84351 a4 structural calculations specification construction

ASDASuperstore,Hayes

StructuralCalculations

84351

September2014

CONTROL SHEET

CLIENT: ASDA

PROJECTTITLE: ASDAHayes

REPORTTITLE: StructuralCalculations

PROJECTREFERENCE: 84351

IssueandApprovalSchedule:

ISSUE1

Name Signature Date

Preparedby DavidBlackburn

Reviewedby ZanetaNowakBielinska

Approvedby NickMcSpadden

RevisionRecord:

Issue Date Status Description By Chk App

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This report has been prepared in accordance with procedure OP/P02 of Fairhursts integrated Quality and Environmental Management System (QEMS)

FairhurstGGA

25BuckinghamPalaceRoad London,SW1W0PP

Tel:02078288205Fax:02078288207

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Contents

1. DesignAssessment

2. Loadings

3. WindLoadings

4. ServiceYardRampDesign

5. FirstFloorDesign

LoadingsandLayoutPlan TypicalBeams

6. MezzanineFloorDesign


7. PlantRoofDesign

LoadingsandLayoutPan TypicalBeams

8. MainRoofDesign


9. FrontGreenRoofDesign


10. ServiceYardWalkwayDesign


11. ColumnDesign

12. Foundations

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1. Design Assessment

ASDA Hayes Store 84351/C1

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1.0 DESIGN ASSESSMENT FORM Project: ASDA Hayes Store

Job No. 84351 Prepared by/Date RJM/November 2012 Approved by/Date RJM/November 2012 Accepted by/Date

FairhurstGGA Scope of Works Provision of tender drawings and details for new ASDA Hayes main store, associated PFS building, external works areas and drainage.

Design Philosophy

Introduction and Description The ASDA Hayes store is proposed to be a new building approximately 90x80m in plan. The building is to comprise a car park at ground floor level with a shop floor at first floor level. The first floor shop floor area will incorporate a back of house area (BOH) at the western side. The eastern side of the first will incorporate a customer restaurant, servery and customer toilets. The eastern side will also incorporate a travelator from ground to first floor, 2No. customer lifts from ground to first floor and stairs from ground to first floor. A second floor (mezzanine) is proposed above the back of house area on the western side. This will incorporate various colleague facility rooms, toilets and have stair and a single lift access to the BOH area below.

The roof of the building is to comprise a flat roof sloping downwards towards the east. The highest western point of the roof is to be approximately 14.0m above ground level with the lowest eastern point approximately 10.0m above ground level. An area of the western side of the roof is lowered for placement of plant. The roof along the eastern side is lowered and slopes back towards the west. It is proposed for this lowered roof to comprise a green roof. it is proposed to support

The service yard for the store is to comprise a raised yard approximately 1200 below the first floor level at the south western corner of the building which is to accessed by an adjacent ramp from ground floor. An open area of ground floor car park is proposed to the south of the store with a PFS at the southern edge of this open car park area.

6No. external stairwells are to be placed around the perimeter of the main building structure.

An enclosed area of plant is proposed at ground floor level at the north eastern corner of the building.


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Structure The store building is proposed to be a braced steel frame with all suspended floors to be RC slabs on metal deck. It is proposed for the 6No. external steel stairwells to contain vertical flat cross bracing which in combination with CHS wind trusses in the roof plane will give the building stability against lateral wind loads.

Steel floor beams will be composite solid beams (non-castellated) for the most part except in some primary and edge conditions where it is not practical and the beams will be solid (non-castellated) and non-composite. The columns are proposed to be steel UC members.

The main roof is to comprise a metal standing seam type roof off steel purlins, with the plant area of roof to be single ply type roof off steel purlins. The roof is proposed to be braced with steel CHS members which provide horizontal wind trusses back to the walls. T

The service yard is to comprise an RC flat plate slab supported off square RC columns. The ramp up to the service yard is to comprise an RC slab with RC walls along either side.

The lift shafts are proposed to be the self supporting type that sit inside the RC metal deck slab through which they penetrate. The slab is to be supported off steel beams about the lift shaft perimeter. Lift shaft pits are to be provided at the ground floor at the eastern side of the building and at the first floor level where the lift goes from first floor to mezzanine on the western side of the building.

The travelator at the eastern side of the building which is to provide access from the ground floor to first floor will require steel support half way along its span. It will also require a pit at ground level and a suspended pit at first floor for mechanism housing.

Foundations (to be confirmed). PFS (to be confirmed).

Rev Date Description By App.d Acc.d


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Project: ASDA Hayes Store

Job No. 84351 Prepared by/Date RJM/Oct 2012 Approved by/Date NMcS/Oct 2012 Accepted by/Date

Checklist of potential operations and hazards

Potential Hazards Present Key Significant Hazards to be Addressed Client operations Adjacent activities

Restricted site Traffic Interface with public Near to highways Near to railways

Near to waterways

Tidal working

Ground instability

Contamination Soil gas Ground water Inundation

Sewage Fuel tanks Services Overhead cables

Demolition Unstable structures

Explosives

Asbestos Bird droppings

Dust Hazardous materials

Radiation

Hot working

Confined spaces

Working at height Manual handling Lifting operations Vibration

Noise



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Project: ASDA Hayes Store

Job No. 94503 Prepared by/Date RJM/Aug 2012 Approved by/Date AB/Aug 2012 Accepted by/Date

Stage Consider Construction, Maintenance & Demolition Sheet

Hazard Action by Designer Residual Hazard Asbestos 1. To eliminate hazard

2. To reduce risk Highlight that some asbestos may still be present in the founding material following the works carried out to remove.

Presence of asbestos.

Existing live services in the site.

1. To eliminate hazard

2. To reduce risk Highlight that the Contractor is required to make him/herself aware of all existing live services in the area.

Damage to existing live services proposed to be retained.


2. Loadings

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ASDALoadingsIntroduction

Thefollowingpagesshowthe loadingsassumedinthedesignforthe

SuperstoreASDA,Hayes.

BuildingDesignLoadingswereinaccordancewith BritishStandards

BS63991:1996 Loadings for Buildings Part 1: Code of practice for

dead and imposed loads, superceeded by the specific load

requirementsofASDA,whererequired.

Where design requirements have specified either universally

distributed loadings or as point loads, worst case has been taken.

Specifically with regards to loading of aisles on the Sales Floor,

calculations were performed using the average load and also

considering themaximum load of individual aisles on the slab in a

worstcasescenarioinrelationtosupportbeams.

Project: ASDA Hayes Job No. 84351 By RGSheet No. LS01 Ch'k.

Date Jun-13 App.

ASDA HAYES LOADING SHEET

LOADING SHEET 1Ultimate Limit State (ULS) = 1.4Gk +1.6Qk

Loading data inaccordance with:BS 6399-1:1996 - Loadings for BuildingsASDA Building Document: D&B 2008 - Standard & Stilted Store, 2nd Issue

Gk Qk ULSkN/m2 kN/m2 kN/m2

L 1 FLOORS

L1.1 Sales Floor - Construction PhaseDead Loads 150 thk Composite Floor 2.95

75 thk Screed 0.075 x 24 1.80Finishes etc 0.35Services 0.25

Imposed Loads Construction 1.505.35 1.50 9.89

L 1.2 Sales Floor - Composite PhaseDead Loads 150 thk Composite Floor 2.90


Imposed Loads ASDA Sales Floor7.50

5.30 7.50 19.42

L 1.3 Back of House - Construction PhaseDead Loads 250 thk Composite Floor 5.90

SMD TR60+

SMD TR60+

SMD TR60+

Finishes etc 0.15Services 0.25


L1.4 Back of House - Composite PhaseDead Loads 250 thk Composite Floor 5.78

Finishes etc 0.15Services 0.25

Imposed Loads ASDA Back of House30.00

6.18 30.00 56.65

L1.5 Mezzanine Floor - Construction PhaseDead Loads 150 thk Composite Floor 2.95



L 1.6 Mezzanine Floor - Composite PhaseDead Loads 150 thk Composite Floor 2.90


Imposed Loads ASDA Office 7.505.30 7.50 19.42

L 1.7 Ground Level Plant AreaDead Loads 350 thk suspended RC slab 0.35 x 24 8.40

Imposed Loads Plant Area 7.508.40 7.50 23.76

SMD TR60+

SMD TR60+

SMD TR60+

Project: ASDA Hayes Job No. 84351 By RGSheet No. LS02 Ch'k.

