1. 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 & NSET
May 19-24, 2008
2. 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 which
can easily be understood and followed
E th k l d• Ease the work load
• However, it does not replace tailor made
design specific to the building !!!
3. 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
4. Limitations on LayoutLimitations on Layout
• A or B < 6 bays
7 l i
POSSIBLE SINGLE
STOREY PENTHOUSE
– 7 columns in one
direction
• Maximum 25m in length
One bay <4 5m (i e 15
h2h3h4
H
• 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
a3b3
b2
b1
A
B
CONDITIONS FOR DETAILED DIMENSIONS
A and B > 25.0 m
B/3 < A < 3 x B
a x b > 13.5 sq. m.
a b > 4.5 m
A or B > 6 bays
REINFORCED CONCRETE FRAME
5. 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
6. 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
7. 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.
8. 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 hi
Fi = V x ---------
Σ Wi hi
F4
i th FLOOR
: Floor Level Lateral Forces
F3
F2
F1
h1
9. V43
V31 V32
V43
V33
V22V21
V31 V32 V33
V23
V12V11
V21
V11 V12
V22 V23
V13
V13
Ø21 Ø22
V11 V12 V13
Ø11
a)3-storey, 3-bay frame infill b)4-storey, 3-bay frame infill
panel in two bays, panel in one bay only,
Strut Action of Infill Panels Acting with FramesStrut Action of Infill Panels Acting with Frames
10. 230 600
Z ONE OF TO P BAR
O VERLAP PING
M IDDLE 1/3 OF SPAN
Z ONE OF BO TTO M B AR
O VERLAP PING
Beam Detail
0.3 L 0 .3 L 0.3 L
6 00 6 00
600
300
325
700
2475
M 0 6 (2L )-100 M 0 6 (2L )-150 M 0 6 (2L )-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 06 (2 L )-100 M 06 (2 L )-150 M 0 6 (2L )-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 GULA R TO P BAR)
1 T 12
(ADDITIONAL
T OP BAR)
M 0 6 (2 L)-100
230 X 230 230 X 230 230 X 230
3252475
6 00600
M 0 6 (2L )-100 M 0 6 (2L )-150 M 0 6 (2L )-100
1 T 10
2 T 16
1 T 12 2 T 10 1 T 10
M 06 (2 L )-100 M 06 (2 L )-150 M 06 (2 L )-100
6 00 600
L APP ING OF BO TTO M BARS
230 X 230
L AP LENGTH
0.3 L
0 .3 L
0.3 L
0 .3 L
600 6 00
2 T 16
2 T 12
25 1 80 25
2 30
2 T 12
(RE GULA R
B OT TO M BAR)
00
2 T 12 + 1 T 12
2 T 12
1 T 12
0 6 (2 ) 100 0 6 (2 ) 1 0 0 6 (2 ) 100
230 X 230 230 X 230
DETAIL 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
3252875230
1 T 10
2 T 16
10
25 1 80 25
2 30
2 T 12 + 1 T 12
M 0 6 (2 L)-100600 L AP LENGTH
230 X 230
2 T 12 2 T 12
6 00 6 00
M 0 6 (2L )-100 M 0 6 (2L )-150 M 0 6 (2L )-100
M 0 6 (2L )-150
230 X 230 230 X 230
2 T 12
2 T 16
2 T 12
600 6 00600 6 00
2 T 12
M 06 (2 L )-150
220
100
2 T 16
M 0 6 (2 L)-100
2 T 12 (LA PPED)
25275
100
M 0 6 (2L)-1 00
25275
2 T 16 + 2 T 10
2580
30
T W O LEGS
75
N ote:
1. Lapping of the bottom bar should be restricted to a region at least 500 mm
aw ay from the colum n face but excluding the middle quater length of the
beam.
2. Lapping of the to bar should be done only in middle 1
3 length of beam.
3. N ot m ore than 50 % of the bars should be spliced at one section.
4. M ain bars shall not be curtailed in the beams framing infill walls.
5. If a longer and sm aller spans exit adjacent, top bars of longer spab shall
govern.
6. C oncrete grade M 15 stands for concrete mix
1:2:4(C em ent:Sand:Aggregate).
7. Lapping of bars shall not be less than 56 Ø .
8. C urtail additional top bars 0.25L aw ay from support and additional bottom
2 T 122 T 12
4500 > > 40004 500 > > 4000
DETAIL AT 2
2 T 12 2 T 12
2 T 12
25 180 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
bars 0.15L aw ay from support in free span beams.
9. T he bars extending through adjacent spans to any span which is less than
2.0 m shall not be curtailed and stirrups be provided same as the ends of
adjacent beam.
10. B eam s spanning along structural infill w alll shall be casted only after erection
of the w all.
11. T he exposed surfaces of concrete shall be kept continuously wet or damp
for atleast one weak.
12. In norm al circum stances form w ork can be removed after three weaks
of concreting.
