detailling to bs8110

7/28/2019 Detailling to BS8110

1/88


2/88

(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 Schedules

What is presented ?

(XI) What should be done & what should not be done


3/88

x x x

x x x

x x x

x x x

x x x

x x x

x x x

x x x

x x x

x x x

x x x

GM between B seriessame number & A

series same number

B10 31 44

& area is 1m

between A series same

number and one lower

B0 is 1m to 2m & GMA0 as ect ratio is1 : 2

52 74

37 52

26 37

148 210

105 148

74 105

841

420 594

297 420

210 297

A10

A0

A1

A2

A3

A4

A5

A6

A7

A8

A9

ISO 216 sizes(mm x mm)

Paper - A Series

841 1189

594


Paper - B Series

B0 1000 1414

B1 707 1000

B2 500 707

B3 353 500

B4 250 353

B5 176 250

B6 125 176

B7 88 125

B8 62 88


Envelopes - C Series

C0 917 1297

C1 648 917

C2 458 648

C3 324 458

C4 229 324

C5 162 229

C6 114 162

C10 28 40

C7 81 114

C8 57 81

B9 44 62 C9 40 57

Paper & Envelope sizes


4/88

00001

2222

33334444

5555

6666

Sizes of Paper A & B & Envelopes C are

defined by halving preceding size

AAAA AAAA

AAAA

Size A Paper fits to same size Envelope e.g., A4 to C4

Size B Paper fits to one number lower size Envelope e.g., B4 to C3


5/88

Notes

Revisions

MA2-4 MA0-1

MA0-1 = 20 Minimum

MA2-4 = 10 Minimum

Margin Thickness =

0.5mm minimum

75 - 200

Drawing Margins & Title Panel

ML = 20mm minimum

Title

Panel

105 MA2-4 MA0-1

Design stage

changes


6/88

Title Panel should include:

Project Title

Drawing Title

Clients Name (If Applicable)

Scales & drawn Scale

Office Job Number

Drawing Number & Space for Revision Suffix

Date of Drawing

Drawn by (Name)

Designed by (Name)

Checked by (Name & Signature)

Approved by (Name & Signature)

Office of origin of Drawing

Copy Right Protection Statement

Main & Associated Consultants (If Applicable)


7/88

Recommended sizes of drawings

General Arrangement Drawings (G A) : A1

Reinforcement Drawings : A1Details : A3 & A4

Recommended scales

G A 1 : 100 Wall & Slab details 1 : 50

Beam & Column elevations 1 : 50 Beam & Column sections 1 : 20

Recommended thickness of linesDimensions & center lines 0.25mm

Concrete outlines & G A drawings 0.35mm

Concrete outlines & R/F drawings 0.35mm

Links, hoops & cross-ties 0.35 0.7mm

Main R/F bars 0.7mm


8/88

Changes & Revisions should include:

Suffix; numeral for changes 1, 2, 3, ----- & letters for revisions A, B, C, --

Brief description of revision

Revision made by (Name & Signature)

Date of revision

Cloud revised details

A Beam depth changed 300 to 450 S A K 24-06-2008

Revision Description Made by Signature Date

250


9/88

Notes should include:

Cross references to GA Drgs

List of abbreviations

Grade of concrete

Cover to R/F

Cross 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 20mm

30mm


10/88

BS 8110 Exposure conditions

o Mild

Protected from weather or aggressive conditions

o Moderate Sheltered from severe rain, subjectcondensation, continuously under water, in contactwith non-aggressive soil

o Severe Exposed to severe rain, alternatewetting and drying or severe condensation

o Very severe Exposed to sea water spray,

corrosive fumes

o Extreme Exposed to abrasive action ormachinery or vehicles

Specify nominal cover to all reinforcement

including links


11/88

BS 8110 Table 3.4 Nominal coverto meet durability requirements

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

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

C35 C40 C45 C50Lowest concrete grade C30

0.45

300 325 350 400

- 600.60 0.55 0.50

40 30

50

MildModerateSevereVer severeExtreme - -

20 20

25- - 50 40 30- -

mm mm

20- 35 30 25 2025 20

Condition of exposure

mm

Max. w/c ratio

Min. cement (kg/m

3

)