Date Jun-13 App.

ASDA HAYES LOADING SHEET

LOADING SHEET 2Ultimate Limit State (ULS) = 1.4Gk +1.6Qk

Loading data inaccordance with:BS 6399-1:1996 - Loadings for BuildingsASDA Building Document: D&B 2008 - Standard & Stilted Store, 2nd Issue

Gk Qk ULSkN/m2 kN/m2 kN/m2

L 2 ROOFS

L 2.1 Main RoofDead Loads Kalzip 500 Roof Cladding 0.05

180mm Thk Insulation 0.10Corus TR30 Liner Tray 0.05PV Panels (screw down; averaged over whole roof) 0.35Services - ASDA Requirements 0.25Steel Purlins 0.10

Imposed Loads Access Only 0.750.90 0.75 2.46

L 2.2 Plant Roof - Construction PhaseDead Loads 150 thk Composite Floor 2.95

75 thk Screed 0.075 x 24 1.80Finishes etc 0.15Services - ASDA Requirements 0.25


L 2.3 Plant Roof - Composite Phase

SMD TR60+

Dead Loads 150 thk Composite Floor 2.9075 thk Screed 0.075 x 24 1.80Finishes etc 0.15Services - ASDA Requirements 0.25

Imposed Loads Plant Area 7.505.10 7.50 19.14

L 2.4 Green Roof Front - Construction PhaseDead Loads 150 thk Composite Floor 2.95


L 2.5 Green Roof Front - Composite PhaseDead Loads 150 thk Composite Floor 2.90

Green Roof - Intensive 2.25Services - ASDA Requirements 0.25

Imposed Loads Roof Access 0.755.40 0.75 8.76

L 3 SERVICE YARD

L3.1 Service Yard SlabDead Loads 400 thk RC Slab 24 x 0.4 9.60

Finishes 0.50Services 0.50

Imposed Loads ASDA Service Yard 30.0010.60 30.00 62.84

SMD TR60+

SMD TR60+

SMD TR60+

FIRST FLOOR DEAD LOADING (EXCLUDING SELF WEIGHT)

FIRST FLOOR LIVE LOADING

MEZZANINE FLOOR DEAD LOADING (EXCLUDING SELF WEIGHT)

MEZZANINE FLOOR LIVE LOADING

PLANT ROOF DEAD LOADING (EXCLUDING SELF WEIGHT)

PLANT ROOF LIVE LOADING

ROOF DEAD LOADING (EXCLUDING SELF WEIGHT)

ROOF LIVE LOADING

GREEN ROOF DEAD LOADING (EXCLUDING SELF WEIGHT)

GREEN ROOF LIVE LOADING

SERVICE YARD WALKWAY DEAD LOADING (EXCLUDING SELF WEIGHT)

SERVICE YARD WALKWAY LIVE LOADING

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3. WindLoadingsandStability

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ASDAWindLoadingsandStabilityIntroduction

Thefollowingpagesshowthe loadingsassumedinthedesignforthe

SuperstoreASDA,Hayes.

BuildingWind Loadingswere in accordancewith British Standards

BS63991:1997 Loadings for Buildings Part 2: Code of practice for

windloads.

DynamicwindpressuresonthebuildingwerecalculatedusingBREv

analysissoftwarewithinFastrakBuildingDesigner.

StabilityoftheSteelStructureisintheformofanarrangementofCHS

and Cross Flat bracing throughout the building to resist the lateral

actionofwindloads.FastrakBuildingDesignerwasusedtoverifythat

the active braces were sufficient to accommodate the wind design

loads applied to the model. Screenshots from the model and a

spreadsheet of all the bracing forces are attached, including worst

caseloads.

Project: ASDA Hayes Job No. 84351 By RGSheet No. WL01 Ch'k.

Date Aug-13 App.

ASDA HAYES WIND LOADING

Wind loads are calculated in accordance with BS 6399-2: 1997 using BREv modelling software

WIND

DIRECTION

Windward Leeward Roof Zone A Zone B Zone C

NORTH 0.852 -0.539 -1.243 -1.165 -0.777 -0.544

SOUTH 0.777 -0.544 -1.243 -1.155 -0.777 -0.544

EAST 0.810 -0.544 -1.243 -1.160 -0.773 -0.541

WEST 0.888 -0.519 -1.243 -1.165 -0.770 -0.541

MAX. NET WIND PRESSURE (kN/m sq)FASTRAK MODEL DIR.

REF.

