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Detailing to BS 8110
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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
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
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