Non / Pre Engineered Buildings

Presented By Mr. Amrit Man Tuladhar, Senior Divisional Engineer

Government of Nepal Ministry of Physical Planning and Works

Department of Urban Development and Building Construction Building Code Section

Babar Mahal , Kathmandu, NEPAL

Presented on Training Workshop on "Building Code Implementation"

Organized by : UNCRD, MHPP/DUDBC & NSETMay 19-24, 2008

Why this document ?Why this document ?

Pre-engineered (designed for averagePre engineered (designed for average building) to engineered

• Readymade drawings and details which• Readymade drawings and details whichcan easily be understood and followedE th k l d• Ease the work load

• However, it does not replace tailor made design specific to the building !!!

Limitations• Applicable only for residential buildings• Should not be more than 3 stories• Should not have more than 6 bays in any

directiondirection• Should have minimum two bays in any

directiondirection• Building should not be more than 25 m in

l thlength• No span should not be more than 4.5 m

Limitations on LayoutLimitations on Layout• A or B < 6 bays

7 l i

POSSIBLE SINGLESTOREY PENTHOUSE

– 7 columns in one direction

• Maximum 25m in lengthOne bay <4 5m (i e 15

h2h3

h4H

• One bay <4.5m (i.e. 15 feet)

• A<3B and >B/3• H/A or H/B <3

a4

a5

h1

CONDITIONS FOR DETAILED DIMENSIONS• H/A or H/B <3• H < 11m or 3 stories

a1

a2

a3b3b2

b1

A

B

CONDITIONS FOR DETAILED DIMENSIONSA and B > 25.0 mB/3 < A < 3 x Ba x b > 13.5 sq. m.a b > 4.5 mA or B > 6 bays

REINFORCED CONCRETE FRAME

What this document covers?What this document covers?

• Limitations of the StandardLimitations of the Standard• Size of concrete sections and

reinforcementreinforcement– Column

B– Beam– Slab– Foundation

• Tie up details for infill walls

MaterialsMaterials• Concrete

N t l th M15 i 1 2 4– Not less than M15 i.e. 1:2:4– Aggregate

F 100 thi k t d d f• For 100mm or more thick parts – graded from 20mm down

• For 40mm to 100mm thick parts – graded fromFor 40mm to 100mm thick parts graded from 12mm down

• Reinforcement– Fe415 for main reinforcement– Fe415 or Fe550 for stirrups and slabFe415 or Fe550 for stirrups and slab

reinforcement

Action of Infill Wall

• Infill walls move together with the columns under earthquake shaking.Infill walls move together with the columns under earthquake shaking.

• However, infill walls can fall out-of-plane and topple causing damage.

I l l l d i fill ll h t l ff t d t i • Irregularly placed infill walls cause short-column effect and torsion as well.

Distributing Total Horizontal Seismic Base Shear

The total horizontal base shear, V, shall be distributed up the height of the building in accordance with the formula.

Wi hiFi = V x ---------

Σ Wi hi

F4i th FLOOR

: Floor Level Lateral Forces

F3

F2

F1

h1

V43

V31 V32

V43

V33

V22V21

V31 V32 V33

V23

V12V11

V21

V11 V12

V22 V23

V13

V13

Ø21 Ø22

V11 V12 V13Ø11

a)3-storey, 3-bay frame infill b)4-storey, 3-bay frame infillpanel in two bays, panel in one bay only,

Strut Action of Infill Panels Acting with FramesStrut Action of Infill Panels Acting with Frames