180

0

90

270

WIND VORTEX ANALYSIS OF ASDA HAYES IN FASTRAK BUILDING DESIGNER

WORSTCASEBRACINGLOADINGCHS219x8

BR 5/17/128-6/17/396 UC 203x203x60 S355 0.7 -322.8BR 5/16/128-6/16/396 UC 203x203x60 S355 0.7 -301.4BR 1/Aa/8-6/6a/Aa CHS 219.1x8.0 S355 9.365 225.7 -267.3BR 6/11a/A-1/12a/A CHS 219.1x8.0 S355 9.365 234.5 -225.9BR 6/6a/A-1/A/8 CHS 219.1x8.0 S355 9.365 250.8 -216.9BR 6/11a/A-36/12a/A CHS 219.1x8.0 S355 11.321 58.1 -180.7BR 9/6a/M-73/M/65 CHS 219.1x8.0 S355 6.912 -168BR 6/R17/1-1/R17/3 CHS 219.1x8.0 S355 9.081 168.6 -156.1BR 6/M/13-1/M/12 CHS 219.1x8.0 S355 9.107 216.6 -149.6BR 1/M/14-6/M/13 CHS 219.1x8.0 S355 5.963 194.7 -145.8BR 6/M/3-1/M/38 CHS 219.1x8.0 S355 11.112 139.2 -144.7BR 3/46/229-6/46/229 UKC 203x203x46 S355 1 -132.8BR 3/46/230-6/46/230 UKC 203x203x46 S355 1 -132.8BR 11/M/16-11/M/15 CHS 219.1x8.0 S355 1.935 55.3 -123BR 1/M/38-6/M/37 CHS 219.1x8.0 S355 6.006 240 -121.4BR 9/R9/45-6/R9/5 CHS 219.1x8.0 S355 8.115 307.4 -119.6BR 9/6a/M-6/M/38 CHS 219.1x8.0 S355 6.482 119.6 -114.7BR 11/M/15-6/M/14 CHS 219.1x8.0 S355 6.839 133.9 -112.8BR 1/1b/40-6/1b/R17 CHS 219.1x8.0 S355 7.33 211 -107.6BR 2/1/43-6/43/84 Flat 10x150 S275 3.945 33.5 -102.8BR 9/R9/45-48/R9/5 CHS 219.1x8.0 S355 8.115 14.9 -101.3BR 48/R10/1-9/R11/1 CHS 219.1x8.0 S355 8.812 19.9 -99.5BR 9/12/78-6/M/12 CHS 219.1x8.0 S355 6.544 58.9 -98.6BR 6/R17/1-1/L/1 CHS 219.1x8.0 S355 6.576 211.7 -97.4BR 13/T1/16-31/13/84 CHS 219.1x8.0 S355 10.896 48.8 -97.1BR 48/R9/1-9/R9/45 CHS 219.1x8.0 S355 9.674 101.4 -96BR 9/1/44-6/1/43 CHS 219.1x8.0 S355 8.065 75.7 -95.5BR 1/E/16-6/F/16 CHS 219.1x8.0 S355 8.598 249.8 -93.9BR 6/G/16-1/H/16 CHS 219.1x8.0 S355 8.598 233.6 -91.7BR 1/12/78-6/78/93 Flat 10x150 S275 7.091 82.9 -91.5BR 1/1/44-6/44/386 CHS 219.1x8.0 S355 4.998 109.5 -90.1BR 6/M/36-1/M/65 CHS 219.1x8.0 S355 6.487 232.8 -90BR 6/M/3-9/M/38 CHS 219.1x8.0 S355 10.872 56.9 -89BR 11/A/16-6/B/16 CHS 219.1x8.0 S355 8.158 35.4 -85.5BR 11/M/15-24/M/14 CHS 219.1x8.0 S355 4.613 6.1 -84.6BR 6/M/16-1/M/14 CHS 219.1x8.0 S355 7.621 352.2 -83.4BR 97/M/86-87/6/83 CHS 219.1x8.0 S355 10.128 11.6 -81.1BR 68/L/8-87/6/83 CHS 219.1x8.0 S355 13.582 15.9 -80.7BR 6/R10/1-1/R11/1 CHS 219.1x8.0 S355 9.107 265.7 -79.6BR 87/R9/6-48/R9/5 CHS 219.1x8.0 S355 3.379 101.9 -75.3BR 13/L/16-31/13/75 CHS 219.1x8.0 S355 11.6 20.5 -73.4BR 6/R14/1-1/R13/1 CHS 219.1x8.0 S355 9.107 309.8 -64BR 6/1/43-1/1/44 CHS 219.1x8.0 S355 8.386 339.6 -63.8BR 9/R13/1-6/R14/1 CHS 219.1x8.0 S355 8.812 100.4 -62.5BR 6/M/12-1/12/78 CHS 219.1x8.0 S355 6.936 346.2 -61.9BR 106/R17/1-9/L/1 CHS 219.1x8.0 S355 7.325 63.6 -61.3BR 41/12/83-51/M/11 CHS 219.1x8.0 S355 10.143 45.6 -60.8BR 6/78/93-1/13/78 Flat 10x150 S275 5.319 84.4 -60.4BR 6/1b/40-2/3/40 Flat 10x150 S275 4.652 30 -60.4BR 11/16/77-6/M/16 CHS 219.1x8.0 S355 6.657 16.4 -60.4BR 31/D/13-13/E/16 CHS 219.1x8.0 S355 12.06 12 -57.8BR 6/T2/16-1/T1/16 CHS 219.1x8.0 S355 7.622 348.8 -56.2BR 31/M/13-31/13/75 CHS 219.1x8.0 S355 6.4 16.3 -56.2BR 13/J/16-31/K/13 CHS 219.1x8.0 S355 12.06 19 -55.4BR 87/R5/6-68/8/86 CHS 219.1x8.0 S355 14.295 21.3 -54.6BR 36/12a/A-31/13/84 CHS 219.1x8.0 S355 7.608 18 -53.7BR 9/65/77-73/M/65 Flat 10x150 S275 6.134 59.1 -52.5BR 9/R11/1-6/R10/1 CHS 219.1x8.0 S355 8.812 183.6 -50.5BR 9/38/77-88/M/38 Flat 10x150 S275 6.376 41.3 -49.5BR 13/A/16-11/B/16 CHS 219.1x8.0 S355 6.348 9.7 -49.1BR 1/43/84-2/1/43 Flat 10x150 S275 4.342 132.1 -47.9BR 92/A/5-6/6a/A CHS 219.1x8.0 S355 11.713 144.7 -47.8BR 6/Aa/8-2/A/8 Flat 10x150 S355 5.016 16.1 -47.1BR 11/L/16-13/M/16 CHS 219.1x8.0 S355 12.955 10.6 -43.6BR 57/10/83-65/M/9 CHS 219.1x8.0 S355 10.143 8.6 -43.6BR 65/9/81-68/A/8 CHS 219.1x8.0 S355 7.532 26.8 -42.8BR 31/M/13-41/12/83 CHS 219.1x8.0 S355 10.092 47.9 -42.5BR 100/L/3-106/R17/1 CHS 219.1x8.0 S355 9.033 13.3 -42.3BR 9/L/1-6/R17/1 CHS 219.1x8.0 S355 6.162 164.9 -41.5BR 45/11a/A-41/12/84 CHS 219.1x8.0 S355 7.76 29.4 -40.7BR 2/3/40-1/1b/40 Flat 10x150 S275 4.993 77.8 -40.5BR 6/11a/Aa-9/11a/A Flat 10x150 S355 6.162 35.8 -39.1BR 6/11a/Aa-2/11a/A Flat 10x150 S355 5.016 19.8 -39.1BR 1/11a/Aa-2/11a/A Flat 10x150 S355 5.334 60.2 -38.2BR 6/12a/Aa-9/12a/A Flat 10x150 S355 6.162 37.4 -37.6

Bracing Forces (Max/Min Values)

