1 2 3 4 5 1 2 3 4 5

NOTES :-
1. ALL DIMENSIONS ARE IN MM UNLESS STATED
3125 3125 5001 2249 3125 3125 5001 2249
OTHERWISE.
F1 F1 F1 F1 F1

A
2. ALL DIMENSIONS SHALL BE VERIFIED AT SITE AND
A A A
C1 C1 C1 C1 C1 PB PB PB PB
RECONCILED BEFORE EXECUTION AT SITE.
PB
3075

F1 F1 F1 F1
3075 PB PB PB PB
3. MINIMUM CLEAR COVER TO MAIN
B
C1 C1 C1 C1
B B
PB PB PB PB
B REINFORCEMENT IS IN
2301
F1 F1 F1 F1
2301 PB PB PB PB
FOUNDATION - 50 MM
C
C1 C1 C1 C1
C C
PB PB PB
C COLUMN - 40 MM
PB

2725 2725
PB PB
PB
PB
BEAM - 30 MM
D
F1 F1 F1 F1

D D PB PB PB D
SLAB - 20 MM
C1 C1 C1 C1
4. THE BUILDING IS DESIGNED AS PER EARTHQUAKE
FOOTING SCHEDULE
ZONE III, ZONE FACTOR - 0.16, DAMPING RATIO 5%
1 2 3 4 5 1 2 3 4 5
REINFORCEMENT AND IMPORTANCE FACTOR 1.5.
SL. NO. MARK SIZE PEDESTAL AT TOP AT BOTTOM 5. REINFORCED CONCRETE IS OF GRADE - M20 AND
1. F1 1500 X 1500 X 350 550X 800 X 350
10MM@150MM C/C
BOTH WAY
12MM@150MM C/C
BOTH WAY
SHOULD CONFIRM TO I.S - 456 - 2000 .
FOOTING LAYOUT PLINTH BEAM LAYOUT 6. REINFORCEMENT SHOWN IN THE DRAWING IS OF
HIGH YIELD STRENGTH DEFORMED TMT BARS (Fe -
SCHEDULE OF COLUMN 500 OR Fe - 500 D ) CONFORMING TO I.S 1786 - 1985 .
7. LAP LENGTH OF BARS SHALL BE 50 Ø UNLESS
SL NO. MARK SIZE REINFORCEMENT STIRRUPS SHAPE
1 2 3 4 5
3-16 #
OTHERWISE MENTIONED .
PL
LAP REINFORCEMENT SHALL BE STAGGERED.
PLINTH
250 X 350
1 C1 250 X 400 8-16 #
4L-8MM STIRRUP 4339

2-16 #
8. GRID LINES ARE TAKEN ACCORDING TO C/L OF
@150 MM C/C
COLUMN .
3125 3125 5001 2249
900

GL 3-16 #
A
RB RB RB RB
A 9. THE BUILDING IS DESIGNED FOR (G+1) AND
3075 RB RB RB RB
RB
1100
SCHEDULE OF PLINTH BEAM THERE WILL BE NO FURTHER EXTENSION OF IS
10 mm Ø @150 ALLOWED .
B B
1800
mm c/c both way SL. NO. PLINTH BEAM BEAM SIZE REINFORCEMENT AT SUPPORT REINFORCEMENT AT MID SPAN EXTRA TOP STIRRUP BEAM SHAPE BEAM SHAPE
RB RB RB RB
350
12 mm Ø @150 MARK AT TOP AT BOTTOM AT TOP AT BOTTOM BAR AT SUPPORT AT MID SPAN 10. STANDRD OF LOADING IS AS PER I.S 875 - 1987 (
2301 RB RB mm c/c both way
RB RB
350
S1 2L 8# mm @
125 mm C/C
250
2-16 # (THR.)
250
2-16 # (THR.)
PART - I, PART - II ).
C C 2-16#(THR.)
RB RB 0.25 X 0.3 3-12# 2-16#(THR.) (from support to L/3 distance) 1-16 # (EXT.)
11. SEISMIC LOAD IS AS PER IS 1893 - 2002 ( PART - I

400

400
RB RB 150 mm P.C.C (1:3:6) 1. PB 3-12# 1-16# S1 S2
150 mm Sand
+1-16# S2 2L 8# mm @ 125
RB (EXTRA TOP)
2725
RB RB RB
1500
mm C/C
(at mid span) 3-12# 3-12 # ).
RB RB RB
D D 12. THE COLUMN AND FOOTING REINFORCEMENT IS
FOOTING SECTION SCHEDULE OF ROOF BEAM AS PER R.C.C DETAILS OF FOUNDATION & COLUMN .
SL. NO. ROOF BEAM BEAM SIZE REINFORCEMENT AT SUPPORT REINFORCEMENT AT MID SPAN EXTRA TOP STIRRUP BEAM SHAPE BEAM SHAPE
AT SUPPORT AT MID SPAN
1 2 3 4 5 MARK AT TOP AT BOTTOM AT TOP AT BOTTOM BAR
2-16 # (THR.) 2-16 # (THR.)
SPECIAL NOTES ON FOOTING : -
S1 2L 8# mm @ 250 250
125 mm C/C
0.25 X 0.3 2-16#(THR.) 3-12# (from support to L/3 distance) 1-16 # (EXT.)
2-16#(THR.)

400

400
1. RB 3-12# 1-16# S1
+1-16# S2
ROOF BEAM LAYOUT (EXTRA TOP)
S2 2L 8# mm @ 125
mm C/C
(at mid span)
1. THE FOUNDATION IS EXCLUSIVELY FOR ( G + 1 )
3-12# 3-12 #

1D 3D 4D 5D
STOREYED ONLY.
1D 3D 4D 5D
2. THE FOUNDATION DESIGN IS BASED ON SOIL
REPORT (SBC - 18 T/SQM)
2-16 # (THR.) +
2-16 # (THR.) + 2-16 # (THR.) + 2-16 # (THR.) + 2-16 # (THR.) +
2-16 # (THR.) +
1-16 # (EX. TOP)
2-16 # (THR.) + 2-16 # (THR.) + 2-16 # (THR.) + 2-16 # (THR.) + 1-16 # (EX. TOP) CLIENT:- CONSULTANT:-
1-16 # (EX. TOP) 1-16 # (EX. TOP) 1-16 # (EX. TOP) 1-16 # (EX. TOP)
1-16 # (EX. TOP) 1-16 # (EX. TOP) 1-16 # (EX. TOP) 1-16 # (EX. TOP)
2-16 mm # 2-16 mm # 2-16 mm #
2-16 mm # 2-16 mm # 2-16 mm #
CHARBATIA (R&B) DIVISION ,
ATHAGARH
3-12 mm # 3-12 mm # 3-12 mm #
3-12 mm # 3-12 mm # 3-12 mm # CRAPTS
PLOT NO- 171(P), MAA GHARA,BAYA BABA
MATHA LANE,UNIT-9, BHUBANESWAR-22

W
SW
PROJECT:-

NW
1D 3D 4D 5D
1D 3D 4D 5D
CONSTRUCTION OF PROPOSED

SE
BUS-STAND AT ATHAGARH. FOR

N
SECTION OF PLINTH BEAM "PB"

E
SECTION OF ROOF BEAM "RB"
NE
THE YEAR 2019-2020.
DRG. TITLE:- DT:-
COLUMN ,FOOTING,PLINTH BEAM &
ROOF BEAM LAYOUT OF WORKSHOP.
06/11/2019
DRAWING NO:- SHEET NO:- REV. SCALE
CRAPTS/D/STR/0010(A) 10(A)/12 R0 1:100