0.65

275

Nominal cover

mm mm


12/88

BS 8110 Table 3.5 Nominalcover to meet fire requirements

45 65 55 254 70 50 55

35 55 45 253 60 40 45

25 45 35 252 40 30 35

20 35 20 201.5 20 20 25

20 20 20 201 20 20 20

20 20 20 200.5 20 20 20

mm mm mmh mm mm mm mm

Fire

resistance

Nominal coverBeams Floors Ribs Columns

Additional measures are required to reduce spalling

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

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

SS Cts SS CtsSS Cts


13/88

BS 8110: Part 1: Section 7.3


14/88

COVER TO REINFORCEMENTReference to EuroCodes

BS 8500-1 Concrete Part 1: 2002Method of specifying & guidance for

the specifier

BS 8500-2 Concrete Part 2: 2002Specification for constituent materials &concrete ; BS 5328 withdrawn 1-12-2003

BS EN 206-1 Concrete Part 1:Specification, Performance, production &conformity


15/88

A List of Abbreviations

ABR = Alternate Bar Reversed Blk = block work

Bw = Both ways B = Bottom

Bwk = Brick work Crs = Centres

= Centre Line = Diameterdia or

drg = drawing EF = Each face

EGWL = Existing ground water level EL = Existing level

FF = Front face FFL = Finished floor levelFS = Full size H = High tensile steel

horiz = Horizontal R = Mild steel / Round bars

NF = Near face NTS = Not to scale

pkt = pocket RC = Reinforced concrete

RRM = Random rubble masonry SFL = Structural floor level

T = Top vert = vertical


16/88

Recommended practices in drawing preparation

Site Plan drgs : should show North Point

All other drgs : to site plan orientation

Continuation drgs : provide key plan / portion covered

provide reference continuation drg numbers

R/F drgs : show large openings; upto 150 x 150 mm &

150

holes need not be shown; but refer to drg

As-Built or Record drgs: amend original drawings as constructed

NNNN


17/88

NNNN

6000

6000

Road

Road

Road

Road

6000

Access

Access

Access

Access

7000

6000 Plan - DetailPlan - DetailPlan - DetailPlan - Detail

Main Road

LAYOUT PLAN DETAIL PLAN

6000

7000

6000 6000 6000

1

E

D

C

B

EDCBA

2

1

A

ORIENTATION OF DRAWINGS


18/88

Key Plan

Floor slab A1 - 22nd

Level

B

1 2 3

A

1

Detailed Area is marked in Key Plan


19/88

C22

A23

B23

C12

B12

A12 A22A31

A21

B3

1B21

A11

B11

B22

A

B

C

1 2 3

Grid lines & Axes

LUC

LLC

Axes commence at LLC and up.Omit I and O

Grids commence at LUC and right

Columns A1, A2 are at intersection of

A & 1, A & 2 etc

Beam reference is panel LLC

column identification & a suffixsay A11, A12 etc


20/88

C1 1500 x 600 C2 1500 x 600 C2 1500 x 600 C2 1500 x 600 C2 1500 x 600 C1 1500 x 600

750 x 450 BM 750 x 450 BM 750 x 450 BM 750 x 450 BM 750 x 450 BM

S1 S2 S5 S7 S1

C2 1500 x 600 C3 1500 x 600 300 tk R C wall C3 1500 x 600 C2 1500 x 600

750 x 450 BM 750 x 450 BM 750 x 450 BM 750 x 450 BM

S3 S4 S6 S7

C2 1500 x 600 C3 1500 x 600 C3 1500 x 600 C2 1500 x 600


S1 S2 S5 S7 S1

C1 1500 x 600 C2 1500 x 600 C2 1500 x 600 C2 1500 x 600 C2 1500 x 600 C1 1500 x 600


Notes: All slabs 200 thick unles s otherwise noteAll slabs 200 thick unles s otherwise noteAll slabs 200 thick unles s otherwise noteAll slabs 200 thick unles s otherwise note

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

Structural General Arrangement DrawingStructural General Arrangement DrawingStructural General Arrangement DrawingStructural General Arrangement Drawing

750x

450

BM

750x

450

BM

1111

750x

450BM

750x

450BM

750x

450BM

750x

450BM

750x

450BM

2222

750x

450

BM

750x

450

BM

750x

450

BM

750x

450BM

750x

450BM

750x

450BM

6000 6000 6000 6000 2000

2000

2000

2000 6000

6000

6000

6000

750x

450BM

750x

450

BM

750x

450BM

1 3

B

A

4 5 62

D

C


21/88

Structural General Arrangement Drawing

(BASED ON ORIGINAL DRAWING BY OTHERS)


22/88

GENERAL ARRANGEMENT DRAWING


23/88

Concrete

C40/50

C20/25

C35/45

C32/40

C

25/30

C25/

30

Concrete Grades in High Rise Buildings


24/88

Building Structures are Designedfrom top (roof) to bottom (foundations)

Building Structures are usually constructed

from foundations to roof

Therefore typical details should be referred

from bottom (foundation level) totop (roof level) and not from top to bottom

to avoid confusion at construction stage.