2 30 6 00Z ONE OF TO P BAR O VER LAP PINGM IDD LE 1/3 OF SPAN

Z ONE OF BO TTO M B AR O VER LAP PING

Beam Detail0 .3 L 0 .3 L 0 .3 L

6 00 6 006 00

300

325

700

2475

M 0 6 (2 L )-100 M 0 6 (2 L )-150 M 0 6 (2 L )-100

1 T 122 T 12

2 T 12

1 T 12

2 T 12

1 T 12

0 .3 L

2 T 12

1 T 12

M 0 6 (2 L )-100 M 0 6 (2 L )-150 M 0 6 (2 L )-100

L APP ING OF TO P BARS2 T 16 2 T 16 2 T 16

6 006 001 T 12

2 T 12

100

2 T 1 2(RE GU LA R TO P BAR)

1 T 12 (AD DITION AL T OP BAR)M 0 6 (2 L)-1 00

2 30 X 230 2 30 X 230 2 30 X 230

325

2475

6 006 00

M 0 6 (2 L )-100 M 0 6 (2 L )-150 M 0 6 (2 L )-100

1 T 10

2 T 16

1 T 12 2 T 10 1 T 10

M 0 6 (2 L )-100 M 0 6 (2 L )-150 M 0 6 (2 L )-100

6 00 6 00

L APP ING OF BO TTO M BARS

2 30 X 230

L AP LEN GTH

0 .3 L 0 .3 L0 .3 L

0 .3 L

6 00 6 00

2 T 16

2 T 12

25 1 80 25

2 30

2 T 12 (RE GU LA R B OT TO M BAR)

00

2 T 12 + 1 T 122 T 12

1 T 12

0 6 (2 ) 100 0 6 (2 ) 1 0 0 6 (2 ) 100

2 30 X 230 2 30 X 230D ETAIL AT 1

2 T 12

2 T 16

2 T 16

2 T 12

6 00

2 T 16

1 T 12

2 T 16

1 T 10

700

325

2875

230

1 T 10

2 T 16

10

25 1 80 25

2 30

2 T 12 + 1 T 12

M 0 6 (2 L)-1 006 00 L AP LEN GTH

2 30 X 230

2 T 12 2 T 12

6 00 6 00

M 0 6 (2 L )-100 M 0 6 (2 L )-150 M 0 6 (2 L )-100

M 0 6 (2 L )-150

2 30 X 230 2 30 X 230

2 T 12

2 T 16

2 T 12

6 00 6 006 00 6 00

2 T 12

M 0 6 (2 L )-150

220

100

2 T 16

M 0 6 (2 L)-1 00

2 T 12 (LA PPED)

2527

5

100

M 0 6 (2 L)-1 00

2527

5

2 T 16 + 2 T 10

2580 30

T W O LEGS

75

N ote:1 . La p p in g o f th e b o tto m ba r sh ou ld be re s tricted to a region at least 500 m m a w a y fro m the co lu m n fa ce b u t e xc lud in g the m iddle quater length of the beam.2 . L ap p ing o f the to b a r sh ou ld be done only in m iddle 1

3 le ng th o f beam .3 . N o t m o re than 50 % o f th e b a rs sh o u ld b e sp liced at one section.4 . M a in b a rs sha ll no t b e cu rta ile d in the beams fram ing infill walls.5 . If a lo ng e r a n d sm a lle r sp a n s e x it a d ja ce nt, top bars of longer spab shall g o vern.6 . C o n cre te g rad e M 15 s tands for concrete m ix 1 :2 :4 (C em e n t:Sand:Aggregate).7 . L ap p ing o f b a rs sha ll not be less than 56 Ø .8 . C u rta il a d d itio na l top b a rs 0 .2 5 L a w a y from support and additional bottom

2 T 122 T 12

4 500 > > 40004 500 > > 4000

DETAIL AT 22 T 12 2 T 12

2 T 12

25 1 80 25

2 30

2 T 16 + 1 T 10

25

25 1 80 25

2 30

2 T 16 + 2 T 10

25

1825

23

25 1 80 25

2 30

b a rs 0 .1 5L a w a y from sup port in free span beams.9 . T h e b a rs e x te nd in g th ro u gh a d ja ce n t spans to any span which is less than 2 .0 m sha ll n o t b e cu rta ile d a n d s tirru p s be provided sam e as the ends of a d ja cent beam .1 0 . B e am s sp a n n in g a lo n g s tru c tu ra l in fill w a lll shall be casted only after erection o f th e w a ll. 1 1 . T he e xp o sed su rface s o f co n c re te sh a ll be kept continuously wet or dam p fo r a tle a s t one weak.1 2 . In n o rm a l c ircu m s ta n ce s fo rm w o rk can be rem oved after three weaks o f co n creting.1 3 . C o lu m n ba r not shown.DETAIL AT 3 D ETAIL AT 4 D ETAIL AT 5

S TIR RUP DETAILF ig u re 7 .3a : B eam De ta il(T w o W a lls e a ch W ay/ 100 sq.m .)

M 0 6 (2 L)-1 00

2 T 12

Beam Details

Beams• Size :

– Width = 230 or 240 mm– Depth = 325 mm overall

• Reinforcement :

Span For 4.5 m Less than 4.5m.

Reinforcement :

Bar type/Level

Regular Additional Regular Additional

Top Bot. Top Bot. Top Bot. Top Bot.Top Bot. Top Bot. Top Bot. Top Bot.Roof 2T12 2T12 1T12 1T12 2T12 2T12 1T12 1T12

II 2T16 2T16 1T16 1T16 2T12 2T12 2T12 1T16I 2T16 2T16 3T12 1T16 2T16 2T16 1T16 1T16

Plinth 2T12 2T12 - - 2T12 2T12

• Beams are more critical near the supports than at the mid-span for earthquake load.

