STRUCTURAL ABBREVIATIONS

GENERAL NOTES: CONCRETING:

A.BOLT ANCHOR BOLT LW LONG WAY
1. ALL DIMENSIONS ARE IN MM UNLESS NOTED OTHERWISE. 1. UNLESS NOTED OTHERWISE ALL STRUCTURAL ELEMENTS SHALL BE CASTED WITH ADDL ADDITIONAL MATL MATERIAL
2. SPECIFIC NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES NOMINAL MIX CONCRETE. THE PROPORTIONS OF MIX SHALL BE 1:1:2 (1 CEMENT, 1 FINE ALT ALTERNATIVE MAX MAXIMUM
AND TYPICAL DETAILS. IN THE EVENT THAT CERTAIN FEATURES OF THE CONSTRUCTION ARE NOT AGGREGATE, 2 COARSE AGGREGATE) ON WEIGHT BATCHING. ARCHT ARCHITECTURAL MECH MECHANICAL
SHOWN OR CALLED FOR, THEN THEIR CONSTRUCTION SHALL BE OF THE SAME CHARACTER AS FOR 2. ALL EXPOSED SURFACES OF CONCRETE SHALL BE KEPT CONTINUOUSLY WET FOR BLDG BUILDING MFR MANUFACTURER
SIMILAR CONDITIONS SHOWN OR NOTED. ALL OMISSIONS AND/OR CONFLICTS BETWEEN VARIOUS ATLEAST SEVEN DAYS FROM THE DATE OF PLACING CONCRETE. CURING SHALL START BM BEAM MIN MINIMUM
ELEMENTS OF THESE DRAWINGS AND/OR SPECIFICATIONS AND SHOP DRAWINGS SHALL BE ONLY AFTER FINAL SETTING OF CONCRETE. BOD BOTTOM OF DECK MISC MISCELLANEOUS
BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER. 3. MAXIMUM PERMISSIBLE FREE FALL OF CONCRETE SHALL BE 1.2 METER. BOT BOTTOM (N) NEW
3. DO NOT MEASURE THE DRAWING, READ THE DIMENSIONS. 4. PLACEMENT OF REINFORCING TO BE SUCH THAT ADEQUATE SPACE IS PROVIDED BSMT BASEMENT NIC NOT IN CONTRACT
4. DEPTH OF CONCRETE COVER TO ALL STEEL REINFORCEMENT, INCLUDING COLUMN TIES AND BEAM BETWEEN BARS TO ALLOW PASSAGE OF CONCRETE VIBRATOR, ETC. PROVIDE BTWN BETWEEN NOM NOMINAL
STIRRUPS SHALL CONFORM TO CLAUSE NO. 26.4 OF IS 456:2000. IN ANY CASE IT SHALL NOT BE LESS ADDITIONAL STIRRUPS OR TRANSVERSE REBARS TO MAINTAIN TOP REINFORCING BARS C CAMBER NTS NOT TO SCALE
THAN THE FOLLOWING VALUES FOR RESPECTIVE STRUCTURAL ELEMENT. AT CORRECT LOCATION IN BEAMS AND SLABS. CAP CAPACITY OC ON CENTER
FOOTING: 3" 5. CURING TO THE BEAMS SHALL BE DONE FROM THE SIDES IMMEDIATELY AFTER CASTING CC CENTER TO CENTER OD OUTSIDE DIAMETER
COLUMN: 1 1/2" OF THE BEAM. CIP CAST IN PLACE OF OUTSIDE FACE
BEAM: 1" 6. DUE CARE SHOULD BE TAKEN TO ASCERTAIN THAT REQUISITE STRENGTH OF CONCRETE CJ CONSTRUCTION OR CONTROL JOINT OPNG OPENING
SLAB: 3 4" / 1" IS GAINED BEFORE COMMENCEMENT OF DECLUTTERING. CL CENTERLINE OPP OPPOSITE
RETAINING WALL: 1" 7. W/C RATIO/SLUMP SHALL BE OBSERVED & VERIFIED AT SITE WITH RESPECTIVE VALUE IN CMU CONCRETE MASONRY UNIT OVS OVERSIZE
RCC SHEAR WALL: 1 12" APPROVED DESIGN MIX. CNTR CENTER PERP PERPENDICULAR
