non / pre engineered buildings · 2015-01-09 · bars 0.15l away from support in free span beams....
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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.