BR 6/65/77-7/M/65 Flat 10x150 S275 4.274 21.3 -37.4BR 6/12a/Aa-1/12a/A Flat 10x150 S355 6.576 42.9 -35.5BR 6/6a/Aa-9/6a/A Flat 10x150 S355 6.162 36.8 -35.3BR 13/T2/16-31/C/13 CHS 219.1x8.0 S355 10.628 2.4 -35BR 92/5/75-87/R5/6 CHS 219.1x8.0 S355 3.697 10.2 -34.7BR 68/R10/8-87/R11/6 CHS 219.1x8.0 S355 14.295 36.2 -34.6BR 12/M/12-9/12/78 CHS 219.1x8.0 S355 5.867 96.7 -33.6BR 12/78/93-12/M/93 CHS 219.1x8.0 S355 5.1 23.2 -33.2BR 1/65/77-2/M/65 Flat 10x150 S275 4.621 90.9 -33BR 6/6a/Aa-1/6a/A Flat 10x150 S355 6.576 60.3 -32.9BR 6/Aa/8-9/A/8 Flat 10x150 S355 6.162 36.4 -32.8BR 31/K/13-31/L/13 CHS 219.1x8.0 S355 7.2 9.1 -32.6BR 1/38/77-6/65/77 Flat 10x150 S275 10.997 55.9 -32.2BR 12/14/78-12/M/14 CHS 219.1x8.0 S355 5.1 23.8 -31.7BR 11/M/15-13/M/16 CHS 219.1x8.0 S355 2.783 30.6 -31.5BR 68/8/84-73/M/65 CHS 219.1x8.0 S355 7.147 21 -31.1BR 31/13/75-31/L/13 CHS 219.1x8.0 S355 6.4 9.6 -30.6BR 87/R13/6-68/R14/8 CHS 219.1x8.0 S355 14.295 17.8 -30.5BR 9/13/78-12/M/13 CHS 219.1x8.0 S355 5.867 21.6 -30.1BR 97/82/83-100/3/40 CHS 219.1x8.0 S355 5.09 2 -30BR 6/43/84-1/44/84 Flat 10x150 S275 8.386 60.3 -29.7BR 100/M/3-9/M/38 CHS 219.1x8.0 S355 11.456 75.4 -29.4BR 2/A/8-1/Aa/8 Flat 10x150 S355 5.334 68.8 -28.3BR 68/R12/8-87/R11/6 CHS 219.1x8.0 S355 14.295 13.9 -28.2BR 65/M/9-68/8/84 CHS 219.1x8.0 S355 7.346 41.9 -27.9BR 6/B/16-11/T1/16 CHS 219.1x8.0 S355 7.849 113.2 -24.8BR 24/M/14-24/14/75 CHS 219.1x8.0 S355 6.4 18.9 -24.8BR 9/13/78-6/M/13 Flat 10x150 S275 6.544 34.5 -24.5BR 31/C/13-31/13/84 CHS 219.1x8.0 S355 6.612 26.5 -23.7BR 1/11a/Aa-6/12a/Aa CHS 219.1x8.0 S355 9.365 133.3 -23.5BR 13/J/16-31/H/13 CHS 219.1x8.0 S355 12.06 43.5 -23.5BR 87/6/83-88/M/38 CHS 219.1x8.0 S355 6.502 19.5 -23.4BR 1/38/77-6/M/38 Flat 10x150 S275 6.013 77.5 -22.7BR 79/R9/76-68/R10/8 CHS 219.1x8.0 S355 6.491 17.9 -22.2BR 50/75/91-45/11a/A CHS 219.1x8.0 S355 7.598 33.8 -21.9BR 57/A/10-50/75/91 CHS 219.1x8.0 S355 10.228 18.5 -21.9BR 36/12a/A-41/12/84 CHS 219.1x8.0 S355 7.75 52.5 -21.7BR 13/M/16-24/14/75 CHS 219.1x8.0 S355 8.774 16.9 -21.6BR 2/M/65-6/65/77 Flat 10x150 S275 4.25 42.5 -21.4BR 100/R14/3-92/R15/5 CHS 219.1x8.0 S355 11.172 23.3 -20.8BR 65/A/9-65/9/81 CHS 219.1x8.0 S355 6.613 20.2 -20.8BR 31/13/84-31/A/13 CHS 219.1x8.0 S355 6.613 18.1 -20.3BR 13/G/16-31/H/13 CHS 219.1x8.0 S355 12.06 7.4 -20.3BR 9/78/93-6/12/78 Flat 10x150 S275 6.709 14.5 -20.2BR 82/6a/75-87/R5/6 CHS 219.1x8.0 S355 4.279 17.8 -20.1BR 68/R14/8-87/R15/6 CHS 219.1x8.0 S355 14.295 8 -19.8BR 100/R17/3-97/82/83 CHS 219.1x8.0 S355 3.81 57.1 -19.7BR 100/L/3-106/R15/1 CHS 219.1x8.0 S355 11.012 32 -18.9BR 48/R14/1-9/R13/1 CHS 219.1x8.0 S355 8.812 59.9 -18.4BR 13/T2/16-31/D/13 CHS 219.1x8.0 S355 10.072 25.8 -17.7BR 88/M/38-9/6a/M CHS 219.1x8.0 S355 7.197 100.3 -17.6BR 87/A/6-92/5/75 CHS 219.1x8.0 S355 7.356 38 -17.3BR 82/6a/75-68/R5/8 CHS 219.1x8.0 S355 8.304 4.7 -17BR 87/R15/6-68/L/8 CHS 219.1x8.0 S355 14.295 59.1 -16.3BR 87/R10/6-79/R9/76 CHS 219.1x8.0 S355 6.491 12.8 -16.3BR 50/75/91-50/A/92 CHS 219.1x8.0 S355 6.613 19.4 -15.5BR 7/M/65-9/65/77 Flat 10x150 S275 4.274 47.1 -15.2BR 31/H/13-31/G/13 CHS 219.1x8.0 S355 7.2 42.8 -15.1BR 57/A/10-65/9/81 CHS 219.1x8.0 S355 10.279 37.6 -14.9BR 31/G/13-31/F/13 CHS 219.1x8.0 S355 7.2 41.4 -14.8BR 13/A/16-31/13/84 CHS 219.1x8.0 S355 11.718 12.1 -14.6BR 87/A/6-82/6a/75 CHS 219.1x8.0 S355 7.665 7.7 -14.6BR 68/A/8-82/6a/75 CHS 219.1x8.0 S355 10.459 28.3 -14.5BR 11/T1/16-6/T2/16 CHS 219.1x8.0 S355 8.139 101.3 -13.7BR 31/F/13-13/G/16 CHS 219.1x8.0 S355 12.06 10.9 -13.4BR 51/M/11-57/10/83 CHS 219.1x8.0 S355 10.042 27 -12.7BR 87/R14/6-92/R15/5 CHS 219.1x8.0 S355 8.44 13.9 -12.6BR 68/8/86-87/R9/6 CHS 219.1x8.0 S355 13.1 36.9 -11.8BR 2/13/78-6/M/13 Flat 10x150 S275 5.478 12.8 -11.8BR 82/6a/M-87/6/83 CHS 219.1x8.0 S355 7.482 13.4 -11.5BR 12/78/93-9/12/78 Flat 10x150 S275 6.05 4.6 -10.8BR 82/6a/A-82/6a/75 CHS 219.1x8.0 S355 6.613 7.4 -10.7BR 6/78/93-9/13/78 Flat 10x150 S355 4.797 17.8 -10.3BR 41/12/83-40/M/85 CHS 219.1x8.0 S355 6.592 6 -10.2BR 31/C/13-31/D/13 CHS 219.1x8.0 S355 7.2 25.3 -10.1BR 31/E/13-31/D/13 CHS 219.1x8.0 S355 7.2 38 -9.4BR 31/E/13-31/F/13 CHS 219.1x8.0 S355 7.2 37.9 -9.3BR 11/T1/16-13/T2/16 CHS 219.1x8.0 S355 6.325 53.6 -8.8BR 24/14/75-31/M/13 CHS 219.1x8.0 S355 7.379 33.2 -8.7

BR 106/R15/1-100/R14/3 CHS 219.1x8.0 S355 11.012 13.9 -8.6BR 92/R15/5-92/R14/5 CHS 219.1x8.0 S355 7.8 5.7 -8.6BR 32/J/84-31/K/13 CHS 219.1x8.0 S355 7.2 24.6 -8.4BR 12/12/78-12/M/12 CHS 219.1x8.0 S355 5.1 4.9 -8.3BR 51/M/11-50/78/93 CHS 219.1x8.0 S355 6.4 4.2 -8BR 31/H/13-32/J/84 CHS 219.1x8.0 S355 7.2 21.9 -7.6BR 12/16/77-12/M/16 CHS 219.1x8.0 S355 3.75 18.7 -7.3BR 97/M/86-100/3/40 CHS 219.1x8.0 S355 4.242 12.4 -7.3BR 9/38/77-6/M/38 Flat 10x150 S275 5.556 55.1 -7.1BR 13/L/16-31/K/13 CHS 219.1x8.0 S355 12.06 56.7 -7BR 6/12a/Aa-9/11a/Aa Flat 10x150 S355 9.079 29 -6.8BR 12/13/78-12/M/13 CHS 219.1x8.0 S355 5.1 6.3 -6.8BR 97/M/86-97/82/83 CHS 219.1x8.0 S355 6.4 23.1 -6.7BR 65/M/9-65/9/82 CHS 219.1x8.0 S355 6.4 1.2 -5.2BR 73/M/65-73/77/78 CHS 219.1x8.0 S355 6.4 3.6 -4.8BR 16/M/15-24/14/75 CHS 219.1x8.0 S355 7.582 3.8 -4.7BR 6/65/77-9/38/77 Flat 10x150 S275 10.754 32.5 -3.9BR 12/13/78-9/78/93 Flat 10x150 S275 3.822 14.1 -3.4BR 9/6a/M-6/M/65 CHS 219.1x8.0 S355 6.405 225.5 -3.3BR 68/R12/8-87/R13/6 CHS 219.1x8.0 S355 14.295 24.7 -2.7BR 9/1/44-48/1/43 CHS 219.1x8.0 S355 8.065 137.2 -2.4BR 36/12a/A-36/12a/77 CHS 219.1x8.0 S355 6.613 4.5 -2.2BR 6/M/16-6/16/77 CHS 219.1x8.0 S355 3.75 33.5 -1.9BR 45/11a/A-45/11a/75 CHS 219.1x8.0 S355 6.613 1.5 -1.9BR 9/38/77-73/65/77 Flat 10x150 S275 11.064 0.6 -1.9BR 82/6a/75-82/6a/R5 CHS 219.1x8.0 S355 1.812 0.5 -1.9BR 79/R10/75-79/R9/76 CHS 219.1x8.0 S355 2.5 1.6 -1.7BR 87/6/83-73/M/65 CHS 219.1x8.0 S355 10.881 31.5 -1BR 13/E/16-31/F/13 CHS 219.1x8.0 S355 12.06 27.2 -1BR 11/M/15-11/M/14 CHS 219.1x8.0 S355 4.064 2.3 -0.8BR 9/Aa/8-6/6a/Aa Flat 10x150 S355 9.079 1 -0.8BR 13/T2/16-32/154/155 CHS 219.1x8.0 S355 9.739 0.1 -0.1BR 12/78/92-12/M/92 CHS 219.1x8.0 S355 5.1 0 0

