RC Detailing to BS 8110S A Karunaratne 29-01-2013

(I) Paper & Envelope Sizes & Drawing Sizes(II) Title Panel, Scales, Line Thickness & Abbreviations(III) Layouts, Axes & Grid Lines & G A Drawings(IV) Levels & Dimensions(IX) Footings, Piles & Pile Caps(V) Slabs & Beams(VI) Columns & Walls(VII) Staircases(IIX) Corbels & Nibs(X) Bar Bending SchedulesWhat is presented ?(XI) What should be done & what should not be done

Paper & Envelope sizes

Chart1

Sheet1

FoodGasMotel

Jan121710

Feb171121

Mar222914

Apr141017

May121710

Jun191520

Sheet1

ISO 216 sizesISO 216 sizesISO 269 sizes

(mm x mm)(mm x mm)(mm x mm)

Paper - A SeriesPaper - B SeriesEnvelopes - C Series

A0841x1189B01000x1414C0917x1297

A1594x841B1707x1000C1648x917

A2420x594B2500x707C2458x648

A3297x420B3353x500C3324x458

A4210x297B4250x353C4229x324

A5148x210B5176x250C5162x229

A6105x148B6125x176C6114x162

A774x105B788x125C781x114

A852x74B862x88C857x81

A937x52B944x62C940x57

A1026x37B1031x44C1028x40

A0 aspect ratio isB0 is 1m to 2m & GMGM between B series

1 : 2between A series same number and one lowersame number & A series same number

& area is 1m2

0123456Sizes of Paper A & B & Envelopes C are defined by halving preceding sizeAAASize A Paper fits to same size Envelope e.g., A4 to C4Size B Paper fits to one number lower size Envelope e.g., B4 to C3

Sheet1

Design stage changes

Sheet1

NotesMA2-4MA0-1

MA0-1 = 20 Minimum

MA2-4 = 10 Minimum

Margin Thickness =

0.5mm minimum

Revisions

Title Panel

75 - 200

ML = 20mm minimum105MA2-4MA0-1

Drawing Margins & Title Panel

Title Panel should include:Project TitleDrawing TitleClients Name (If Applicable)Scales & drawn ScaleOffice Job NumberDrawing Number & Space for Revision SuffixDate of DrawingDrawn by (Name)Designed by (Name)Checked by (Name & Signature)Approved by (Name & Signature)Office of origin of DrawingCopy Right Protection StatementMain & Associated Consultants (If Applicable)

Sheet1

Recommended sizes of drawings General Arrangement Drawings (G A) : A1 Reinforcement Drawings : A1Details : A3 & A4Recommended scalesG A 1 : 100Wall & Slab details 1 : 50Beam & Column elevations 1 : 50Beam & Column sections 1 : 20Recommended thickness of lines Dimensions & center lines 0.25mm Concrete outlines & G A drawings 0.35mmConcrete outlines & R/F drawings 0.35mmLinks, hoops & cross-ties 0.35 0.7mmMain R/F bars 0.7mm

Changes & Revisions should include:Suffix; numeral for changes 1, 2, 3, ----- & letters for revisions A, B, C, -- Brief description of revisionRevision made by (Name & Signature)Date of revisionCloud revised details

ABeam depth changed 300 to 450S A K24-06-2008RevisionDescriptionMade bySignatureDate

Sheet1

450

250

Notes should include:Cross references to GA DrgsList of abbreviationsGrade of concreteCover to R/FCross references to connected Detail Drgs(i) Main bar size minus link size (40 -10) = 30mm(ii) Exposure moderate - C40 30mm(iii) 1 hour fire resistance 20mm(iv) 20 mm aggregate size 20mm30mm

BS 8110 Exposure conditions Mild Protected from weather or aggressive conditions Moderate Sheltered from severe rain, subject condensation, continuously under water, in contact with non-aggressive soil Severe Exposed to severe rain, alternate wetting and drying or severe condensation Very severe Exposed to sea water spray, corrosive fumes Extreme Exposed to abrasive action or machinery or vehiclesSpecify nominal cover to all reinforcementincluding links

BS 8110 Table 3.4 Nominal coverto meet durability requirements

Sheet1

Condition of exposureNominal cover

mmmmmmmmmm

Mild2520202020

Moderate-35302520

Severe--403025

Very severe--504030

Extreme---6050

Max. w/c ratio0.650.600.550.500.45

275300325350400

Lowest concrete gradeC30C35C40C45C50

Cover may be reduced to 15mm aggregate not exceeding 15mm

Table is for normal-weight aggregate of 20mm nominal max. size

Sheet2

Sheet3

BS 8110 Table 3.5 Nominal cover to meet fire requirements

Sheet1

Fire resistanceNominal cover

BeamsFloorsRibsColumns

SSCtsSSCtsSSCts

hmmmmmmmmmmmmmm

0.520202020202020

120202020202020

1.520202520352020

240303525453525

360404535554525

470505545655525

Cover may be reduced to 15mm aggregate not exceeding 15mm

Additional measures are required to reduce spalling

Cover to main R/F given in Tables 4.2 & 4.3 is considered.

