Moist backfill below water table; Fm_b = Ka m (heff - hwater) hwater = 52 kN/m

Saturated backfill; Fs = 0.5 Ka (s- water) hwater2 = 32.9 kN/m

Water; Fwater = 0.5 hwater2 water = 69 kN/m

Total horizontal load; Ftotal = Fsur + Fm_a + Fm_b + Fs + Fwater = 190 kN/m

Calculate total propping force

Passive resistance of soil in front of wall; Fp = 0.5 Kp cos(b) (dcover + tbase + dds - dexc)2 mb = 17.5 kN/m

Propping force; Fprop = max(Ftotal - Fp - (Wtotal - wp - Wlive) tan(b), 0 kN/m)

Fprop = 114.8 kN/m

Overturning moments

Surcharge; Msur = Fsur (heff - 2 dds) / 2 = 65.4 kNm/m

Moist backfill above water table; Mm_a = Fm_a (heff + 2 hwater - 3 dds) / 3 = 55.6 kNm/m

Moist backfill below water table; Mm_b = Fm_b (hwater - 2 dds) / 2 = 97.5 kNm/m

Saturated backfill; Ms = Fs (hwater - 3 dds) / 3 = 41.2 kNm/m

Water; Mwater = Fwater (hwater - 3 dds) / 3 = 86.2 kNm/m

Total overturning moment; Mot = Msur + Mm_a + Mm_b + Ms + Mwater = 345.9 kNm/m

Restoring moments

Wall stem; Mwall = wwall (ltoe + twall / 2) = 112.5 kNm/m

Wall base; Mbase = wbase lbase / 2 = 47.9 kNm/m

Design vertical dead load; Mdead = Wdead lload = 256.1 kNm/m

Total restoring moment; Mrest = Mwall + Mbase + Mdead = 416.5 kNm/m

Check bearing pressure

Total vertical reaction; R = Wtotal = 194.9 kN/m

Distance to reaction; xbar = lbase / 2 = 1425 mm

Eccentricity of reaction; e = abs((lbase / 2) - xbar) = 0 mm

Reaction acts within middle third of base

Bearing pressure at toe; ptoe = (R / lbase) - (6 R e / lbase2) = 68.4 kN/m2

Bearing pressure at heel; pheel = (R / lbase) + (6 R e / lbase2) = 68.4 kN/m2

PASS - Maximum bearing pressure is less than allowable bearing pressure

Calculate propping forces to top and base of wall

Propping force to top of wall

Fprop_top = (Mot - Mrest + R lbase / 2 - Fprop tbase / 2) / (hstem + tbase / 2) = 33.396 kN/m

Propping force to base of wall; Fprop_base = Fprop - Fprop_top = 81.451 kN/m

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

REAR RETAINING WALL W7Start page no./Revision

30. 23

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

RETAINING WALL DESIGN (BS 8002:1994)TEDDS calculation version 1.2.01.06

Ultimate limit state load factors

Dead load factor; f_d = 1.4

Live load factor; f_l = 1.6

Earth and water pressure factor; f_e = 1.4

Factored vertical forces on wall

Wall stem; wwall_f = f_d hstem twall wall = 58.9 kN/m

Wall base; wbase_f = f_d lbase tbase base = 47.1 kN/m

Soil in front of wall; wp_f = f_d ltoe dcover mb = 25.2 kN/m

Applied vertical load; Wv_f = f_d Wdead + f_l Wlive = 142.7 kN/m

Total vertical load; Wtotal_f = wwall_f + wbase_f + wp_f + Wv_f = 273.9 kN/m

Factored horizontal at-rest forces on wall

Surcharge; Fsur_f = f_l K0 Surcharge heff = 52.8 kN/m

Moist backfill above water table; Fm_a_f = f_e 0.5 K0 m (heff - hwater)2 = 25.2 kN/m

Moist backfill below water table; Fm_b_f = f_e K0 m (heff - hwater) hwater = 102.6 kN/m

Saturated backfill; Fs_f = f_e 0.5 K0 (s- water) hwater2 = 65 kN/m

Water; Fwater_f = f_e 0.5 hwater2 water = 96.6 kN/m

Total horizontal load; Ftotal_f = Fsur_f + Fm_a_f + Fm_b_f + Fs_f + Fwater_f = 342.1 kN/m

Calculate total propping force

Passive resistance of soil in front of wall; Fp_f = f_e 0.5 Kp cos(b) (dcover + tbase + dds - dexc)2 mb = 24.5

kN/m

Propping force; Fprop_f = max(Ftotal_f - Fp_f - (Wtotal_f - wp_f - f_l Wlive) tan(b), 0 kN/m)

Fprop_f = 236.9 kN/m

Factored overturning moments

Surcharge; Msur_f = Fsur_f (heff - 2 dds) / 2 = 147.5 kNm/m

Moist backfill above water table; Mm_a_f = Fm_a_f (heff + 2 hwater - 3 dds) / 3 = 109.8 kNm/m