5. ALL CONSTRUCTION JOINTS SHALL BE HACKED AND RICH CEMENT SLURRY / BONDING AGENT SHALL 8. CONCRETE TEST RESULTS SHALL BE CASTED, TESTED AND VERIFIED AS PER IS:456:2000 CLR CLEAR PL PLATE
BE APPLIED ON JOINTS BEFORE POURING CONCRETE. LOCATION OF CONSTRUCTION JOINT SHALL CLAUSE NO 15&16, PAGE NO 29. TEST RESULT SHALL BE SUBMITTED TO COL COLUMN PLWD PLYWOOD
BE APPROVED FROM STRUCTURAL ENGINEERS PRIOR TO EXECUTION OF ANY WORK. PMC/TIP/ENGINEER IN CHARGE. CONC CONCRETE PNL PANEL
6. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWINGS CONN CONNECTION PT POST TENSION
a. SIZE AND LOCATION OF ALL DOOR AND WINDOW. REINFORCEMENT: CONT CONTINUOUS REINF REINFORCING
b. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON-BEARING PARTITIONS. CONTR CONTRACTOR REQD REQUIRED
c. SIZE AND LOCATION OF ALL FLOOR DRAINS, SLOPES, ETC. 1. REINFORCEMENT SHALL BE OF TMT, HYSD BARS OR CRS QUALITY HIGH STRENGTH DBL DOUBLE RO ROUGH OPENING
d. SIZE AND LOCATION OF ALL FLOOR AND ROOFS. DEFORMED BARS OF GRADE FE: 500 CONFORMING TO IS: 1786-2008. DET DETAIL SC SLIP CRITICAL
e. FLOOR AND ROOF FINISHES. DIA DIAMETER SCHED SCHEDULE
7. OPENINGS, POCKETS, ETC. SHALL NOT BE PLACED IN SLABS, DECKS, BEAMS, JOISTS COLUMNS, DIAG DIAGONAL SECT SECTION
FORMWORK: DO DITTO SHTG SHEATHING
WALLS, ETC. UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. NOTIFY THE
STRUCTURAL ENGINEER WHEN OTHER DRAWINGS SHOW OPENINGS, POCKETS, ETC. BUT NOT DWG DRAWING SHT SHEET
STRIPPING TIME OF FORMWORK FOR CONCRETE WORK SHALL BE AS FOLLOWS EA EACH SIM SIMILAR
LIKEWISE SHOWN ON THE STRUCTURAL DRAWINGS.
a. VERTICAL FORMWORK TO COLUMNS, WALLS, BEAMS : 24 HOURS EF EACH FACE SOG SLAB ON GRADE
8. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IN PLACE ON SUSPENDED FLOORS OR ROOF.
b. SOFFIT FORMWORK AND PROPS TO SLABS ELEV ELEVATION SPC SPACING
LOAD SHALL NOT EXCEED DESIGN LIVE LOAD FOR EACH PARTICULAR LEVEL.
SPANNING UP TO 4.5 M : 7 DAYS EQ EQUAL SPEC SPECIFICATION
9. THE MAXIMUM SIZE AGGREGATE IN FOUNDATION AND MASS CONCRETE WORK SHALL BE 40 MM.
SPANNING OVER 4.5 M : 14 DAYS EW EACH WAY SQ SQUARE
10. THE MAXIMUM SIZE AGGREGATE IN COLUMNS, BEAMS AND WALLS AND SLABS SHALL BE 20 MM.
c. SOFFIT FORMWORK AND PROPS TO BEAMS (E) EXISTING SSL SHORT SLOTTED HOLES
11. CONCRETE CUBE OF 15 CM X 15 CM X 15 CM SHOULD BE TESTED FOR VARIOUS CONCRETE
SPANNING UP TO 6 M : 14 DAYS EXP EXPANSION STD STANDARD
MEMBERS AS & WHEN REQUIRED IN RECOGNIZED LABORATORY. COST OF THIS WILL BE BORN BY
SPANNING OVER 6 M : 21 DAYS EXT EXTERIOR STIFF STIFFENER