Sheet2

Sheet3

BS 8110: Part 1: Section 7.3

COVER TO REINFORCEMENTReference to EuroCodes BS 8500-1 Concrete Part 1: 2002 Method of specifying & guidance for the specifier BS 8500-2 Concrete Part 2: 2002 Specification for constituent materials & concrete ; BS 5328 withdrawn 1-12-2003BS EN 206-1 Concrete Part 1: Specification, Performance, production & conformity

A List of AbbreviationsABR = Alternate Bar ReversedBlk = block work Bw = Both ways B = Bottom Bwk = Brick work Crs = Centres= Centre Line= Diameterdia or Fdrg = drawingEF = Each faceEGWL = Existing ground water levelEL = Existing levelFF = Front faceFFL = Finished floor levelFS = Full sizeH = High tensile steelhoriz = HorizontalR = Mild steel / Round barsNF = Near faceNTS = Not to scalepkt = pocketRC = Reinforced concreteRRM = Random rubble masonrySFL = Structural floor levelT = Topvert = vertical

Sheet1

Recommended practices in drawing preparationSite Plan drgs : should show North PointAll other drgs : to site plan orientationContinuation drgs : provide key plan / portion covered provide reference continuation drg numbersR/F drgs : show large openings; upto 150 x 150 mm & 150F holes need not be shown; but refer to drgsAs-Built or Record drgs: amend original drawings as constructedN

ORIENTATION OF DRAWINGS

Sheet1

7000N

6000

6000600060006000

6000Road

6000Access7000

6000Plan - Detail

Main Road

LAYOUT PLANDETAIL PLAN

1

E111

D42A

C

B

E

D

C

B

A

2

1

A

Sheet2

Sheet3

Detailed Area is marked in Key Plan

Sheet1

Key Plan

Floor slab A1 - 22nd Level

AAa

BAa

1

2

3

A

1

Grid lines & AxesLUCLLCAxes commence at LLC and up.Omit I and OGrids commence at LUC and rightColumns A1, A2 are at intersection of A & 1, A & 2 etcBeam reference is panel LLC column identification & a suffix say A11, A12 etc

Sheet1

C12C22

B11B21B23

B31

B12B22

A11A21A23

A31

A12A22

A

B

C CA

1 CA

2 CA

3 CA

Sheet1

2000600060006000600060002000

2000C11500 x 600C21500 x 600C21500 x 600C21500 x 600C21500 x 600C11500 x 600

750x450BM750 x 450 BM750x450BM750 x 450 BM750x450BM750 x 450 BM750x450BM750 x 450 BM750x450BM750 x 450 BM750x450BM

6000S1S2S5S7S1

C21500 x 600C31500 x 600300 tk R C wallC31500 x 600C21500 x 600

750x450BM750 x 450 BM750x450BM750 x 450 BM750 x 450 BM750x450BM750 x 450 BM750x450BM

6000S3S4S6S7

200 Drop

C21500 x 600C31500 x 600C31500 x 600C21500 x 600

750x450BM750 x 450 BM750x450BM750 x 450 BM750x450BM500 x 450 BM750x450BM750 x 450 BM750x450BM750 x 450 BM750x450BM

6000S1S2S5S7S1

C11500 x 600C21500 x 600C21500 x 600C21500 x 600C21500 x 600C11500 x 600

2000750 x 450 BM750 x 450 BM750 x 450 BM750 x 450 BM750 x 450 BM

Notes:1All slabs 200 thick unless otherwise noted

2For reinforcement details refer to Drg D/2005005/25, 36 & 40

Structural General Arrangement Drawing

1

3

B

A

4

5

6

2

D

C

Sheet2

Sheet3

Structural General Arrangement Drawing(BASED ON ORIGINAL DRAWING BY OTHERS)

GENERAL ARRANGEMENT DRAWING

Concrete Grades in High Rise Buildings

Building Structures are Designed from top (roof) to bottom (foundations)Building Structures are usually constructedfrom foundations to roofTherefore typical details should be referred from bottom (foundation level) to top (roof level) and not from top to bottomto avoid confusion at construction stage.