Moist backfill below water table; Mm_b_f = Fm_b_f (hwater - 2 dds) / 2 = 192.4 kNm/m

Saturated backfill; Ms_f = Fs_f (hwater - 3 dds) / 3 = 81.2 kNm/m

Water; Mwater_f = Fwater_f (hwater - 3 dds) / 3 = 120.7 kNm/m

Total overturning moment; Mot_f = Msur_f + Mm_a_f + Mm_b_f + Ms_f + Mwater_f = 651.7 kNm/m

Restoring moments

Wall stem; Mwall_f = wwall_f (ltoe + twall / 2) = 157.5 kNm/m

Wall base; Mbase_f = wbase_f lbase / 2 = 67.1 kNm/m

Soil in front of wall; Mp_r_f = wp_f ltoe / 2 = 31.5 kNm/m

Design vertical load; Mv_f = Wv_f lload = 381.8 kNm/m

Total restoring moment; Mrest_f = Mwall_f + Mbase_f + Mp_r_f + Mv_f = 637.9 kNm/m

Factored bearing pressure

Total vertical reaction; Rf = Wtotal_f = 273.9 kN/m

Distance to reaction; xbar_f = lbase / 2 = 1425 mm

Eccentricity of reaction; ef = abs((lbase / 2) - xbar_f) = 0 mm

Reaction acts within middle third of base

Bearing pressure at toe; ptoe_f = (Rf / lbase) - (6 Rf ef / lbase2) = 96.1 kN/m2

Bearing pressure at heel; pheel_f = (Rf / lbase) + (6 Rf ef / lbase2) = 96.1 kN/m2

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

REAR RETAINING WALL W7Start page no./Revision

30. 24

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

Rate of change of base reaction; rate = (ptoe_f - pheel_f) / lbase = 0.00 kN/m2/m

Bearing pressure at stem / toe; pstem_toe_f = max(ptoe_f - (rate ltoe), 0 kN/m2) = 96.1 kN/m2

Bearing pressure at mid stem; pstem_mid_f = max(ptoe_f - (rate (ltoe + twall / 2)), 0 kN/m2) = 96.1 kN/m2

Bearing pressure at stem / heel; pstem_heel_f = max(ptoe_f - (rate (ltoe + twall)), 0 kN/m2) = 96.1 kN/m2

Calculate propping forces to top and base of wall

Propping force to top of wall

Fprop_top_f = (Mot_f - Mrest_f + Rf lbase / 2 - Fprop_f tbase / 2) / (hstem + tbase / 2) = 64.583 kN/m

Propping force to base of wall; Fprop_base_f = Fprop_f - Fprop_top_f = 172.274 kN/m

Design of reinforced concrete retaining wall toe (BS 8002:1994)

Material properties

Characteristic strength of concrete; fcu = 40 N/mm2

Characteristic strength of reinforcement; fy = 500 N/mm2

Base details

Minimum area of reinforcement; k = 0.13 %

Cover to reinforcement in toe; ctoe = 30 mm

Calculate shear for toe design

Shear from bearing pressure; Vtoe_bear = (ptoe_f + pstem_toe_f) ltoe / 2 = 240.2 kN/m

Shear from weight of base; Vtoe_wt_base = f_d base ltoe tbase = 41.3 kN/m

Shear from weight of soil; Vtoe_wt_soil = wp_f - (f_d m ltoe dexc) = 12.6 kN/m

Total shear for toe design; Vtoe = Vtoe_bear - Vtoe_wt_base - Vtoe_wt_soil = 186.3 kN/m

Calculate moment for toe design

Moment from bearing pressure; Mtoe_bear = (2 ptoe_f + pstem_mid_f) (ltoe + twall / 2)2 / 6 = 343.8 kNm/m

Moment from weight of base; Mtoe_wt_base = (f_d base tbase (ltoe + twall / 2)2 / 2) = 59.1 kNm/m

Moment from weight of soil; Mtoe_wt_soil = (wp_f - (f_d m ltoe dexc)) (ltoe + twall) / 2 = 18 kNm/m

Total moment for toe design; Mtoe = Mtoe_bear - Mtoe_wt_base - Mtoe_wt_soil = 266.8 kNm/m

100

500 46

2

Check toe in bending

Width of toe; b = 1000 mm/m

Depth of reinforcement; dtoe = tbase – ctoe – (toe / 2) = 462.0 mm

Constant; Ktoe = Mtoe / (b dtoe2 fcu) = 0.031

Compression reinforcement is not required

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

REAR RETAINING WALL W7Start page no./Revision

30. 25

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

Lever arm; ztoe = min(0.5 + (0.25 - (min(Ktoe, 0.225) / 0.9)),0.95) dtoe

ztoe = 439 mm

Area of tension reinforcement required; As_toe_des = Mtoe / (0.87 fy ztoe) = 1397 mm2/m

Minimum area of tension reinforcement; As_toe_min = k b tbase = 650 mm2/m

Area of tension reinforcement required; As_toe_req = Max(As_toe_des, As_toe_min) = 1397 mm2/m