CONTRACTOR IF THE CONTRACT IS WITH LABOUR & MATERIAL, OTHERWISE BY THE OWNER.
12. PROPER BONDING AGENT MUST BE APPLIED ON OLD CONCRETE, WHEREVER NEW CONCRETE IS TO FDN FOUNDATION STL STEEL
EXCAVATION/SHORING NOTES: FIN FINISH STRUCT STRUCTURAL
BE CONNECTED WITH OLD CONCRETE. ALSO, PROPER HACKING SHOULD BE DONE PRIOR TO APPLY
BONDING AGENT. FLR FLOOR SUPP SUPPORT
1. CONSIDERED DEPTH OF FOUNDATION BELOW GROUND LEVEL AND CONSIDERED BEARING FS FAR SIDE SW SHORT WAY OR SHEARWALL
13. SUPERVISION OF SITE SHALL NOT BE OUR RESPONSIBILITY.
CAPACITY AT THAT LEVEL SHALL BE 3.0 METER AND 220 KN/SQ.MT. RESPECTIVELY, WHICH FT FOOT/FEET SYM SYMMETRICAL
14. MAKING OUT THE CUBES AND MATERIAL TESTING SHALL BE CONTRACTOR/ BUILDER/ CLIENTS
SHALL BE GET APPROVED BY SOIL CONSULTANT. ANY CHANGE IN ASSUMED PARAMETERS FTG FOOTING TBD TO BE DETERMINED
RESPONSIBILITY.
SHALL BE BROUGHT TO OUR NOTICE FOR CONSIDERATION OF APPROPRIATE REVISION IN GA GAGE T&G TONGUE & GROOVE
15. LOAD TESTING OF STRUCTURE IS NOT OUR RESPONSIBILITY.
DESIGN, PRIOR TO START OF WORK. SOIL STRATA SUPPORTING FOUNDATION SHALL BE GALV GALVANIZED TOC TOP OF CONCRETE
SLAB & BEAMS: FIRM. GEN GENERAL TOD TOP OF DECK
2. ALL NECESSARY CARE RELATED TO GEOTECHNICAL AND SOIL ASPECT SHALL BE GR GRADE TOP&BOT TOP AND BOTTOM
1. UNLESS NOTED OTHERWISE, ALL ENDS OF HYSD BARS IN SLABS AND WALLS SHALL HAVE EXERCISED AS DIRECTED BY THE GEOTECHNICAL/SOIL ENGINEER. GWB GYPSUM WALL BOARD TOW TOP OF WALL
STANDARD 90º HOOK OR MINIMUM 75 MM RIGHT ANGLE BEND AT POINT OF DISCONTINUITY. 3. REFER TO THE STRUCTURE DRAWINGS & SOIL INVESTIGATION REPORTS FOR EXCAVATION HORIZ HORIZONTAL TRANS TRANSVERSE
2. UNLESS NOTED OTHERWISE BEAM STIRRUPS SHALL BE OF CLOSED SHAPE HAVING TWO LEGS. & EARTHQUAKE REQUIREMENTS. HSS HOLLOW STRUCTURAL SECTION TRTD TREATED
3. IN BEAMS, TOP AND BOTTOM BARS SHALL BE CONTINUOUS AS FAR AS POSSIBLE. 4. DURING CONSTRUCTION THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING THE IBC INTERNATIONAL BUILDING CODE (TYP) TYPICAL
4. ALL BENT-UP BARS SHALL BE EXTENDING 45 DEGREE. IN BEAM AND SLABS ALL BENT UP BARS ADJACENT STRUCTURE (IF ANY) IN A STABLE CONDITION & ENSURING NO PART SHALL BE IF INSIDE FACE UBC UNIFORM BUILDING CODE
AND EXTRA BARS SHALL EXTEND INTO ADJOINING ELEMENT TOP FOR A DISTANCE EQUAL TO 0.3L OVER STRESSED UNDER CONSTRUCTION ACTIVITIES. IN INCH (ES) UNO UNLESS NOTED OTHERWISE
(“L” IS THE SPAN OF ADJOINING ELEMENT.) IF ADJOINING ELEMENT IS CANTILEVER, SUCH BARS 5. PROPER SHORING & STRUTTING SHALL BE DONE BY CONTRACTOR TO RETAIN THE INT INTERIOR VERT VERTICAL