25/88

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 point

On plan levels are indicated within a rectangle and preferably

described SSL

155.075

in metres

On Elevations & Sections project beyond drawing with closedarrowhead SSL155.075

FFL

50


26/88

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 avoidwriting mm and dimension to whole mm)

Place dimensions above and not through dimension lines or notinside details. Place to view from bottom or RHS of drg.

G A drgs should give setting out dimension & sizes of members

Dimensions in R/F drgs only to show correct location of R/F.


27/88

GENERAL ARRANGEMENT DRAWING

SHOWING DIMENSIONING AND LEVELS


28/88

BAR CURTAILMENT

SLABS 1

SIMPLE RULES


29/88


30/88

SLABS 2BAR ANCHORAGE


31/88

TYPICAL ONE-WAY SPANNING SLAB


32/88

TYPICAL

TWO-WAY

SLAB


33/88

A

5T1610@100 T at corners o f slab 39 T 1201 @ 150 T

in addit ion to 1201

28T1202@ 200 28T1202 @ 39 T 1204 28 T1202@ 200

200B

S1 S2 S5 S7 S1

39 T1203

@150T

28T 1202 @ 200 B 39 T1206 39 T1203@ 150T

28T1202 @@150B

S3 S4 200B S6 S7

39 T120 3@ 150T

S1 S2 S5 S7 S1

Note: All D S shown in section are A

Fourth Floor Slab + 18.200Fourth Floor Slab + 18.200Fourth Floor Slab + 18.200Fourth Floor Slab + 18.200 Reinforcemet details Reinforcemet detailsReinforcemet detailsReinforcemet details

200

200

200

1201

120 41204

1201 1208

12061208

Section A - ASection A - ASection A - ASection A - A

1206

20001500 1500 1500 150020002000 2000

@ 150 B

6000 6000 6000 6000 2000

2000

2000

2000 6000

6

000

6000

6000

A C

3

4

D E FB

1

2

4 3 2 1


34/88

SLAB R/F ARRANGEMENT


35/88

(1) All coloured panels preferably in open courtyard situations

From experience recommend continuous nominal top R/F in:

(2) All the slab panels in a roof

to avoid shrinkage cracks

Open courtyard

A

B

C

D

E

F

G

H

1 2 3 4 5 6 7 8


36/88


37/88

TYPICAL FLAT-SLAB PANEL 1


38/88

TYPICAL FLAT SLAB PANEL 1


39/88

Flat Slab Raft Foundation & Column R/F Starter Bars

TYPICAL FLAT-SLAB PANEL 2


40/88

TYPICAL FLAT SLAB PANEL 2


41/88

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


42/88

Extend bars 45 beyond hole

ly = 6000

lx=

4000

Conditions

(c) lps - max = 0.25 lx = 1000

(a) wras - max = 1000

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

wras w1w a - i

widthl = length

wmin - used

ras =

unsupported

edge distanceright angle to

Trimming of holes in normal slabs 1

lps lps

lps

spanps =w =

parallel to

used =

45

(e) Small holes with sides ( )


43/88

possible.

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

stirrup as a trimmer is totally wrong

(i) In group of holes within 500 and 1000 treat as single holeand trim as in (f) and (g).

Cutting element bars passing through hole and furnishing a

45 min

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

similar bars at top.


44/88

Joints in Slabs 1

Control joints a retooled, sawed,

or pre-moulded joints to allow for

shrinkage of large concrete areas.

Control joints create a weakenedsection 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.


45/88

In a 100mm thick concrete walkway, what is the typical spacing for

expansion joints? 6m on center

accommodates movement due to both

expansion and contraction

Expansion Joints 2


46/88

EXPANSION JOINTS 3

BEAMS 1


47/88

BEAMS 1

BAR CURTAILMENTSSIMPLE RULES 1


48/88

BEAMS 2


49/88

BEAMS 2

BEAMS 3


50/88

ANCHORAGE &

LAP LENGTHS

BEAMS 3

Beam R/F Detailing Methods


51/88

DETAIL OF SIMPLY SUPPORTED BEAM

g

(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 thesupport. Link support bars lapped with ends of top main bars.