Reinforcement provided; 16 mm dia.bars @ 100 mm centres

Area of reinforcement provided; As_toe_prov = 2011 mm2/m

PASS - Reinforcement provided at the retaining wall toe is adequate

Check shear resistance at toe

Design shear stress; vtoe = Vtoe / (b dtoe) = 0.403 N/mm2

Allowable shear stress; vadm = min(0.8 (fcu / 1 N/mm2), 5) 1 N/mm2 = 5.000 N/mm2

PASS - Design shear stress is less than maximum shear stress

From BS8110:Part 1:1997 – Table 3.8

Design concrete shear stress; vc_toe = 0.560 N/mm2

vtoe < vc_toe - No shear reinforcement required

Design of reinforced concrete retaining wall stem (BS 8002:1994)

Material properties

Characteristic strength of concrete; fcu = 40 N/mm2

Characteristic strength of reinforcement; fy = 500 N/mm2

Wall details

Minimum area of reinforcement; k = 0.13 %

Cover to reinforcement in stem; cstem = 30 mm

Cover to reinforcement in wall; cwall = 30 mm

Factored horizontal at-rest forces on stem

Surcharge; Fs_sur_f = f_l K0 Surcharge (heff - tbase - dds) = 48.1 kN/m

Moist backfill above water table; Fs_m_a_f = 0.5 f_e K0 m (heff - tbase - dds - hsat)2 = 25.2 kN/m

Moist backfill below water table; Fs_m_b_f = f_e K0 m (heff - tbase - dds - hsat) hsat = 88.9 kN/m

Saturated backfill; Fs_s_f = 0.5 f_e K0 (s- water) hsat2 = 48.8 kN/m

Water; Fs_water_f = 0.5 f_e water hsat2 = 72.5 kN/m

Calculate shear for stem design

Surcharge; Vs_sur_f = 5 Fs_sur_f / 8 = 30 kN/m

Moist backfill above water table; Vs_m_a_f = Fs_m_a_f bl ((5 L2) - bl2) / (5 L3) = 8.5 kN/m

Moist backfill below water table; Vs_m_b_f = Fs_m_b_f (8 - (n2 (4 - n))) / 8 = 73 kN/m

Saturated backfill; Vs_s_f = Fs_s_f (1 - (al2 ((5 L) - al) / (20 L3))) = 44.3 kN/m

Water; Vs_water_f = Fs_water_f (1 - (al2 ((5 L) - al) / (20 L3))) = 65.8 kN/m

Total shear for stem design; Vstem = Vs_sur_f + Vs_m_a_f + Vs_m_b_f + Vs_s_f + Vs_water_f = 221.5 kN/m

Calculate moment for stem design

Surcharge; Ms_sur = Fs_sur_f L / 8 = 32.1 kNm/m

Moist backfill above water table; Ms_m_a = Fs_m_a_f bl ((5 L2) - (3 bl2)) / (15 L2) = 14.3 kNm/m

Moist backfill below water table; Ms_m_b = Fs_m_b_f al (2 - n)2 / 8 = 70.3 kNm/m

Saturated backfill; Ms_s = Fs_s_f al((3al2)-(15alL)+(20L2))/(60L2) = 32.6 kNm/m

Water; Ms_water = Fs_water_f al((3al2)-(15alL)+(20L2))/(60L2) = 48.5

kNm/m

Total moment for stem design; Mstem = Ms_sur + Ms_m_a + Ms_m_b + Ms_s + Ms_water = 197.9 kNm/m

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

REAR RETAINING WALL W7Start page no./Revision

30. 26

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

Calculate moment for wall design

Surcharge; Mw_sur = 9 Fs_sur_f L / 128 = 18 kNm/m

Moist backfill above water table; Mw_m_a = Fs_m_a_f 0.577bl[(bl3+5alL2)/(5L3)-0.5772/3] = 14.8

kNm/m

Moist backfill below water table; Mw_m_b = Fs_m_b_f al [((8-n2(4-n))2 /16)-4+n(4-n)]/8 = 34.4 kNm/m

Saturated backfill; Mw_s = Fs_s_f [al2x((5L)-al)/(20L3)-(x-bl)3 /(3al

2)] = 11.6 kNm/m

Water; Mw_water = Fs_water_f [al2x((5L)-al)/(20L3)-(x-bl)3 /(3al

2)] = 17.3

kNm/m

Total moment for wall design; Mwall = Mw_sur + Mw_m_a + Mw_m_b + Mw_s + Mw_water = 96.1 kNm/m

200

200

35

0 310

31

2

Check wall stem in bending

Width of wall stem; b = 1000 mm/m

Depth of reinforcement; dstem = twall – cstem – (stem / 2) = 310.0 mm

Constant; Kstem = Mstem / (b dstem2 fcu) = 0.051

Compression reinforcement is not required

Lever arm; zstem = min(0.5 + (0.25 - (min(Kstem, 0.225) / 0.9)),0.95) dstem

zstem = 291 mm

Area of tension reinforcement required; As_stem_des = Mstem / (0.87 fy zstem) = 1562 mm2/m