Stirrups in BeamsStirrups in Beams

L l/S F 4 5 L th R kLevel/Span For 4.5m Less than 4.5m

Remarks

Roof End 600mm : End 600mm : In theRoof End 600mm :M06 @100mm

End 600mm :M06 @100mm

In the remaining length of all beams use II End 900mm :

M06 @100End 600mm :M06 @100 M06 @ 150mmM06 @100mm M06 @100mm

I End 0.3 L :M06 @80mm

End 0.3 L :M06 @80mm

Plinth M06 @100mm M06 @100mm

Foundation

100 100

t m'

500

L x B

t e'

5075

SEE TEXT

Dimensions are given in the text

FoundationPAD FOUNDATION :

Colum Column Location Foundation Thickness Maximum Reinforcem

OU O

Size and Reinforcement for Soft Soils (bearing capacity = 100 kN/m2)

n Type Cantilever side Plan Lx B (m)

at Edge te (mm)

Thickness tm (mm)

ent each way As

Corner No 1.1 x 1.1 150 325 5T10

Corner Yes 1.2 x 1.2 150 325 6T10

Face No 1 4 x 1 4 150 400 6T12Face No 1.4 x 1.4 150 400 6T12

Face Yes 1.6 x 1.6 150 425 7T12

Interior - 1.8 x 1.8 200 500 9T12

• Depth of foundationUp to firm strata– Up to firm strata

– No Scouring

Foundation

C l C l L ti F d ti Thi k M i R i f

PAD FOUNDATION

Size and Reinforcement for Medium Soils (Safe Bearing capacity = 150 kN/m2)

Column Type

Column Location Cantilever side

Foundation Plan LxB(m)

Thickness at Edge te

(mm)

Maximum Thickness tm (mm)

Reinforcement each way As

Corner No 1 0 x 1 0 150 325 5T10Corner No 1.0 x 1.0 150 325 5T10

Corner Yes 1.0 x 1.0 150 325 6T10Face No 1.2 x 1.2 175 425 8T10

Face Yes 1.3 x 1.3 175 450 7T12

Interior - 1.6 x 1.6 225 525 8T12

• Depth of foundation– Up to firm strata– No ScouringNo Scouring

Toe Wall and Plinth BeamToe Wall and Plinth Beam

• All plinth beams shall be pconstructed on the toe wallsD th f t ll b l 25

020

0

4 T 12

• Depth of toe wall below ground level - 450mm or 1.5 ft or as required 15

045

2

GROUND LEVEL

• Height of plinth – 450mm or 1.5 ft or as required

5515

0

55 55 230 55 55

450

Size & Reinforcement in ColumnsSize & Reinforcement in Columns

Story Corner Columns Face Columns Interior Columnsy

Size (mm)

Reinforcement

Size (mm)

Reinforcement

Size (mm)

Reinforcement(mm) ement (mm) ement (mm) ement

III 230 x 230 4T12 230 x 230 4T12 230 x 230 4T16

II 230 x 230 4T16 230 x 230 4T16 230 x 230 8T12II 230 x 230 4T16 230 x 230 4T16 230 x 230 8T12I 270 X

2704T16 270 X

2704T16 270 X

2708T12

Columns:32

5

600

5 005 00 5 00

600

5 00 5 00

475

600

F M

AIN

BAR

DLE

1 2 O

F C

OLU

MN

HT.

T 0

8 (C

T)-1

00C

T)-1

25

)-12

5T

08

(CT)

-100

)-12

5T

08

(CT)

-100

2430

0

ZO

NE

OF

OVE

R LA

PPIN

G A

T M

IDD

MN

HT.

600

600

4 T 12

T 0

8 (C

T 0

8 (C

T)-1

00

T 0

8 (C

T)T

08

(CT)

-75

450

450

T 0

8 (C

T)T

08

(CT)

-75

700

or 5

6 Ø

ICH

EVER

IS G

REA

TER

2500

00

ZO

NE

OF

MAI

N B

AR

OVE

R LA

PPIN

G A

T M

IDDL

E 1 2

OF

CO

LUM

600

T 0

8 (C

T)-1

25C

T)-1

00

4 T 12

500

T 0

8 (C

T)-1

00

500

450

4 T 12

CT)

-75

T 0

8 (C

T)-1

00C

T)-7

5

WH

4 0 1 50 4 0

2 30

4 0 1 50 4 0

2 30

4 0 1 50 4 0

2 30

B A R O V E R L A P P IN G D E T A IL - AIS O M E TR IC O F C O LU M N / B E A M J O IN T R E IN F O R C E M E N T D E TA IL

329

00

ZO

NE

OF

MAI

N B

AR

G A

T M

IDDL

E 1 2

OF

CO

LUM

N HT

.