SHALL EXTEND FULL LENGTH OF THE CANTILEVER SPAN. EXCAVATED EARTH WORK IN PROPER POSITION. CONTRACTOR SHALL BE RESPONSIBLE JT JOINT W/ WITH
5. AT BEAM COLUMN JUNCTION PROPER CARE SHALL BE TAKEN FOR ARRANGEMENT OF FOR ANY ACCIDENT DUE TO COLLAPSE OF EARTH. CONSULTANTS SHALL NOT BE LF LINEAL FOOT W/O WITHOUT
REINFORCEMENT SO AS TO FACILITATE PLACING AND COMPACTION OF CONCRETE. IF RESPONSIBLE FOR THE SAME. LVL LEVEL WP WORK POINT
NECESSARY TOP/BOTTOM BARS OF BEAMS SHALL BE PLACED IN MORE THAN ONE LAYER. FOR 6. ENOUGH SAFETY PRECAUTION FOR ANY EXISTING STRUCTURE IN ADJOINING PLOT SHALL
230MM WIDE BEAMS, NOT MORE THAN THREE BARS SHALL BE ACCOMMODATED IN ONE LAYER. BE TAKEN CARE OF BY CONTRACTOR/BUILDER. CONSULTANT SHALL NOT BE RESPONSIBLE
6. AT BEAM COLUMN JUNCTION ALL LONGITUDINAL REINFORCEMENT OF BEAM SHALL BE LOCATED FOR ANY ACCIDENT DUE TO SAME.
SUCH THAT IT PASSES FROM WITHIN THE COLUMN REINFORCEMENT. 7. BACK FILLING TO THE RETAINING WALL SHALL NOT BE DONE UNLESS & UNTIL BASEMENT
7. EXTRA/BENT UP REINFORCEMENT IN SLAB SHALL BE PROPERLY SUPPORTED BY CHAIRS. SLAB IN CONSTRUCTED & ACHIEVES SUFFICIENT STRENGTH.
8. SUNK SLAB SHALL BE LOWERED AS MENTIONED IN RELATED DRAWINGS. 8. WATERPROOFING SHALL BE DONE TO THE EXTERNAL FACES OF RETAINING WALL.
9. WHEREVER SLAB IS SUNK, DENSITY OF SUNK MATERIAL SHALL BE LESS THAN 7.5 KN/CU.M. 9. RETAINING WALL & COLUMN SHALL BE CASTED HOMOGENEOUSLY.
PREFERABLY SUNK FILLING SHALL BE DONE BY USING COAL/ASHES.
10. FOR BEAMS AND SLABS THE MINIMUM CLEAR DISTANCE BETWEEN PARALLEL BARS SHALL BE
THE DIAMETER OF THE BAR, 1.3 TIMES THE AGGREGATE SIZE, BUT IN NO CASE LESS THAN 25 MM. SCOPE OF STRUCTURAL ENGINEERING SERVICES:
11. IN SLABS & BEAMS, SPLICES OF REINFORCING SHALL NOT BE MADE AT POINTS OF MAXIMUM
STRESS WITHOUT THE APPROVAL OF THE ENGINEER. SPLICES WHERE PERMITTED SHALL THE STRUCTURAL ENGINEER HAS PERFORMED THE STRUCTURAL DESIGN AND PREPARED THE
PROVIDE SUFFICIENT LAP TO TRANSFER THE STRESS BETWEEN BARS BY BOND AND SHEAR (SEE STRUCTURAL WORKING DRAWINGS FOR THIS PROJECT. THE CONSTRUCTION MUST BE PERFORMED
LAP SPLICE FOR LENGTHS ON TABLE). IN STRICT ACCORDANCE WITH THE STRUCTURAL DRAWINGS. ANY DEVIATION FROM THE DRAWINGS
12. IN TWO-WAY SLAB CORNER REINFORCEMENT IS TO BE PROVIDED IN WIDTH L/5 ON BOTH SIDE MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. ERRORS AND/OR OMISSIONS
CORNER. FOUND ON THE STRUCTURAL DRAWINGS MUST BE BROUGHT TO THE STRUCTURAL ENGINEER'S