Minimum area of tension reinforcement; As_stem_min = k b twall = 455 mm2/m

Area of tension reinforcement required; As_stem_req = Max(As_stem_des, As_stem_min) = 1562 mm2/m

Reinforcement provided; 20 mm dia.bars @ 200 mm centres

Area of reinforcement provided; As_stem_prov = 1571 mm2/m

PASS - Reinforcement provided at the retaining wall stem is adequate

Check shear resistance at wall stem

Design shear stress; vstem = Vstem / (b dstem) = 0.714 N/mm2

Allowable shear stress; vadm = min(0.8 (fcu / 1 N/mm2), 5) 1 N/mm2 = 5.000 N/mm2

PASS - Design shear stress is less than maximum shear stress

From BS8110:Part 1:1997 – Table 3.8

Design concrete shear stress; vc_stem = 0.628 N/mm2

WARNING - Shear reinforcement required

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

REAR RETAINING WALL W7Start page no./Revision

30. 27

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

Check mid height of wall in bending

Depth of reinforcement; dwall = twall – cwall – (wall / 2) = 312.0 mm

Constant; Kwall = Mwall / (b dwall2 fcu) = 0.025

Compression reinforcement is not required

Lever arm; zwall = Min(0.5 + (0.25 - (min(Kwall, 0.225) / 0.9)),0.95) dwall

zwall = 296 mm

Area of tension reinforcement required; As_wall_des = Mwall / (0.87 fy zwall) = 746 mm2/m

Minimum area of tension reinforcement; As_wall_min = k b twall = 455 mm2/m

Area of tension reinforcement required; As_wall_req = Max(As_wall_des, As_wall_min) = 746 mm2/m

Reinforcement provided; 16 mm dia.bars @ 200 mm centres

Area of reinforcement provided; As_wall_prov = 1005 mm2/m

PASS - Reinforcement provided to the retaining wall at mid height is adequate

Check retaining wall deflection

Basic span/effective depth ratio; ratiobas = 20

Design service stress; fs = 2 fy As_stem_req / (3 As_stem_prov) = 331.5 N/mm2

Modification factor; factortens = min(0.55 + (477 N/mm2 - fs)/(120 (0.9 N/mm2 + (Mstem/(b dstem2)))),2) = 0.96

Maximum span/effective depth ratio; ratiomax = ratiobas factortens = 19.19

Actual span/effective depth ratio; ratioact = hstem / dstem = 16.42

PASS - Span to depth ratio is acceptable

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

REAR RETAINING WALL W7Start page no./Revision

30. 28

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

Indicative retaining wall reinforcement diagram

Toe reinforcement

Stem reinforcementWall reinforcement

Toe bars - 16 mm dia.@ 100 mm centres - (2011 mm2/m)

Wall bars - 16 mm dia.@ 200 mm centres - (1005 mm2/m)

Stem bars - 20 mm dia.@ 200 mm centres - (1571 mm2/m)

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

SIDE RETAINING WALL W10Start page no./Revision

30. 29

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

RETAINING WALL ANALYSIS (BS 8002:1994)TEDDS calculation version 1.2.01.06

10 kN/m270 kN/m

2700

Prop

Prop

2900

2500 400

500

400

200

3750

5985

6485

Wall details

Retaining wall type; Cantilever propped at both

Height of retaining wall stem; hstem = 5985 mm

Thickness of wall stem; twall = 400 mm

Length of toe; ltoe = 2500 mm

Length of heel; lheel = 0 mm

Overall length of base; lbase = ltoe + lheel + twall = 2900 mm

Thickness of base; tbase = 500 mm

Depth of downstand; dds = 0 mm

Position of downstand; lds = 0 mm

Thickness of downstand; tds = 500 mm

Height of retaining wall; hwall = hstem + tbase + dds = 6485 mm

Depth of cover in front of wall; dcover = 400 mm

Depth of unplanned excavation; dexc = 200 mm

Height of ground water behind wall; hwater = 3750 mm

Height of saturated fill above base; hsat = max(hwater - tbase - dds, 0 mm) = 3250 mm

Density of wall construction; wall = 23.6 kN/m3

Density of base construction; base = 23.6 kN/m3

Angle of rear face of wall; = 90.0 deg

Angle of soil surface behind wall; = 0.0 deg

Effective height at virtual back of wall; heff = hwall + lheel tan() = 6485 mm

Retained material details

Mobilisation factor; M = 1.5

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

SIDE RETAINING WALL W10Start page no./Revision

30. 30

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

Moist density of retained material; m = 18.0 kN/m3

Saturated density of retained material; s = 21.0 kN/m3

Design shear strength; ' = 24.2 deg

Angle of wall friction; = 0.0 deg

Base material details

Moist density; mb = 18.0 kN/m3

Design shear strength; 'b = 24.2 deg

Design base friction; b = 18.6 deg

Allowable bearing pressure; Pbearing = 150 kN/m2

Using Coulomb theory

Active pressure coefficient for retained material

Ka = sin(+ ')2 / (sin()2 sin(- ) [1 + (sin(' + ) sin(' - ) / (sin(- ) sin(+ )))]2) = 0.419