Levels(a) For major works use Ordnance Survey (OS) datum(b) Civil & major Building works use a TBM or transferred OS datum

(c) For minor works use a job datum wrt a suitable fixed pointOn plan levels are indicated within a rectangle and preferably described SSL155.075in metresOn Elevations & Sections project beyond drawing with closed arrowheadSSL155.075FFL50

Dimensioning recommendations Unit for layouts and levels is metre; say 2.450, 128.400, 9.125m Unit for R/F and sections is millimeter; say 5, 35, 2575 (can avoid writing mm and dimension to whole mm)Place dimensions above and not through dimension lines or not inside details. Place to view from bottom or RHS of drg.G A drgs should give setting out dimension & sizes of membersDimensions in R/F drgs only to show correct location of R/F.

GENERAL ARRANGEMENT DRAWING SHOWING DIMENSIONING AND LEVELS

BAR CURTAILMENT SLABS 1SIMPLE RULES

SLABS 2BAR ANCHORAGE

TYPICAL ONE-WAY SPANNING SLAB

TYPICALTWO-WAYSLAB

Sheet1

MBD0003F91C.xls

Sheet1

A

2000600060006000600060002000

20005T1610@100T at corners of slab39 T 1201 @ 150 T

in addition to 1201

28 T1202 @ 200 B39 T1203 @ 150 T28T1202 @ 200 B39 T1203 @ 150 T28T1202 @ 200 B28T1202 @ 200 B

28T1202@ 200 B28T1202 @39 T 120428 T1202@ 200B

6000200B@ 150 B

S1S2S5S739T1203@ 150 TS1

39 T1203

@150T

28T 1202 @ 200 B28T1209 @ 200 B39 T120639 T1203@ 150T

28T1202@ 200B39T1203@ 150T28T1202 @39T1208@ 150T@150B

6000S3S4200BS639T1207@150BS7

39 T1203@ 150T

6000

S1S2S5S7S1

2000

Note: All D S shown in section are T10 @ 300A

20020002000150015002001500150020002000

120112081201

12041204

120612082001206

Section A - A

Fourth Floor Slab + 18.200Reinforcemet details

A

C

3

4

D

E

F

B

1

2

4

3

2

11

39 T1203 @ 150 T

39 T1203 @ 150 T

5T1610@100T at corners of slab

Sheet2

Sheet3

SLAB R/F ARRANGEMENT

Sheet1

Open courtyard

From experience recommend continuous nominal top R/F in:

(1) All coloured panels preferably in open courtyard situations

(2) All the slab panels in a roof

to avoid shrinkage cracks

A

B

C

D

E

F

G

H

1

2

3

4

5

6

7

8

TYPICAL FLAT-SLAB PANEL 1

Flat Slab Raft Foundation & Column R/F Starter Bars

TYPICAL FLAT-SLAB PANEL 2

Flat Slab Raft Foundation with a Deep Beam at Change of Levels

Sheet1

Trimming of holes in normal slabs 1

Conditions

ly = 6000l =length

(a) wras - max = 1000w =width

ps =parallel to

lx = 4000

(b) wmin - used = w1 = 250 (assume)lpsspan

lps

used =unsupported

lps

(c) lps - max = 0.25 lx = 1000edge distance

w a - iwrasw1==ras =right angle to

(d) wtotal - max = 0.25 ly = 1500span

wmin - used

(e) Small holes with sides (F)

Sheet1

TRIMMING OF HOLES 2

(g) If hole side (500 - 1000) treat as in (f) but trim with

similar bars at top.45f min

If element depth is >= 250 furnish diagonal bars top

and bottom.

(h) In group of holes within 500 or less treat as single hole

and trim as in (f); but bars should pass alongside where

possible.

(i) In group of holes within 500 and 1000 treat as single hole

and trim as in (f) and (g).

Cutting element bars passing through hole and furnishing a

stirrup as a trimmer is totally wrong

Joints in Slabs 1Control joints a retooled, sawed, or pre-moulded joints to allow for shrinkage of large concrete areas. Control joints create a weakened section that induce cracking to occur along the joint, rather than in a random fashion.

Isolation joints provide a separation between a slab on grade and columns or walls, so that each can move independently.