[m] [kN] [kN]Brace Name Section Size Grade Length Max Comp Max Tens

BR 11/M/15-6/M/16 CHS 219.1x8.0 S355 5.831 174.3BR 31/C/13-13/T1/16 CHS 219.1x8.0 S355 9.806 39.6BR 13/T1/16-32/152/153 CHS 219.1x8.0 S355 9.739 0.2

7

4. Service Yard Design

1

5. FirstFloorDesign

2

ASDAFirstFloorDesignIntroduction

For all calculations the analysis anddesignof steel and composite steelbeams

were performed using Fastrak Building Designer in accordance with British

StandardsBS59501:2000StructuraluseofsteelworkinbuildingPart1:Codeof

practice for design Rolled and welded sections. BS5950 is the document

combining thecodesofpractice thedesign,construction, fireresistanceofsteel

structuresandspecificationsformaterials,workmanshipanderection.

TheentireslabatthislevelcomprisesofCompositeslabdesignedinaccordance

with British Standards BS59503:1990 Structural use of steelwork in building

Part3:Design incompositeconstructionCodeofpractice fordesignofsimple

andcontinuouscompositebeamsincludingtherevised2010amendment.

Thedesignof themain floor isa150mm composite SMDTR60+profiledmetal

deckspanningoversecondarysupportbeams.Primarybeams transfer the load

fromthesecondarybeamsdirectly intotheUCcolumns.Reinforcementbarsare

provided in each case over the supports in addition to the mesh and studs

required,enablingtheslabtoperformatthedesiredlevel.

Calculations on the following pages show the beam layout and the loadings

specifiedinthepreviouschapterappliedtothestructure.Thedesignresultsare

shownforaseriesoftypicalbeamsthroughoutthefloorlevel.Allthosebeamsin

thefinalbuildingdesignbutnotinthischapterpassedalldesignchecks.

Deadand live loadsvaried throughout floor.Theslab thicknessrises to250mm

thickatthebackofhousetoaccommodatefortheincreasedrequiredliveloadas

shown.

TYPICAL COMPOSITE FIRST FLOOR BEAM 1B8 533x165x74 UB

TYPICAL FIRST FLOOR BEAM 1B18 914x419x388 UB

1

6. MezzanineFloorDesign

2

ASDAMezzanineFloorDesignIntroduction











Thedesignof the floor is a150mm composite SMDTR60+profiledmetaldeck

spanningoversecondarysupportbeams.Primarybeams transfer the load from

the secondary beams directly into the UC columns. Reinforcement bars are







TYPICAL MEZZANINE FLOOR BEAM 2B4 406x140x39 UB

1

7. PlantRoofDesign

2

ASDAPlantRoofDesignIntroduction




















TYPICAL PLANT ROOF BEAM RB5 356x171x45 UB

1

8. MainRoofDesign

2

ASDAMainRoofDesignIntroduction





combining the codes of practice for the design, construction, fire resistance of

steelstructuresandspecificationsformaterials,workmanshipanderection.

The design of the floor consists of an arrangement of purlins supporting a

lightweight roof. Despite minimal loading, heavily weighted steel sections are

demandedbythe largespans inthesteelroofstructure.Thedeepsteelsections

accommodateCHStubularbracingandfullyrestrainedbythepurlins.





TYPICAL ROOF BEAM RB20 762x267x134 UB

1

9. FrontGreenRoofDesign

2

ASDAFrontGreenRoofDesignIntroduction




















1

10. ServiceYardWalkwayDesign

2

ASDAServiceYardWalkwayDesignIntroduction







The service yard walkway comprises relatively short span beams in a small

structureatthebackoftheASDAstoreprimarilyusedasaloadingarea.Directly

abovethewalkwayisacanopysupportingagreenroof.Assuchthearrangement

ofbeamsissimilarforbothlevelsofstructure,supportedofUCcolumns.





TYPICAL SERVICE YARD WALKWAY BEAM 1B7 305x165x54 UB

TYPICAL SERVICE YARD WALKWAY ROOF BEAM 2B30 PRIMARY 305x127x37 UB

TYPICAL SERVICE YARD WALKWAY ROOF BEAM 2B30 SECONDARY 305x127x37 UB

TYPICAL SERVICE YARD WALKWAY ROOF BEAM 2B1 203x133x25 UB

1

11. SteelColumnDesign

2

ASDAColumnDesignIntroduction

Forallcalculationstheanalysisanddesignofsteelcolumnswereperformedusing

FastrakBuildingDesigner inaccordancewithBritish StandardsBS59501:2000

StructuraluseofsteelworkinbuildingPart1:CodeofpracticefordesignRolled

andweldedsections.BS5950isthedocumentcombiningthecodesofpracticethe

design, construction, fire resistance of steel structures and specifications for

materials,workmanshipanderection.

TYPICALCOLUMNDESIGNC1EXTERNAL356x368x153UCLOCATIONANDDESIGNRESULTS

TYPICALCOLUMNDESIGNC2INTERNAL305x305x158UC&254x254x73UCLOCATIONANDDESIGNRESULTS

TYPICALCOLUMNDESIGNC3INTERNAL356x368x202UCLOCATIONANDDESIGNRESULTS

1

12. FoundationDesign

2

ASDAFoundationDesignIntroduction

Themajorityofpad foundationsaremassconcretetosupportthestructureand

whererequiredreinforcedconcretefootingshavebeenused.Forallcalculations

theanalysisanddesignofpad foundationswereperformed inaccordancewith

BritishStandardsBS81101:1997Structuraluseofconcrete.

Pad foundationswere designed using SLS Column loads from Fastrak Building

Designer.ForeachcolumnthebaseplatedesignwasoutsidethescopeofFairhurst

structuraldesignworksbutdesignedalsousingtheseloads.

The following calculations are for typical pad footings designed assuming the

allowable soil pressure q= 200kn/m2 and that the column load spreads at a

maximum angle of 45 degrees for a mass concrete footing and maximum 30

degrees fora reinforcedconcrete footing.Attached isa typicalcalculation fora

padfootingsupportinganinternalcolumnandalsoforthereinforcedpadfooting.

Allotherfootingsweredesignedinexactlythesamewayandthencategorisedas

perattachedmarkup.

Whereappropriatestripfootingsweredesignedtospanbetweenmajorfootings

topickupsmallercolumnsandtosupportminimallineloading.