Passive pressure coefficient for base material

Kp = sin(90- 'b)2 / (sin(90- b) [1 - (sin('b + b) sin('b) / (sin(90 + b)))]2) = 4.187

At-rest pressure

At-rest pressure for retained material; K0 = 1 – sin(’) = 0.590

Loading details

Surcharge load on plan; Surcharge = 10.0 kN/m2

Applied vertical dead load on wall; Wdead = 61.8 kN/m

Applied vertical live load on wall; Wlive = 8.0 kN/m

Position of applied vertical load on wall; lload = 2700 mm

Applied horizontal dead load on wall; Fdead = 0.0 kN/m

Applied horizontal live load on wall; Flive = 0.0 kN/m

Height of applied horizontal load on wall; hload = 0 mm

1070

Prop

Prop

61.6 61.64.2 20.6 17.6 36.850.0

Loads shown in kN/m, pressures shown in kN/m2

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

SIDE RETAINING WALL W10Start page no./Revision

30. 31

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

Vertical forces on wall

Wall stem; wwall = hstem twall wall = 56.5 kN/m

Wall base; wbase = lbase tbase base = 34.2 kN/m

Soil in front of wall; wp = ltoe dcover mb = 18 kN/m

Applied vertical load; Wv = Wdead + Wlive = 69.8 kN/m

Total vertical load; Wtotal = wwall + wbase + wp + Wv = 178.5 kN/m

Horizontal forces on wall

Surcharge; Fsur = Ka Surcharge heff = 27.1 kN/m

Moist backfill above water table; Fm_a = 0.5 Ka m (heff - hwater)2 = 28.2 kN/m

Moist backfill below water table; Fm_b = Ka m (heff - hwater) hwater = 77.3 kN/m

Saturated backfill; Fs = 0.5 Ka (s- water) hwater2 = 32.9 kN/m

Water; Fwater = 0.5 hwater2 water = 69 kN/m

Total horizontal load; Ftotal = Fsur + Fm_a + Fm_b + Fs + Fwater = 234.5 kN/m

Calculate total propping force

Passive resistance of soil in front of wall; Fp = 0.5 Kp cos(b) (dcover + tbase + dds - dexc)2 mb = 17.5 kN/m

Propping force; Fprop = max(Ftotal - Fp - (Wtotal - wp - Wlive) tan(b), 0 kN/m)

Fprop = 165.7 kN/m

Overturning moments

Surcharge; Msur = Fsur (heff - 2 dds) / 2 = 88 kNm/m

Moist backfill above water table; Mm_a = Fm_a (heff + 2 hwater - 3 dds) / 3 = 131.3 kNm/m

Moist backfill below water table; Mm_b = Fm_b (hwater - 2 dds) / 2 = 144.9 kNm/m

Saturated backfill; Ms = Fs (hwater - 3 dds) / 3 = 41.2 kNm/m

Water; Mwater = Fwater (hwater - 3 dds) / 3 = 86.2 kNm/m

Total overturning moment; Mot = Msur + Mm_a + Mm_b + Ms + Mwater = 491.6 kNm/m

Restoring moments

Wall stem; Mwall = wwall (ltoe + twall / 2) = 152.5 kNm/m

Wall base; Mbase = wbase lbase / 2 = 49.6 kNm/m

Design vertical dead load; Mdead = Wdead lload = 166.7 kNm/m

Total restoring moment; Mrest = Mwall + Mbase + Mdead = 368.9 kNm/m

Check bearing pressure

Total vertical reaction; R = Wtotal = 178.5 kN/m

Distance to reaction; xbar = lbase / 2 = 1450 mm

Eccentricity of reaction; e = abs((lbase / 2) - xbar) = 0 mm

Reaction acts within middle third of base

Bearing pressure at toe; ptoe = (R / lbase) - (6 R e / lbase2) = 61.6 kN/m2

Bearing pressure at heel; pheel = (R / lbase) + (6 R e / lbase2) = 61.6 kN/m2

PASS - Maximum bearing pressure is less than allowable bearing pressure

Calculate propping forces to top and base of wall

Propping force to top of wall

Fprop_top = (Mot - Mrest + R lbase / 2 - Fprop tbase / 2) / (hstem + tbase / 2) = 54.551 kN/m