13. CORNER REINFORCEMENT SHOULD BE IN THE FORM OF MESH HAVING SAME CROSS-SECTIONAL ATTENTION IMMEDIATELY.
AREA OF REINFORCEMENT AT MID-SPAN. IT SHOULD BE PROVIDED AT TOP & BOTTOM AS SHOWN
IN ISOMETRIC VIEW OF CORNER REINFORCEMENT FOR A TWO-WAY SLAB. ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. STRUCTURAL DRAWINGS
14. IF THERE ARE MORE THAN TWO BARS IN SECOND LAYER THEN PROVIDE PIN WHICH HAVING DIA SHALL BE USED IN CONJUNCTION WITH OTHER DRAWINGS. PRIMARY STRUCTURAL ELEMENTS ARE
OF MAXIMUM LONGITUDINAL BAR OR 20MM SHOULD BE PROVIDED. IT SHALL BE FOLLOWED AS DIMENSIONED ON THE STRUCTURAL PLANS AND DETAILS. THE GENERAL CONTRACTOR SHALL
SHOWN IN RELATED DRAWINGS VERIFY AND COORDINATE DIMENSIONS AMONG ALL DRAWINGS. ANY DISCREPANCIES,
CONTRADICTIONS, OR OMISSIONS SHALL BE REPORTED TO THE ENGINEER FOR RESOLUTION PRIOR
TO PROCEEDING WITH WORK OR FABRICATION OF THE ITEM(S) IN QUESTION.
COLUMN & FOOTING:
THE STRUCTURAL ENGINEER IS RESPONSIBLE FOR THE DESIGN OF THE PRIMARY STRUCTURAL
1. COLUMN TIES SHALL BE PROVIDED WITHIN THE BEAM COLUMN JOINTS AND COLUMN FOOTING SYSTEM, EXCEPT FOR ANY COMPONENTS NOTED ABOVE. RESPONSIBILITY FOR ANY SECONDARY
JOINTS. STRUCTURAL AND NON-STRUCTURAL SYSTEMS NOT SHOWN ON THE STRUCTURAL PLANS RESTS
2. UNLESS NOTED OTHERWISE, ALL BAR ENDS IN BEAMS AND FOOTING SHALL HAVE MINIMUM 150 WITH SOMEONE OTHER THAN THE STRUCTURAL ENGINEER.
MM RIGHT ANGLER BEND AT POINT OF DISCONTINUITY.
3. COLUMN REDUCTIONS SHALL BE FOLLOWED AS SHOWN IN RELATED DRAWINGS. THE STRUCTURE SHOWN ON THESE DRAWINGS IS STRUCTURALLY SOUND ONLY IN ITS COMPLETED
4. FOR COLUMNS THE MINIMUM CLEAR DISTANCE BETWEEN BARS SHALL BE MIN OF 5MM MORE FORM. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY BRACING TO STABILIZE THE BUILDING
THEN SIZE OF AGGREGATE OR MAX SIZE OF MAIN BAR. DURING CONSTRUCTION.
5. IF NECESSARY, DOWELS FOR LINTELS SHALL BE PROVIDED IN COLUMNS BEFORE CASTING.
BREAKING OF COLUMN CONCRETE TO HAVE BEARING OF LINTEL SHALL NOT BE PERMITTED. THE STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR, AND WILL NOT HAVE CONTROL OF,
6. FOUNDATION MUST BE LOWERED TO SUITABLE BEARING SOIL PER THE GEOTECHNICAL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES, OR FOR SAFETY
REPORT. PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE CONSTRUCTION WORK, NOR WILL HE BE
7. COLUMN VERTICAL BARS SHALL NOT BE LAPPED IN SPECIAL CONFINING ZONE. RESPONSIBLE FOR THE CONTRACTOR'S FAILURE TO CARRY OUT THE CONSTRUCTION WORK IN
8. MORE THAN 50% OF BARS AT ANY SECTION SHALL NOT BE LAPPED. ACCORDANCE WITH THE CONTRACT DOCUMENTS.