23

4

5

6

7

8

9

10

11

12

13

14

15

16

17

R1

R1

R2

R2

R3

R3 R4 R5 R6 R7 R8 R9 R10 R11 R12 R13 R14 R15 L R17 R18 M N

A B C D E F G H J K

T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12

1a

1b

6a

7a

11a

12a

T9a

T10a P

Aa

1000x1250dp MASSCONCRETE STRIPFOOTING.





500thk SHEAR WALL.

500thk SHEAR WALL.

250thk SHEAR WALL.

250thk SHEAR WALL.

250thk SHEAR WALL.

250thk SHEARWALL.

250thk SHEAR WALL.



1

0

0

0

1000

300thk RC BASE &250thk WALLS TOPRECAST LIFT PIT.T.O.C 30.250

250thk RC BASEAND WALLS TOTRAVELATOR PIT.


REFER TO

DRG 84351

-300 FOR

PLANT SLAB

DETAILS.

500x500sq RCCOLUMNS TOSERVICE YARD ANDRAMP U.N.O. (TYP)

ALLOWANCE TO BE MADE FORRETAINING TO THIS ZONE ASNOTED ON 84351_312.

450wd x 2000dp MASS CONCRETE STRIP FOUNDATION.45

0wd

x 20

00dp

MAS

SCO

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FOUNDATION REDUCED TO950dp BELOW TRAVELATORPIT ONLY.

ALL BEAMS DENOTED THUS #ALONG GRIDS 16 & 17 TO BE450wd x 2000dp MASS CONCRETESTRIP FOUNDATION.

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600wd x 2000Dp MASSCONCRETE TRENCHFOUNDATIONS. REDUCEDLOCALLY UNDER LIFT PIT.

T.O.C 30.900 TOFOUNDATIONS BETWEENGRIDS 16 & 17 U.N.O

T.O.C 30.900 TOFOUNDATIONSBETWEEN GRIDS16 & 17 U.N.O

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1500


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T.O.C +30.500 m T.O.C +30.500 m T.O.C +30.500 m

T.O.C +30.500 m

T.O.C +30.500 m T.O.C +30.500 m

T.O.C +30.500 m

T.O.C +30.500 m

T.O.C +30.500 m

T.O.C +30.500 m

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3

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6

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7295

Do not scale from this drawing.

Date:

Drawn:

Drawing No.:

Scale at A0:

Date:

Checked:

Status:

Drawing Title:

Project Title:

Client:

Date:

Approved:

25 Buckingham Palace Road, London SW1W 0PPTel: 020 7828 8205 Fax: 020 7828 9207 www.fairhurstgga.co.uk

Mark Date By Chkd. Revision notes

Revision:

1. ALL DIMENSIONS ARE IN MILLIMETRES (mm).2. DO NOT SCALE THIS DRAWING. WORK TO FIGURED DIMENSIONS ONLY.

3. THIS DRAWING TO BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTS, ENGINEERS AND SPECIALIST DRAWINGS AND SPECIFICATIONS.

4. ALL WORK TO COMPLY WITH THE RELEVANT BRITISH STANDARDS, CODES OF PRACTICE AND THE BUILDING REGULATIONS.

NOTES:

IT IS ASSUMED THAT ALL WORKS WILL BE CARRIED OUT BYA COMPETENT CONTRACTOR WORKING, WHEREAPPROPRIATE, TO AN APPROVED METHOD STATEMEMT.

FOR INFORMATION RELATING TO USE, CLEANING AND MAINTENANCESEE HEALTH AND SAFTEY FILE.

DEMOLITION

CONSTRUCTION

RISKS LISTED HERE ARE NOT EXHAUSTIVE. REFER TO DESIGNASSESSMENT FORM No:

IN ADDITION TO THE HAZARD/RISKS NORMALLY ASSOCIATED WITHTHE TYPES OF WORK DETAILED ON THIS DRAWING, NOTE THEFOLLOWING RISKS AND INFORMATION.

SAFTEY HEALTH AND ENVIRONMENTAL INFORMATION

DJE RM NMcS

84351 - 500 C12

CONSTRUCTION

ASDA, HAYES

FOUNDATION LAYOUTOPTION 1.

BRITISH STEEL PENSION FUND

APRIL 13 APRIL 13

1:200

APRIL 13

T1 26.04.13 DJE RM TENDER ISSUE.

1 : 200

FOUNDATION1

FOUNDATION DEPTHS SHOWN IN TABLE ABOVE ARE MINIMUM DESIGN DEPTHSAND FOUNDING LEVELS SHOULD BEAR A MINIMUM OF 300mm INTO VIRGIN GRAVEL -FINAL DEPTHS SUBJECT TO FURTHER INVESTIGATION.

ALL FOUNDATIONS CENTRAL ABOUT COLUMN CENTRE LINES UNLESS NOTEDOTHERWISE.

T.O.C = TOP OF CONCRETE LEVEL.

CONTRACTOR TO BE AWARE OF THE POSSIBLEPRESENCE OF ASBESTOS ON SITE.

CONTRACTOR TO BE AWARE OF BURIEDSERVICES. CONTRACTOR TO CARRY OUTSUBSCAN PRIOR TO COMMENCEMENT OF WORKS.

CONSTRUCTION ISSUE

C1 16.08.13 DV RG CONSTRUCTION ISSUE.

C2 02.09.13 DV RG FOUNDATION SIZES & T.O.C.LEVELSREVISED.

C3 13.09.13 DV RG FOUNDATION TYPE L OMITTED FROMLEGEND & FOUNDATION TYPE NADDED TO LEGEND.

C4 02.10.13 DE NMcS FOUNDATIONS & PERIMETER LEVELSGENERALLY UPDATED

C5 03.10.13 DE NMcS TABLE AMENDED AS CLOUDED.C6 29.11.13 PS NMcS REVISED TO SUIT TV07.

C7 05.12.13 PS NMcS REVISED TO SUIT TV07 CLICK ANDCOLLECT BAY FOUNDATIONS ADDED.

Structural Foundation Schedule

Ref: Minimum Size &DepthConcrete

Type/Grade Comments2000mm Trench

FoundationA 2500 x 2500 x 1250 Mass Concrete

AA 2900 x 3700 x 2000 Mass ConcreteC 2900 x 2900 x 1450 Mass ConcreteD 2600 x 2600 x 1300 Mass ConcreteE 2000 x 2000 x 1000 Mass ConcreteF 3300 x 2800 x 1400 Mass ConcreteG 2500 x 3700 x 1250 Mass ConcreteH 4700 x 3200 x 1600 Mass ConcreteJ 5670 x 2600 x 1300 Reinforced ConcreteK 3800 x 3800 x 1900 Mass ConcreteL 5400 x 2600 x 2000 Mass ConcreteP 4750 x 2000 x 1000 Mass ConcreteQ 4000 x 2000 x 1000 Mass ConcreteR 5075 x 3200 x 1600 Mass ConcreteS 4200 x 4200 x 2100 Mass ConcreteT 3300 x 3300 x 1650 Mass ConcreteU 2700 x 2700 x 1350 Mass ConcreteV 2800 x 2800 x 1400 Mass ConcreteW 7000 x 5050 x 2000 Mass ConcreteX 2000mm Dp Mass Concrete Refer To PlanY 3800 x 2500 x 1250 Mass ConcreteZ 4900 x 2500 x 1250 Mass Concrete

ZZ 2800 x 4000 x 1400 Mass Concrete

C8 29.01.14 DE NMcS FOUNDATION DEPTHS AND T.O.CLEVELS AMENDED.

DENOTES FOUNDATIONS T.O.C - 30.500m



C9 19.02.14 DE NMcS

FOUNDATION ZZ ADDED. NOTEADDED. TRAVELATOR MID HEIGHTFOUNDATION SUPPORT ADDED.SHEAR WALL MOVED.