Propping force to base of wall; Fprop_base = Fprop - Fprop_top = 111.124 kN/m

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

SIDE RETAINING WALL W10Start page no./Revision

30. 32

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

RETAINING WALL DESIGN (BS 8002:1994)TEDDS calculation version 1.2.01.06

Ultimate limit state load factors

Dead load factor; f_d = 1.4

Live load factor; f_l = 1.6

Earth and water pressure factor; f_e = 1.4

Factored vertical forces on wall

Wall stem; wwall_f = f_d hstem twall wall = 79.1 kN/m

Wall base; wbase_f = f_d lbase tbase base = 47.9 kN/m

Soil in front of wall; wp_f = f_d ltoe dcover mb = 25.2 kN/m

Applied vertical load; Wv_f = f_d Wdead + f_l Wlive = 99.3 kN/m

Total vertical load; Wtotal_f = wwall_f + wbase_f + wp_f + Wv_f = 251.5 kN/m

Factored horizontal at-rest forces on wall

Surcharge; Fsur_f = f_l K0 Surcharge heff = 61.2 kN/m

Moist backfill above water table; Fm_a_f = f_e 0.5 K0 m (heff - hwater)2 = 55.6 kN/m

Moist backfill below water table; Fm_b_f = f_e K0 m (heff - hwater) hwater = 152.5 kN/m

Saturated backfill; Fs_f = f_e 0.5 K0 (s- water) hwater2 = 65 kN/m

Water; Fwater_f = f_e 0.5 hwater2 water = 96.6 kN/m

Total horizontal load; Ftotal_f = Fsur_f + Fm_a_f + Fm_b_f + Fs_f + Fwater_f = 430.9 kN/m

Calculate total propping force

Passive resistance of soil in front of wall; Fp_f = f_e 0.5 Kp cos(b) (dcover + tbase + dds - dexc)2 mb = 24.5

kN/m

Propping force; Fprop_f = max(Ftotal_f - Fp_f - (Wtotal_f - wp_f - f_l Wlive) tan(b), 0 kN/m)

Fprop_f = 334.6 kN/m

Factored overturning moments

Surcharge; Msur_f = Fsur_f (heff - 2 dds) / 2 = 198.5 kNm/m

Moist backfill above water table; Mm_a_f = Fm_a_f (heff + 2 hwater - 3 dds) / 3 = 259.3 kNm/m

Moist backfill below water table; Mm_b_f = Fm_b_f (hwater - 2 dds) / 2 = 286 kNm/m

Saturated backfill; Ms_f = Fs_f (hwater - 3 dds) / 3 = 81.2 kNm/m

Water; Mwater_f = Fwater_f (hwater - 3 dds) / 3 = 120.7 kNm/m

Total overturning moment; Mot_f = Msur_f + Mm_a_f + Mm_b_f + Ms_f + Mwater_f = 945.7 kNm/m

Restoring moments

Wall stem; Mwall_f = wwall_f (ltoe + twall / 2) = 213.6 kNm/m

Wall base; Mbase_f = wbase_f lbase / 2 = 69.5 kNm/m

Soil in front of wall; Mp_r_f = wp_f ltoe / 2 = 31.5 kNm/m

Design vertical load; Mv_f = Wv_f lload = 268.1 kNm/m

Total restoring moment; Mrest_f = Mwall_f + Mbase_f + Mp_r_f + Mv_f = 582.7 kNm/m

Factored bearing pressure

Total vertical reaction; Rf = Wtotal_f = 251.5 kN/m

Distance to reaction; xbar_f = lbase / 2 = 1450 mm

Eccentricity of reaction; ef = abs((lbase / 2) - xbar_f) = 0 mm

Reaction acts within middle third of base

Bearing pressure at toe; ptoe_f = (Rf / lbase) - (6 Rf ef / lbase2) = 86.7 kN/m2

Bearing pressure at heel; pheel_f = (Rf / lbase) + (6 Rf ef / lbase2) = 86.7 kN/m2

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

SIDE RETAINING WALL W10Start page no./Revision

30. 33

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

Rate of change of base reaction; rate = (ptoe_f - pheel_f) / lbase = 0.00 kN/m2/m

Bearing pressure at stem / toe; pstem_toe_f = max(ptoe_f - (rate ltoe), 0 kN/m2) = 86.7 kN/m2

Bearing pressure at mid stem; pstem_mid_f = max(ptoe_f - (rate (ltoe + twall / 2)), 0 kN/m2) = 86.7 kN/m2

Bearing pressure at stem / heel; pstem_heel_f = max(ptoe_f - (rate (ltoe + twall)), 0 kN/m2) = 86.7 kN/m2

Calculate propping forces to top and base of wall

Propping force to top of wall

Fprop_top_f = (Mot_f - Mrest_f + Rf lbase / 2 - Fprop_f tbase / 2) / (hstem + tbase / 2) = 103.300 kN/m

Propping force to base of wall; Fprop_base_f = Fprop_f - Fprop_top_f = 231.283 kN/m

Design of reinforced concrete retaining wall toe (BS 8002:1994)

Material properties

Characteristic strength of concrete; fcu = 40 N/mm2

Characteristic strength of reinforcement; fy = 500 N/mm2

Base details

Minimum area of reinforcement; k = 0.13 %

Cover to reinforcement in toe; ctoe = 30 mm

Calculate shear for toe design

Shear from bearing pressure; Vtoe_bear = (ptoe_f + pstem_toe_f) ltoe / 2 = 216.8 kN/m