FIELD MEASUREMENTS AND THE VERIFICATION OF FIELD DIMENSIONS ARE NOT PART OF THE
UG/OH WATER TANK:
STRUCTURAL ENGINEER'S RESPONSIBILITY. THE CONTRACTOR MUST CHECK ALL (ASSUMED)
EXISTING CONDITIONS SHOWN ON THESE DRAWINGS FOR ACCURACY AND NOTIFY THE
1. CONTRACTOR IS TO APPLY THE APPROVED WATERPROOFING MATERIAL STRICTLY IN
STRUCTURAL ENGINEER OF ANY DISCREPANCIES.
ACCORDANCE WITH THE MANUFACTURER ’S RECOMMENDATION.
2. 15MM THK. WATERPROOF PLASTER SHALL BE PROVIDING TO ALL INTERNAL WATER FACING
OMISSIONS FROM THE DRAWINGS OR SPECIFICATIONS OR THE INADVERTENT MISLABELING OF
SURFACE.
DETAILS OF WORK WHICH ARE MANIFESTLY NECESSARY TO CARRY OUT THE INTENT OF THE
3. CONTRACTOR IS TO SUBMIT FULL DETAILS AND METHOD STATEMENTS OF THE SYSTEM
DRAWINGS AND SPECIFICATIONS, OR WHICH ARE CUSTOMARILY PERFORMED, SHALL NOT RELIEVE GENERAL
PROPOSED TO THE ENGINEER FOR APPROVAL PRIOR TO INSTALLATION ON SITE.
THE CONTRACTOR FROM PERFORMING SUCH OMITTED OR INADVERTENT MISLABELED DETAILS OF
4. INLET OUTLET WASHOUT AND FLOW PIPES SHALL BE AS PER ARCHITECTURAL DETAILS.
THE WORK BUT THEY SHALL BE PERFORMED AS IF FULLY AND CORRECTLY SET FORTH AND
NOTES
5. CONC.MIX M:25 FOR BOTTOM SLAB AND RCC WALLS.
DESCRIBED IN THE DRAWINGS AND SPECIFICATIONS.
6. REFER GENERAL DETAILS FOR REINFORCEMENT IN CUT OUT OF TOP SLAB.