In a 100mm thick concrete walkway, what is the typical spacing for expansion joints? 6m on centeraccommodates movement due to both expansion and contractionExpansion Joints 2

EXPANSION JOINTS 3

BEAMS 1

BAR CURTAILMENTSSIMPLE RULES 1

BEAMS 2

ANCHORAGE &LAP LENGTHSBEAMS 3

DETAIL OF SIMPLY SUPPORTED BEAMBeam R/F Detailing Methods(i) If pre-assembled main R/F, hanger bars & links stopped 50mm short of face of support & splice bars used at supports.(ii) If assembled at works - Span main bars lapped at or near the support. Link support bars lapped with ends of top main bars. Calling up of bars approx. at mid of barShort line at 300 and tagged(iii) Max. link space 0.75d longitudinal & 150mm horizontal space between tension bars (iv) Max. area Asc or Ast = 0.2 & Ast >= 0.13(V) Maxim. Clear Distance between tension bars ab

DETAILS OF CONTINOUS BEAMS

Holes in Concrete Beams: Circular preferable(1) Checks required (a) Shear capacity and (b) Moment Capacity(3) If long rectangular hole unavoidable, frame with Vierendeel-type truss (4) Locate holes around o 1/3 span if possible(5) If many holes are required design the beam oversize(6) Sizes of vertical holes limit to b/4 & horizontal holes h/4(2) Additional stirrups and longitudinal bars and trimmer bars are required

Sheet1

250025006500650075007500

250065007500

250065007500

hagg + 5; but < F or Fe

5050

11R6-08-150 VARIES27R10-05-250

23R10-05-250

2525

2/3xhagg or F or Fe if > = hagg +5

11R6-08-150 VARIES23R10-05-25027R10-05-250

Min. distance between bars

Bar curtailment not shown completely

Sometimes stirrup arrangement not shown

Correct & unacceptable beam labeling

1

2

3

Correct & wrong practicessb =

Even in EC2

Sheet1

DO NOT ALLOW

10001000

DISCONTINUITY

OF VERTICAL LEG

115185

800800

TIE ALL COMPRESSION BARSTENSION BARS

TIE TENSION BARS WHEN GAP >150COMPRESSION BARS

SIDE BARS

CORRECT STIRRUP ARRANGEMENTSINGLE STIRRUP WRONG

Wide beam stirrup arrangement

A very deep beam shows link arrangement

SIMPLE COLUMN DETAILMain R/F Max. 6%bh; Min 0.4%bh; Max area at laps 10%bh

(2) Min. Bar size 12mm; circular columns 6 number of bars(3) Min. joggle offset = 2F + 10% tolerance(4) Min. joggle length 10 x centre-line-offset or 300mm Min.(5) Allow 75mm for kicker(6) Min. size of link F of largest vertical bar(7) Max. pitch 12 F smallest compression bar(8) All vertical bars to be tied if space > 150mm and all alternate bars to be tied by links (9) Maximum space between main R/F; Compression

DETAILS OF COLUMNS 1ACI 318-02 in new Appendix Arecommends hooking bars towardsthe center of the column to developfull flexural strength of the column.

(a) Min. R/F both vertical & horizontal 1 face or 0.3% 0.25%Fy 250 460 each face 0.15% 0.125%For shrinkage effects(b) Vertical R/F; (i) Min. Asc = 0.4% (0.2% each face) (ii) Max. Asc = 4%(iii) When Asc > 2%; Max. bar space >= 16 x vertical bar size

Sheet1

tension laptension lap

t>= 300; 4 corner barst>= 300; 4 corner bars

t< 300; 2 corner barst< 300; 2 corner bars

Horizontal bar outsideHorizontal bar inside

easy to fixdifficult to fix

WALL REINFORCEMENT

tt

WALL VERTICAL R/F INSIDE & HORIZONTAL R/F OUTSIDE

DETAILS OF WALLS

R/F of wall showing horizontal bar placement in outer layer

WALL R/F ASSEMBLY

RETAINING WALL DETAILS SHOWS OUTER HORIZONTAL R/F

Sheet1

500T16-02-250 NF

500T16-02-250 NF

500T12-03-250 FF

500T12-03-250 FF

12T10-04-200 NF12T10-05-200 FF

12T10-05-200 FF

500T16-01-250 NF

500T16-01-250 NF

12T10-04-200 NF

Correct & unacceptable labeling of wall R/F

STAIRCASE R/F DETAILS

DETAILS OF STAIRCASES

CORBELSDO NOT BEND THIS WAY

Sheet1

Ast- Main TR; Main tensile R/F.Ast- Main TR; Main tensile R/F.Ast - Main TR

Large bend required on planLarge bend required as seenwelded to plate

in elevationor cross bar

Two columnTwo column

links close tolinks close to

corbel topcorbel top

Tension lapTension lap

Ast - Horiz >=Ast - Horiz >=

Compression50% ofCompression50% of

anchorageAst - Main TRanchorageAst - Main TR

Compression bars. Area >= 1000mm2/metreCompression bars. Area >= 1000mm2/metre

of width of corbelof width of corbel

When main tensile R/F

NIBS

Sheet1

Tension

anchorage

length

Tension anchorClosed links or

if "U" bars used"U" bars be usedHorizontal "U"