Calling up ofbars approx. atmid of bar

Short line at 300

and tagged

(iii) Max. link space 0.75d longitudinal & 150mm horizontal spacebetween tension bars

(iv) Max. area Asc or Ast = 0.2 & Ast >= 0.13

(V) Maxim. Clear Distance between tension bars ab


52/88

DETAILS OF CONTINOUS BEAMS

Holes in Concrete Beams: Circular preferable


53/88

p

(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


54/88

2500 6500 7500

50

750025002500 6500

6500

25

11R6-08-150 VARIES

Sometimes stirrup arrangement not shown

23R10-05-250 27R10-05-250

25

Correct & unacceptable beam labeling

7500

50

Min. distance between bars

2/3xhagg or or e if > = hagg +5

hagg + 5; but < or e

11R6-08-150 VARIES

Bar curtailment not shown completely

27R10-05-25023R10-05-250

1 2 3

b =500 b = 500


55/88

Beam side bar detailing

450

150

450

sb

750

sb x b / fy side bar =

Correct & wrong practices

sb =


56/88

115 185

TIE ALL COMPRESSION BARS

TIE TENSION BARS WHEN GAP >150

800 800

TENSION BARS

COMPRESSION BARS

Wide beam stirrup arrangement

SINGLE STIRRUP WRONGCORRECT STIRRUP ARRANGEMENT

SIDE BARS

1000

DO NOT ALLOWDISCONTINUITY

OF VERTICAL LEG 1000


57/88

A very deep beam shows link arrangement

SIMPLE COLUMN DETAIL


58/88

(1)Main R/F Max. 6%bh; Min 0.4%bh;Max area at laps 10%bh

(2) Min. Bar size 12mm; circular columns6 number of bars

(3) Min. joggle offset = 2 + 10% tolerance

(4) Min. joggle length 10 x centre-line-offset or 300mm Min.

(5) Allow 75mm for kicker

(6) Min. size of link of largest vertical bar

(7) Max. pitch 12 smallest compression bar

(8) All vertical bars to be tied if space > 150mmand all alternate bars to be tied by links

(9) Maximum space between main R/F;

Compression


59/88

ACI 318-02 in new Appendix A

recommends hooking bars towards

the center of the column to develop

full flexural strength of the column.

tension lap tension lap


60/88

t

t>= 300; 4 corner bars

t< 300; 2 corner bars

easy to fix

Horizontal bar outside

WALL REINFORCEMENT

t>= 300; 4 corner bars

t< 300; 2 corner bars

t

Horizontal bar inside

difficult to fix

(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 verticalbar size


61/88

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

DETAILS OF WALLS


62/88


63/88

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


64/88

WALL R/F ASSEMBLY


65/88

RETAINING WALL DETAILS SHOWS OUTERHORIZONTAL R/F


66/88

12T10-05-200

FF

Correct & unacce table labelin of wall R/F

500T16-02-250 NF

500T16-01-250 NF

500T16-02-250 NF

500T12-03-250 FF500T12-03-250 FF

12T10-04-200 NF

12T10-04-200NF

12T10-05-200 FF

500T16-01-250 NF


67/88

STAIRCASE R/F DETAILS

DETAILS OF STAIRCASES


68/88

A - Main tensile R/F.Lar e bend re uired as

in elevation

A -welded to late

or cross bar

Lar e bend re uired on lanA - Main tensile R/F.


69/88

A - >=Com ression 50% of

Tension la

When main tensile R/F = 1000mm2/metre

of width of corbel

anchora e

Com ression

Two columnlinks close to

e e at o

corbel to

Tension la

Two columnlinks close to

corbel to

A - >=50% of

o c oss ba

Corbel R/F (without welds)

When main tensile R/F = 1000mm2/metre

of width of corbel

A -

CORBELS

DO NOT BEND THIS WAY


70/88

Tension


71/88

as horizontal "U" bars

Shallow Nib detail

t >= 140

Horizontal "U"bars.