C10 21.03.14 DE NMcSBOREHOLE AND TRIAL PITLOCATIONS ADDED FOR REFERENCE.

DENOTES PAD/STRIP FOUNDATIONS TO BE VIBRO STONE PILED BEFOREEXCAVATION FOR NEW FOUNDATIONS. ALL FOUNDATION DEPTHS AS NOTED INCURRENT SCHEDULE ABOVE.

C11 02.04.14 DE NMcS

VIBRO STONE PILING LOCATIONSNOTED. BOREHOLE AND TRIAL PITLOCATIONS REMOVED.

C12

C12 14.05.14 DS NMcS LIFT PIT LOCATIONS AMENDED.

C12

FairhurstGGA25 Buckingham Palace Road

LondonSW1W 0PP

ProjectAsda Hayes

Job no.84351

Calcs forCombined Base J

Start page no./Revision 1

Calcs byDGH

Calcs date17/03/2014

Checked by Checked date Approved by Approved date

PAD FOOTING ANALYSIS AND DESIGN (BS8110-1:1997)TEDDS calculation version 2.0.03.00

A B

3885 1285

1050

1050

1050

1050

1185 3985

Pad footing detailsLength of pad footing; L = 5670 mmWidth of pad footing; B = 2600 mmArea of pad footing; A = L B = 14.742 m2

Depth of pad footing; h = 1300 mmDepth of soil over pad footing; hsoil = 450 mmDensity of concrete; conc = 23.6 kN/m3

Column details Column A Column BColumn base length; lA = 500 mm; lB = 500 mmColumn base width; bA = 500 mm; bB = 500 mmColumn eccentricity in x; ePxA = -1400 mm; ePxB = 1300 mmColumn eccentricity in y; ePyA = 0 mm; ePyB = 0 mm

Soil detailsDensity of soil; soil = 20.0 kN/m3

Design shear strength; = 25.0 degDesign base friction; = 19.3 degAllowable bearing pressure; Pbearing = 220 kN/m2

Axial loading on columns Column A Column BDead axial load on column; PGA = 328.0 kN; PGB = 650.0 kNImposed axial load on column; PQA = 705.0 kN; PQB = 650.0 kNWind axial load on column; PWA = 0.0 kN; PWB = 0.0 kNTotal axial load on column; PA = 1033.0 kN; PB = 1300.0 kN

Foundation loadsDead surcharge load; FGsur = 0.000 kN/m2Imposed surcharge load; FQsur = 0.000 kN/m2

Pad footing self weight; Fswt = h conc = 30.680 kN/m2

Soil self weight; Fsoil = hsoil soil = 9.000 kN/m2

Total foundation load; F = A (FGsur + FQsur + Fswt + Fsoil) = 585.0 kNCalculate pad base reactionTotal base reaction; T = F + PA + PB = 2918.0 kNEccentricity of base reaction in x; eTx = (PAePxA + PBePxB + MxA + MxB + (HxA + HxB)h) / T = 84 mm


LondonSW1W 0PP

ProjectAsda Hayes

Job no.84351



Calcs byDGH



Eccentricity of base reaction in y; eTy = (PAePyA + PBePyB + MyA + MyB + (HyA + HyB)h) / T = 0 mmCheck pad base reaction eccentricity

abs(eTx) / L + abs(eTy) / B = 0.015Base reaction acts within middle third of base

Calculate pad base pressuresq1 = T / A - 6 T eTx / (L A) - 6 T eTy / (B A) = 180.435 kN/m2q2 = T / A - 6 T eTx / (L A) + 6 T eTy / (B A) = 180.435 kN/m2q3 = T / A + 6 T eTx / (L A) - 6 T eTy / (B A) = 215.436 kN/m2q4 = T / A + 6 T eTx / (L A) + 6 T eTy / (B A) = 215.436 kN/m2

Minimum base pressure; qmin = min(q1, q2, q3, q4) = 180.435 kN/m2Maximum base pressure; qmax = max(q1, q2, q3, q4) = 215.436 kN/m2

PASS - Maximum base pressure is less than allowable bearing pressure

180.4 kN/m

180.4 kN/m

215.4 kN/m

215.4 kN/m

2

2

2

2

Partial safety factors for loadsPartial safety factor for dead loads; fG = 1.40Partial safety factor for imposed loads; fQ = 1.60Partial safety factor for wind loads; fW = 0.00

Ultimate axial loading on columnsUltimate axial load on column A; PuA = PGA fG + PQA fQ + PWA fW = 1587.2 kNUltimate axial load on column B; PuB = PGB fG + PQB fQ + PWB fW = 1950.0 kN

Ultimate foundation loadsUltimate foundation load; Fu = A [(FGsur + Fswt + Fsoil) fG + FQsur fQ] = 818.9 kNUltimate horizontal loading on column AUltimate horizontal load in x direction; HxuA = HGxA fG + HQxA fQ + HWxA fW = 0.0 kNUltimate horizontal load in y direction; HyuA = HGyA fG + HQyA fQ + HWyA fW = 0.0 kN

Ultimate horizontal loading on column BUltimate horizontal load in x direction; HxuB = HGxB fG + HQxB fQ + HWxB fW = 0.0 kNUltimate horizontal load in y direction; HyuB = HGyB fG + HQyB fQ + HWyB fW = 0.0 kN


LondonSW1W 0PP

ProjectAsda Hayes

Job no.84351



Calcs byDGH



Ultimate moment on column AUltimate moment on column in x direction; MxuA = MGxA fG + MQxA fQ + MWxA fW = 0.000 kNmUltimate moment on column in y direction; MyuA = MGyA fG + MQyA fQ + MWyA fW = 0.000 kNm

Ultimate moment on column BUltimate moment on column in x direction; MxuB = MGxB fG + MQxB fQ + MWxB fW = 0.000 kNmUltimate moment on column in y direction; MyuB = MGyB fG + MQyB fQ + MWyB fW = 0.000 kNm

Calculate ultimate pad base reactionUltimate base reaction; Tu = Fu + PuA + PuB = 4356.1 kNEccentricity of ultimate base reaction in x; eTxu = (PuAePxA+PuBePxB+MxuA+MxuB+(HxuA+HxuB)h)/Tu = 72 mmEccentricity of ultimate base reaction in y; eTyu = (PuAePyA+PuBePyB+MyuA+MyuB+(HyuA+HyuB)h)/Tu = 0 mmCalculate ultimate pad base pressures

q1u = Tu/A - 6TueTxu/(LA) - 6TueTyu/(BA) = 273.030 kN/m2q2u = Tu/A - 6TueTxu/(LA) + 6Tu eTyu/(BA) = 273.030 kN/m2q3u = Tu/A + 6TueTxu/(LA) - 6TueTyu/(BA) = 317.954 kN/m2q4u = Tu/A + 6TueTxu/(LA) + 6TueTyu/(BA) = 317.954 kN/m2

Minimum ultimate base pressure; qminu = min(q1u, q2u, q3u, q4u) = 273.030 kN/m2Maximum ultimate base pressure; qmaxu = max(q1u, q2u, q3u, q4u) = 317.954 kN/m2Calculate rate of change of base pressure in x directionLeft hand base reaction; fuL = (q1u + q2u) B / 2 = 709.879 kN/mRight hand base reaction; fuR = (q3u + q4u) B / 2 = 826.681 kN/mLength of base reaction; Lx = L = 5670 mmRate of change of base pressure; Cx = (fuR - fuL) / Lx = 20.600 kN/m/mCalculate pad lengths in x directionLeft hand length; LL = L / 2 + min(ePxA, ePxB) = 1435 mmMiddle length; LM = max(ePxA, ePxB) - min(ePxA, ePxB) = 2700 mmRight hand length; LR = L / 2 - max(ePxA, ePxB) = 1535 mmCalculate shear forces in x directionShear at left hand column; SL = fuL LL + Cx LL2 / 2 - Fu LL / L = 832.622 kNShear at right hand column; SR = fuL (LL + LM) + Cx (LL + LM)2 / 2 - PuA - Fu (LL + LM) / L = 927.022 kN