Shear from weight of base; Vtoe_wt_base = f_d base ltoe tbase = 41.3 kN/m

Shear from weight of soil; Vtoe_wt_soil = wp_f - (f_d m ltoe dexc) = 12.6 kN/m

Total shear for toe design; Vtoe = Vtoe_bear - Vtoe_wt_base - Vtoe_wt_soil = 162.9 kN/m

Calculate moment for toe design

Moment from bearing pressure; Mtoe_bear = (2 ptoe_f + pstem_mid_f) (ltoe + twall / 2)2 / 6 = 316.1 kNm/m

Moment from weight of base; Mtoe_wt_base = (f_d base tbase (ltoe + twall / 2)2 / 2) = 60.2 kNm/m

Moment from weight of soil; Mtoe_wt_soil = (wp_f - (f_d m ltoe dexc)) (ltoe + twall) / 2 = 18.3 kNm/m

Total moment for toe design; Mtoe = Mtoe_bear - Mtoe_wt_base - Mtoe_wt_soil = 237.6 kNm/m

100

500 46

2

Check toe in bending

Width of toe; b = 1000 mm/m

Depth of reinforcement; dtoe = tbase – ctoe – (toe / 2) = 462.0 mm

Constant; Ktoe = Mtoe / (b dtoe2 fcu) = 0.028

Compression reinforcement is not required

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

SIDE RETAINING WALL W10Start page no./Revision

30. 34

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

Lever arm; ztoe = min(0.5 + (0.25 - (min(Ktoe, 0.225) / 0.9)),0.95) dtoe

ztoe = 439 mm

Area of tension reinforcement required; As_toe_des = Mtoe / (0.87 fy ztoe) = 1245 mm2/m

Minimum area of tension reinforcement; As_toe_min = k b tbase = 650 mm2/m

Area of tension reinforcement required; As_toe_req = Max(As_toe_des, As_toe_min) = 1245 mm2/m

Reinforcement provided; 16 mm dia.bars @ 100 mm centres

Area of reinforcement provided; As_toe_prov = 2011 mm2/m

PASS - Reinforcement provided at the retaining wall toe is adequate

Check shear resistance at toe

Design shear stress; vtoe = Vtoe / (b dtoe) = 0.353 N/mm2

Allowable shear stress; vadm = min(0.8 (fcu / 1 N/mm2), 5) 1 N/mm2 = 5.000 N/mm2

PASS - Design shear stress is less than maximum shear stress

From BS8110:Part 1:1997 – Table 3.8

Design concrete shear stress; vc_toe = 0.560 N/mm2

vtoe < vc_toe - No shear reinforcement required

Design of reinforced concrete retaining wall stem (BS 8002:1994)

Material properties

Characteristic strength of concrete; fcu = 40 N/mm2

Characteristic strength of reinforcement; fy = 500 N/mm2

Wall details

Minimum area of reinforcement; k = 0.13 %

Cover to reinforcement in stem; cstem = 30 mm

Cover to reinforcement in wall; cwall = 30 mm

Factored horizontal at-rest forces on stem

Surcharge; Fs_sur_f = f_l K0 Surcharge (heff - tbase - dds) = 56.5 kN/m

Moist backfill above water table; Fs_m_a_f = 0.5 f_e K0 m (heff - tbase - dds - hsat)2 = 55.6 kN/m

Moist backfill below water table; Fs_m_b_f = f_e K0 m (heff - tbase - dds - hsat) hsat = 132.2 kN/m

Saturated backfill; Fs_s_f = 0.5 f_e K0 (s- water) hsat2 = 48.8 kN/m

Water; Fs_water_f = 0.5 f_e water hsat2 = 72.5 kN/m

Calculate shear for stem design

Surcharge; Vs_sur_f = 5 Fs_sur_f / 8 = 35.3 kN/m

Moist backfill above water table; Vs_m_a_f = Fs_m_a_f bl ((5 L2) - bl2) / (5 L3) = 23.5 kN/m

Moist backfill below water table; Vs_m_b_f = Fs_m_b_f (8 - (n2 (4 - n))) / 8 = 114.3 kN/m

Saturated backfill; Vs_s_f = Fs_s_f (1 - (al2 ((5 L) - al) / (20 L3))) = 45.4 kN/m

Water; Vs_water_f = Fs_water_f (1 - (al2 ((5 L) - al) / (20 L3))) = 67.5 kN/m

Total shear for stem design; Vstem = Vs_sur_f + Vs_m_a_f + Vs_m_b_f + Vs_s_f + Vs_water_f = 285.9 kN/m

Calculate moment for stem design

Surcharge; Ms_sur = Fs_sur_f L / 8 = 44 kNm/m

Moist backfill above water table; Ms_m_a = Fs_m_a_f bl ((5 L2) - (3 bl2)) / (15 L2) = 44.8 kNm/m

Moist backfill below water table; Ms_m_b = Fs_m_b_f al (2 - n)2 / 8 = 119.7 kNm/m