600

2 3 0 X 230

T 0

8 (C

T 0

8 (C

T)-1

25

4 T 122 30 X 230 2 30 X 230

450

500

00

T 0

8 (C

T 0

8 (C

T)-1

00

2 3 0 X 230

T 0

8 (C

T 0

8 (C

T)-1

00

4 0 1 50 4 0

4015

040

230

M 0 6 (C T)-125

4 0 1 50 4 0

4015

040

230

T 0 8 (C T) -10 0

4 0 1 50 4 0

4015

040

230

T 0 8 (C T)-100

S E C TIO N - 1 S E C TIO N - 2 S E C TIO N - 3

8 T 1 2 (l apped )

3 T 12

3 T 12

2 T 124 T12

450

OVE

R LA

PPIN

600

230

600

T 0

8 (C

T)-1

00

5045

0

8 T 12

T 0

8 (C

T)-7

5T

08

(CT)

-125

8 T 12

T 0

8 (C

T)-7

5

75

N OT E :1 . B a rs s h o u ld b e l a p p e d i n m i d d le half of the colum n.2 . P ro v id e s t i r ru p s i n b e a m -c o lum n joints as spec ified.3 . N o t m o re th a n 50 % o f th e b a rs s h o u ld b e s p l i c e d at one sec tion.4 . C o n c re te g ra d e m 1 5 s ta n d s fo r c o n c re te m ix 1 :2 :4 (cem ent:sand:aggregate).5 . C o l u m n a b u tti n g s tru c tu ra l i n fi l l w a l l s h a l l b e c a s ted onlly after erec tion of the w all.6 . E x p o s e d s u r fa c e s o f c o n c re te s h a l l b e k e p t c o n tinuous ly w et of dam p atleas t fo r o n e w eek .7 . In n o rm a l c i r c u m s ta n c e s fo rm w o rk c a n b e re m o v e d a fte r 24 to 48 hours of c o n c reting.8 . B e a m b a r b o t show n.

C LO S E D S T IR R U P S (C T ) D E TA IL

IN D EX

K 0 5 (C T) 100

C /C sp a cingC lo se d st irru psD iam e te r o f ba r

T ype s o f stee l2 T 12

N o. o f ba r

D ia m e te r o f ba r

T ype s o f ste e l

S E C T IO N TH R O U G H IN TE R IO R FR A M E

Shear Reinforcement (Rings)Shear Reinforcement (Rings)

• At the end of columns for 600mm (2 ft)At the end of columns for 600mm (2 ft) length – T 08 @100 mm c/c

• For remaining height – T 06 @125 mm c/cFor remaining height T 06 @125 mm c/c

Slab• Thickness = 100mm• Reinforcement = T08 or K07 and M06 or

K4.75

Slab DetailSlab Detail

Edge SlabEdge Slab

Chair DetailChair Detail

Interior Slab

t3 m < b < 4.5 m

Bands in Non Load Bearing Walls

<300 Tie Beam

.2 m

A

2.8

m <

h <

3

A

BB

628

ELEVATION

A

0.36

SECTION AT A - A

COLUMN

100 500 100500

t

BEAM

SECTIONAL PLAN AT B - Bt

60 60

INDEXM 06 (1L) 150

C/C spacingNo. of legsDi t f B

DETAIL AT A

75

60 60

2 T 08M 06 (I-L)-150

Diameter of BarsType of steel

1 T 08Diameter of barType of steelNo. of bar

HAND RAIL300

Parapets

300

A

2 T 08

300

ickn

ess 50

2 T 08

Wal

l thi

50 M 06 (I-L)-150

SECTION AT A - A

75

Let’s rectify our bad practicesLet’s rectify our bad practices

and

Maintain good practices

Th k YThank You

Overview/FeaturesOverview/Features

• Effect of infill walls is considered in• Effect of infill walls is considered inNBC 201

– Infill walls should be tied up with themain structure to prevent the wall frommain structure to prevent the wall frombeing failed in out-of-plane

Limitations: LayoutLimitations: Layout• Wings of the structure

K1 d K2 < A/4 B/4– K1 and K2 < A/4 or B/4– The width of wing should be greater than half

of K1 or K2of K1 or K2

<K2/2

A o

r B

A o

r Bk2

A o

r B

<K1/2

k1

<K1/2k1 k1

<K1/2

K1, K2 < 0.25 A or 0.25 B, whichever is less.