Calculate ultimate moments in x directionUltimate moment in x direction; Mx = fuRLR2/2-CxLR3/6-FuLR2/(2L) = 791.344 kNmCalculate rate of change of base pressure in y directionTop edge base reaction; fuT = (q2u + q4u) L / 2 = 1675.441 kN/mBottom edge base reaction; fuB = (q1u + q3u) L / 2 = 1675.441 kN/mLength of base reaction; Ly = B = 2600 mmRate of change of base pressure; Cy = (fuB - fuT) / Ly = 0.000 kN/m/mCalculate pad lengths in y directionTop length; LT = B / 2 - ePyA = 1300 mmBottom length; LB = B / 2 + ePyA = 1300 mm

Calculate ultimate moments in y directionUltimate moment in y direction; My = fuTLT2/2+CyLT3/6-FuLT2/(2B) = 1149.590 kNm


LondonSW1W 0PP

ProjectAsda Hayes

Job no.84351



Calcs byDGH



Material detailsCharacteristic strength of concrete; fcu = 40 N/mm2Characteristic strength of reinforcement; fy = 500 N/mm2Characteristic strength of shear reinforcement; fyv = 500 N/mm2Nominal cover to reinforcement; cnom = 50 mm

Moment design in x directionDiameter of tension reinforcement; xB = 25 mmDepth of tension reinforcement; dx = h - cnom - xB / 2 = 1238 mmDesign formula for rectangular beams (cl 3.4.4.4)

Kx = Mx / (B dx2 fcu) = 0.005Kx = 0.156

Kx < Kx' compression reinforcement is not requiredLever arm; zx = dx min([0.5 + (0.25 - Kx / 0.9)], 0.95) = 1176 mmArea of tension reinforcement required; As_x_req = Mx / (0.87 fy zx) = 1547 mm2Minimum area of tension reinforcement; As_x_min = 0.0013 B h = 4394 mm2

Tension reinforcement provided; 13 No. 25 dia. bars bottom (200 centres)Area of tension reinforcement provided; As_xB_prov = NxB pi xB2 / 4 = 6381 mm2

PASS - Tension reinforcement provided exceeds tension reinforcement required

Moment design in y directionDiameter of tension reinforcement; yB = 25 mmDepth of tension reinforcement; dy = h - cnom - xB - yB / 2 = 1213 mmDesign formula for rectangular beams (cl 3.4.4.4)

Ky = My / (L dy2 fcu) = 0.003Ky = 0.156

Ky < Ky' compression reinforcement is not requiredLever arm; zy = dy min([0.5 + (0.25 - Ky / 0.9)], 0.95) = 1152 mmArea of tension reinforcement required; As_y_req = My / (0.87 fy zy) = 2294 mm2Minimum area of tension reinforcement; As_y_min = 0.0013 L h = 9582 mm2

Tension reinforcement provided; 28 No. 25 dia. bars bottom (200 centres)Area of tension reinforcement provided; As_yB_prov = NyB pi yB2 / 4 = 13744 mm2

PASS - Tension reinforcement provided exceeds tension reinforcement required

Calculate ultimate shear force at d from right face of column BUltimate pressure for shear; qsu = (q1u + Cx (L / 2 + ePxB + lB / 2 + dx) / B + q4u) / 2

qsu = 317.766 kN/m2

Area loaded for shear; As = B min(3 (L / 2 - eTx), L / 2 - ePxB - lB / 2 - dx) = 0.123 m2Ultimate shear force; Vsu = As (qsu - Fu / A) = 32.383 kNShear stresses at d from right face of column B (cl 3.5.5.2)Design shear stress; vsu = Vsu / (B dx) = 0.010 N/mm2

From BS 8110:Part 1:1997 - Table 3.8Design concrete shear stress; vc = 0.325 N/mm2

Allowable design shear stress; vmax = min(0.8N/mm2 (fcu / 1 N/mm2), 5 N/mm2) = 5.000 N/mm2PASS - vsu < vc - No shear reinforcement required

Calculate ultimate punching shear force at face of column AUltimate pressure for punching shear; qpuA = q1u+[(L/2+ePxA-lA/2)+(lA)/2]Cx/B-[(B/2+ePyA-bA/2)+(bA)/2]Cy/L


LondonSW1W 0PP

ProjectAsda Hayes

Job no.84351



Calcs byDGH



qpuA = 284.400 kN/m2Average effective depth of reinforcement; d = (dx + dy) / 2 = 1225 mmArea loaded for punching shear at column; ApA = (lA)(bA) = 0.250 m2Length of punching shear perimeter; upA = 2(lA)+2(bA) = 2000 mmUltimate shear force at shear perimeter; VpuA = PuA + (Fu / A - qpuA) ApA = 1529.988 kNEffective shear force at shear perimeter; VpuAeff = VpuA = 1529.988 kN

Punching shear stresses at face of column A (cl 3.7.7.2)Design shear stress; vpuA = VpuAeff / (upA d) = 0.624 N/mm2Allowable design shear stress; vmax = min(0.8N/mm2 (fcu / 1 N/mm2), 5 N/mm2) = 5.000 N/mm2

PASS - Design shear stress is less than allowable design shear stress

Calculate ultimate punching shear force at face of column BUltimate pressure for punching shear; qpuB = q1u+[(L/2+ePxB-lB/2)+(lB)/2]Cx/B-[(B/2+ePyB-bB/2)+(bB)/2]Cy/L

qpuB = 305.792 kN/m2Average effective depth of reinforcement; d = (dx + dy) / 2 = 1225 mmArea loaded for punching shear at column; ApB = (lB)(bB) = 0.250 m2Length of punching shear perimeter; upB = 2(lB)+2(bB) = 2000 mmUltimate shear force at shear perimeter; VpuB = PuB + (Fu / A - qpuB) ApB = 1887.440 kNEffective shear force at shear perimeter; VpuBeff = VpuB = 1887.440 kN

Punching shear stresses at face of column B (cl 3.7.7.2)Design shear stress; vpuB = VpuBeff / (upB d) = 0.770 N/mm2Allowable design shear stress; vmax = min(0.8N/mm2 (fcu / 1 N/mm2), 5 N/mm2) = 5.000 N/mm2

PASS - Design shear stress is less than allowable design shear stress

Shear at d from column face

28 No. 25 dia. bars btm (200 c/c)28 No. 16 dia. bars top (200 c/c)

13 No. 25 dia. bars btm (200 c/c), 13 No. 16 dia. bars top (200 c/c)

Aberdeen Bristol

Dundee Edinburgh

Elgin Glasgow

Inverness

CIVIL ENGINEERING STRUCTURAL ENGINEERING TRANSPORTATION ROADS & BRIDGES

PORTS & HARBOURS GEOTECHNICAL & ENVIRONMENTAL ENGINEERING PLANNING &

DEVELOPMENT WATER SERVICES CDM COORDINATOR SERVICES

London Manchester

Newcastle Sevenoaks

Sheffield Taunton Watford

Wellesbourne

www.fairhurstgga.co.uk

A

CIVIL ENGINEERING STRUCTURAL ENGINEERING TRANSPORTATION ROADS & BRIDGES

PORTS & HARBOURS GEOTECHNICAL & ENVIRONMENTAL ENGINEERING PLANNING &

DEVELOPMENT WATER SERVICES CDM COORDINATOR SERVICES

berdeen Bristol

Dundee Edinburgh

Elgin Glasgow

Inverness Leeds

84351 a4 structural calculations specification construction

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