Saturated backfill; Ms_s = Fs_s_f al((3al2)-(15alL)+(20L2))/(60L2) = 35.7 kNm/m

Water; Ms_water = Fs_water_f al((3al2)-(15alL)+(20L2))/(60L2) = 53 kNm/m

Total moment for stem design; Mstem = Ms_sur + Ms_m_a + Ms_m_b + Ms_s + Ms_water = 297.2 kNm/m

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

SIDE RETAINING WALL W10Start page no./Revision

30. 35

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

Calculate moment for wall design

Surcharge; Mw_sur = 9 Fs_sur_f L / 128 = 24.8 kNm/m

Moist backfill above water table; Mw_m_a = Fs_m_a_f 0.577bl[(bl3+5alL2)/(5L3)-0.5772/3] = 41 kNm/m

Moist backfill below water table; Mw_m_b = Fs_m_b_f al [((8-n2(4-n))2 /16)-4+n(4-n)]/8 = 53.2 kNm/m

Saturated backfill; Mw_s = Fs_s_f [al2x((5L)-al)/(20L3)-(x-bl)3 /(3al

2)] = 11.4 kNm/m

Water; Mw_water = Fs_water_f [al2x((5L)-al)/(20L3)-(x-bl)3 /(3al

2)] = 17

kNm/m

Total moment for wall design; Mwall = Mw_sur + Mw_m_a + Mw_m_b + Mw_s + Mw_water = 147.4 kNm/m

100

200

40

0 36

0

36

2

Check wall stem in bending

Width of wall stem; b = 1000 mm/m

Depth of reinforcement; dstem = twall – cstem – (stem / 2) = 360.0 mm

Constant; Kstem = Mstem / (b dstem2 fcu) = 0.057

Compression reinforcement is not required

Lever arm; zstem = min(0.5 + (0.25 - (min(Kstem, 0.225) / 0.9)),0.95) dstem

zstem = 335 mm

Area of tension reinforcement required; As_stem_des = Mstem / (0.87 fy zstem) = 2037 mm2/m

Minimum area of tension reinforcement; As_stem_min = k b twall = 520 mm2/m

Area of tension reinforcement required; As_stem_req = Max(As_stem_des, As_stem_min) = 2037 mm2/m

Reinforcement provided; 20 mm dia.bars @ 100 mm centres

Area of reinforcement provided; As_stem_prov = 3142 mm2/m

PASS - Reinforcement provided at the retaining wall stem is adequate

Check shear resistance at wall stem

Design shear stress; vstem = Vstem / (b dstem) = 0.794 N/mm2

Allowable shear stress; vadm = min(0.8 (fcu / 1 N/mm2), 5) 1 N/mm2 = 5.000 N/mm2

PASS - Design shear stress is less than maximum shear stress

From BS8110:Part 1:1997 – Table 3.8

Design concrete shear stress; vc_stem = 0.725 N/mm2

WARNING - Shear reinforcement required

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

SIDE RETAINING WALL W10Start page no./Revision

30. 36

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

Check mid height of wall in bending

Depth of reinforcement; dwall = twall – cwall – (wall / 2) = 362.0 mm

Constant; Kwall = Mwall / (b dwall2 fcu) = 0.028

Compression reinforcement is not required

Lever arm; zwall = Min(0.5 + (0.25 - (min(Kwall, 0.225) / 0.9)),0.95) dwall

zwall = 344 mm

Area of tension reinforcement required; As_wall_des = Mwall / (0.87 fy zwall) = 986 mm2/m

Minimum area of tension reinforcement; As_wall_min = k b twall = 520 mm2/m

Area of tension reinforcement required; As_wall_req = Max(As_wall_des, As_wall_min) = 986 mm2/m

Reinforcement provided; 16 mm dia.bars @ 200 mm centres

Area of reinforcement provided; As_wall_prov = 1005 mm2/m

PASS - Reinforcement provided to the retaining wall at mid height is adequate

Check retaining wall deflection

Basic span/effective depth ratio; ratiobas = 20

Design service stress; fs = 2 fy As_stem_req / (3 As_stem_prov) = 216.2 N/mm2

Modification factor; factortens = min(0.55 + (477 N/mm2 - fs)/(120 (0.9 N/mm2 + (Mstem/(b dstem2)))),2) = 1.23

Maximum span/effective depth ratio; ratiomax = ratiobas factortens = 24.61

Actual span/effective depth ratio; ratioact = hstem / dstem = 16.63

PASS - Span to depth ratio is acceptable

Rodrigues Associates1 Amwell Street

London

EC1R 1UL

Project

65 CLARENDON ROADJob no.

864

Calcs for

SIDE RETAINING WALL W10Start page no./Revision

30. 37

Calcs by

MRCalcs date

17/02/2013Checked by Checked date Approved by Approved date

Indicative retaining wall reinforcement diagram

Toe reinforcement

Stem reinforcementWall reinforcement

Toe bars - 16 mm dia.@ 100 mm centres - (2011 mm2/m)

Wall bars - 16 mm dia.@ 200 mm centres - (1005 mm2/m)

Stem bars - 20 mm dia.@ 100 mm centres - (3142 mm2/m)