bars. F = 140

Lacer bar same F

Link F should beas horizontal "U" bars

not more than 12

Standard Nib detailShallow Nib detail

PAD FOOTING 1

Pad Foundations with Schedule

DETAILS OF FOUNDATIONS 2 PAD FOOTING & SCHEDULE

Detailing of Pile Locations & Pile Cap DrawingsShow the pile centers wrt grid lines Do not indicate dimensions from grid lines to site boundaries Indicate cut off levels and anticipated rock levels Indicate concrete grade, cover to reinforcement Pile diameters, Identity of Pile, Pile Groups and number of piles Pile cap dimensions Indicate column or wall starters Show the radius of bend of main reinforcement of piles Provide outer (peripheral) bursting reinforcement T16@200 Indicate pitch of links if different at top and the rest of the pile length Indicate whether the links are helical or circular Use nominal top reinforcement in large pile caps to avoid shrinkage cracks i.e. 0.13bh, where h= 250

DETAILING PILES & PILE CAPS 1

Sheet1

T10 - 300 C/CT10 - 300 C/C

GFL

+0.70

500

+0.20

VARIES

PILE CUT OFF LEVEL VARIES

17T2512T25

PILE

75

1200 F PILE1000 F PILE

PILE CAP OUTLINE DETAILS

2500380075007500

PILE GROUP SCHEDULE

PILE GROUP NOPILE NOPILE F (mm)PILE CUT OFF LEVE (m)

60004572kN8623kN8910kN

1516P131516P16

P10SP1800-1.250

SP2800-1.250

823

823PG9P11900-1.975

1/1200 F

P12900-1.975

P1113501350P12P1413501350P15

6000P13900-1.975

PG9P14900-1.975

4200kNPG93/900 FPG93/900 F

P15900-1.975

1200

P23P16900-1.975

1200TOTAL NUMBER OF PILES

P221

6000PILE F12001000900800600

NO OF PILES2431152808

PG12/800 F

TOTAL106PILES

LAYOUT

2 22

1 22

3 22

4 22

E 22

D 22

C 22

F 22

DETAILING PILES & PILE CAPS 2

DETAILING PILES & PILE CAPS 3Tie beams detailed at the top of pile cap to reduce construction difficulties.Refer Pile Design & construction practice by M J Tomlinson Section 7.8

DETAILING PILES & PILE CAPS 4

(DETAILING PILES & PILE CAPS 5)

Bar bending scheduling to BS 8666, BSI 2000

SHEET 1 BAR SHAPES7T16- 05 (a to g) -100 B1SEVEN NUMBERS HIGH TENSILE SIXTEEN MM DIAMETER BAR MARKZERO FIVE VARYING LENGTH a TO hAT HUNDRED MM CENTERS ATBOTTOM OUTER LAYER

SHEET 2 BAR SHAPES

SHEET 3 BAR SHAPES

SHEET 6 MIN SCHEDULING RADIUS AND BEND ALLOWANCES

Sheet1

STEMSBar schedule ref:75004A

Typical Bar Bending ScheduleSite ref: 4321Date24-05-08Revised24-06-08

Prepared by :A B CCheckedS A K

MemberBar markType & FNo of membersNo of bars in eachTotal NoLength of eachShape codeA mmB mm

Beam B1T 20

01248500000Straight

T 20

022816130012290

T 12

032312325012130

T 10

0422080228051680380

T 10

052204090021130380

R 6

0621020195547685385

T 10

2000680380A

This schedule complies with BS 8666: 2000

What should and should not be done by Junior Structural Design EngineersStudy the scope of works, and understand the Architectural drawings Discuss with senior engineers the concept and develop the GA Drawings Obtain approval from architects the GA drawings Discuss with Building Services Engineers ducts & opening sizes ect. Discuss with Architect, Services Engineers the clear depth between beam soffit & ceilings(6) Use computer meaningfully and double check the outputs with simple manual calculations(7) Obtain approval of sketches from senior engineers prior to draughting(8) Check drawings prior to obtaining senior engineers signature in drawings What should and should not be done by draughtspersonsStudy and understand the Architectural drawingsCheck whether the sketches are signed by senior engineersStudy the sketches and if doubtful check with the designerDo not blindly copy (cut and paste) from other details without understandingIf schedules are not given elevate all beams in one direction in some order without mixing up in other direction beamsGive cross reference to typical details of lower levels not from top levelsIndicate overall dimensions in plans & sectional elevation of buildings

Thank you