72/88


73/88

Pad Foundations with Schedule

DETAILS OF FOUNDATIONS 2 PAD FOOTING & SCHEDULE


74/88

Detailing of Pile Locations & Pile Cap Drawings

(1) Show the pile centers wrt grid lines

(2) Do not indicate dimensions from grid lines to site boundaries


75/88

(3) Indicate cut off levels and anticipated rock levels(4) Indicate concrete grade, cover to reinforcement

(5) Pile diameters, Identity of Pile, Pile Groups and number of piles

(6) Pile cap dimensions

(7) Indicate column or wall starters

(8) Show the radius of bend of main reinforcement of piles(9) Provide outer (peripheral) bursting reinforcement T16@200

(10) Indicate pitch of links if different at top and the rest of the pile length

(11) Indicate whether the links are helical or circular

(12) Use nominal top reinforcement in large pile caps to avoid shrinkage cracks

i.e. 0.13bh, whereh= 250

GFL+0.70

+0 20

T10 - 300T10 - 300

500

DETAILING PILES & PILE CAPS 1


76/88

LAYOUT

PG93/900

P23

P22

3/900 PG9

8623kN 8910kN

1516 P16

823

P14 1350 1350P12

P13

1350 1350 P15

28

PILE NO OF PILES 24 31 15

PG9

P13

P14

PILES106TOTAL

TOTAL NUMBER OF PILES 60008

80090010001200

PILE CUT OFF

LEVEL VARIES

75

+0.20

200 PILE 1000 PILE

12T25

PILE GROUP SCHEDULEPILE

GROUP

NO

PILE

NO

PILE

(mm)

5

VARIES

PILE

PILE CAP OUTLINE DETAILS

PILE CUT OFF LEVE (m)

P2

P11

P12

-1.250

-1.250

-1.975

-1.975

800

800

S

900

900

900

S

PG9

900

900

900

P1

P15

P16

-1.975

-1.975

-1.975

-1.975

4572kN

P10

1/1200

120

1200

1516

P11

823

6000

7500 7500

6000

6000

PG1 2/800

4200kN

2500 380021 3 4

E

D

C

F



77/88


Tie beams detailed at the top of pile cap


78/88

to reduce construction difficulties.Refer Pile Design & constructionpractice by M J Tomlinson Section 7.8



79/88

(DETAILING PILES & PILE CAPS 5)


80/88

Bar bending scheduling to BS 8666, BSI 2000


81/88

SHEET 1 BAR SHAPES


82/88

7T16- 05 (a to g) -100 B1

SEVEN NUMBERS HIGH TENSILE

SIXTEEN MM DIAMETER BAR MARK

ZERO FIVE VARYING LENGTH a TO h

AT HUNDRED MM CENTERS AT

BOTTOM OUTER LAYER

SHEET 2 BAR SHAPES


83/88

SHEET 3 BAR SHAPES


84/88

SHEET 6 MIN SCHEDULING RADIUS

AND BEND ALLOWANCES


85/88

Prepared by : A B C S A K

24-06-08Revised

Checked

STEMS

Site ref: 4321

ABar schedule ref: 750 0 4

Dat 24-05-08


86/88

T

10

385

380

A

Typical Bar BendingSchedule

680 380

Beam

B1

T

20Straight

T

20

T

102000

130

20 1955 47 68506 2 10R

6

680 380

05 2 20 40 900 21T10

130

04 2 20 80 2280 51

3 12 3250 1203 2T

12

1300 12 290

008 50004201

Noo

f

mem

bers

8 16

Mem

ber

Barmark

Type

&

This schedule complies with BS 8666: 2000

Amm

Bmm

Noofbars

ineach

To

talNo

eng

to

eac

h

Shape

co

de

02 2

What should and should not be done by Junior Structural Design Engineers

(1) Study the scope of works, and understand the Architectural drawings

( ) i i h i i h d d l h i


87/88

(2) Discuss with senior engineers the concept and develop the GA Drawings(3) Obtain approval from architects the GA drawings

(4) Discuss with Building Services Engineers ducts & opening sizes ect.

(5) Discuss with Architect, Services Engineers the clear depth between

beam soffit & ceilings

(6) Use computer meaningfully and double check the outputswith 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 draughtspersons

(1) Study and understand the Architectural drawings

(2) Check whether the sketches are signed by senior engineers

(3) Study the sketches and if doubtful check with the designer

(4) Do not blindly copy (cut and paste) from other details without understanding(5) If schedules are not given elevate all beams in one direction in some order without mixing

up in other direction beams

(6) Give cross reference to typical details of lower levels not from top levels

(7) Indicate overall dimensions in plans & sectional elevation of buildings


88/88

Thank you

detailling to bs8110

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