13. C olum n bar not shown.DETAIL AT 3 DETAIL AT 4 DETAIL AT 5
STIRRUP DETAIL
F igure 7.3a : B eam Detail
(T w o W alls each W ay/ 100 sq.m.)
M 0 6 (2 L)-100
2 T 12
12. 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 1T16
I 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.
13. 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 @100
End 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
15. Foundation
PAD 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 foundation
Up to firm strata– Up to firm strata
– No Scouring
16. 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)
Colum
n Type
Column Location
Cantilever side
Foundation
Plan LxB(m)
Thickness
at Edge te
(mm)
Maximum
Thickness
tm (mm)
Reinforcem
ent 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 6T10
Face 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
17. Toe Wall and Plinth BeamToe Wall and Plinth Beam
• All plinth beams shall bep
constructed on the toe
walls
D th f t ll b l
250200
4 T 12
• Depth of toe wall below
ground level - 450mm or
1.5 ft or as required
150452
GROUND LEVEL
• Height of plinth – 450mm
or 1.5 ft or as required
55150
55 55 230 55 55
450
18. Size & Reinforcement in ColumnsSize & Reinforcement in Columns
Story Corner Columns Face Columns Interior Columnsy
Size
(mm)
Reinforc
ement
Size
(mm)
Reinforc
ement
Size
(mm)
Reinforc
ement(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 8T12
I 270 X
270
4T16 270 X
270
4T16 270 X
270
8T12
19. Columns:325
600 5 00
5 00 5 00
600
5 00 5 00
475
600
FMAINBAR
DLE1
2OFCOLUMNHT.
T08(CT)-100CT)-125
)-125T08(CT)-100
)-125T08(CT)-100
24300
ZONEOF
OVERLAPPINGATMIDDMNHT.
600600
4 T 12
T08(CT08(CT)-100
T08(CT)T08(CT)-75
450
450
T08(CT)T08(CT)-75
700or56Ø
ICHEVERISGREATER
250000
ZONEOFMAINBAR
OVERLAPPINGATMIDDLE1
2OFCOLUM
600
T08(CT)-125CT)-100
4 T 12
500
T08(CT)-100
500450
4 T 12
CT)-75
T08(CT)-100CT)-75
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 AR O V E R L AP PIN G D ET AIL - A
ISO M E TR IC O F C O LU M N / B EA M
J O IN T R EIN F O R C E M E N T D ETAIL
32900
ZONEOFMAINBAR
GATMIDDLE1
2OFCOLUMNHT.
600
2 30 X 230
T08(CT08(CT)-125
4 T 12
2 30 X 230 2 30 X 230
45050000
T08(CT08(CT)-100
2 30 X 230
T08(CT08(CT)-100
4 0 1 50 4 0
4015040
230
M 06 (C T)-125
4 0 1 50 4 0
4015040
230
T 0 8 (C T)-100
4 0 1 50 4 0
4015040
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 (lapped)
3 T 12
3 T 12
2 T 12
4 T12
450OVERLAPPIN
600230600
T08(CT)-100
50450
8 T 12
T08(CT)-75T08(CT)-125
8 T 12
T08(CT)-75
75
N OT E:
1 . B a rs s h o u ld b e la p p e d in m id d le half of the colum n.
2 . P ro v id e s tirru p s in b e a m -c o lum n joints as specified.
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 lic e d at one section.
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 lu m n a b u ttin g s tru c tu ra l in fill w a ll s h a ll b e c a sted onlly after erection of the
w all.
6 . E x p o s e d s u rfa c e s o f c o n c re te s h a ll b e k e p t c o n tinuously w et of dam p atleast
fo r o n e w eek.
7 . In n o rm a l c irc 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 SE D S T IR R U P S (C T ) D E TA IL
IN D EX
K 05 (C T) 100
C /C spa cing
C lo se d st irrups
D iam e ter of bar
T ypes of steel
2 T 12
N o. o f bar
D iam e ter of bar
T ypes of steel
S EC TIO N TH R O U G H IN TE R IO R FR AM E
20. 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
23. t
3 m < b < 4.5 m
Bands in Non Load Bearing Walls
<300
Tie Beam
.2m
A
2.8m<h<3
A
BB
628
ELEVATION
A
0.36
SECTION AT A - A
COLUMN
100 500 100500
t
BEAM
SECTIONAL PLAN AT B - B
t
60 60
INDEX
M 06 (1L) 150
C/C spacing
No. of legs
Di t f B
DETAIL AT A
75
60 60
2 T 08M 06 (I-L)-150
Diameter of Bars
Type of steel
1 T 08
Diameter of bar
Type of steel
No. of bar
28. Overview/FeaturesOverview/Features
• Effect of infill walls is considered in• Effect of infill walls is considered in
NBC 201
–Infill walls should be tied up with the
main structure to prevent the wall frommain structure to prevent the wall from
being failed in out-of-plane
29. 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
AorB
AorBk2
AorB
<K1/2
k1
<K1/2 k1
k1
<K1/2
K1, K2 < 0.25 A or 0.25 B, whichever is less.