S-1.0
 WALL THICKNESS
PER PLAN

RCC WALL

WALL REINF

15"
(MIN)
RCC FOOTING

RCC FOOTING COL TIES

PER PLAN
RCC COL
15" (MIN)

PER SCHED
't'
6"

4" Ld+10db COL MAIN STEEL

't'
3"

4"

6"
3" RCC FOOTING

4"

3"
LW BARS
GRADE BEAM PER PLAN &

Ld + 10db
4"
'b'
SW BARS REINF PER SCHED
PCC (1:4:8) LEVELING 15" (MIN)

H
PER PLAN
COURSE
PCC (1:4:8)

3"
LEVELING COURSE

4"
SECTION SECTION

4"
4" PCC (1:4:8)
(LEVELING COURSE)
SECTION

SW BARS

2"

STIRRUPS
B
PCC (1:4:8)
(8)-10T OC

SW BARS B

II TO LONG WAY BARS

PER SCHED

3"
D
L

10'-0"
D
LW BARS
1'-0" DIA
LW BARS AUGER
3"
SW BARS
PCC 8T AT 6" OC
II TO SHORT WAY BARS
LW BARS

COVER
50 MM
S PLAN

PER SCHED

'b' D
PLAN

TYPICAL DETAIL OF WALL FOOTING TYPICAL DETAIL OF PAD FOOTING TYPICAL DETAIL OF SPREAD FOOTING AUGER DETAIL
1 2 3 4
NTS NTS NTS NTS

LEGENDS :

SW = SHORT WAY
LW = LONG WAY
BOT = BOTTOM
REINF = REINFORCING TYPICAL
COL = COLUMN
db = DIAMETER OF BAR
DETAILS

S-1.1
 TOP LEVEL BEAM

SPECIAL CONFINING TIES

1.5"

COVER
. 1.5"
A
LINK (OPEN TIE)

(LOC-1)
COL

1" (MAX)
Lo
NOT GREATER THAN

>H/4
100MM IN LAP AREA

A
.1.5"
COVER

LAP

.
d
NOMINAL TIES

135
°
(LOC-2)

>1.3 Ld

(H)
CENTRAL STAGGED LAPS
SHOULD BE ACCOMMODATED

LAP
IN THIS AREA ONLY
VERTICAL BARS HOOP A =MAX. HOOP
(CLOSED TIE) OF (CLOSED TIE)
(I) 10d
(II) 3"
1" (MAX)

>H/4
TYPICAL DETAIL TYPICAL DETAIL OF SPLICE WITH OFFSET
2 3
Lo

NTS NTS
SPECIAL CONFINING TIES

FLOOR LEVEL
BEAM
(LOC-1)

1" (MAX)

UPPER
. LEVEL COL
Lo

SLAB LEVEL
>H/4

REDUCTION 3" (MAX)

.
LAP

COL LOWER LEVEL COL R/F

BENT IN (1:6) SLOPE
NOMINAL TIES
(LOC-2)

>1.3 Ld

LOWER
(H)

LEVEL COL
SLAB LEVEL
LAP

BEAM
>H/4

BEAM
1" (MAX)
SPECIAL CONFINING TIES

Lo

GRADE BEAM
TYPICAL DETAIL OF COLUMN BARS
(LOC-1)

TYPICAL DETAIL OF REDUCTION IN COLUMN TERMINATING AT SLAB LVL.

4 5
NTS NTS
Lo

°
135 RCC COLUMN NOTES
1. REFER COLUMN SCHEDULE & COLUMN TIES DETAIL FOR VERTICAL & LATERAL REINFORCEMENT.
NOMINAL TIES
(LOC-2)

PROVIDE A CROSSTIE 2. USE MIN M25 GRADE FOR CONCRETE & Fe550 GRADE FOR STEEL U.N.O.

hc>12" 3. CLEAR COVER TO COLUMN MAIN REINF BARS SHALL NOT BE LESS THAN 1.5" U.N.O.
SPECIAL CONFINING

12"(MIN)

4. COLUMN VERTICAL BARS SHALL NOT BE LAPPED IN SPECIAL CONFINING ZONE.

TIES (LOC-1)

5. MORE THAN 50% OF BARS AT ANY SECTION SHALL NOT BE LAPPED. IF IT IS UNAVOIDABLE,
10
d( LAPPING LENGTH OF BARS SHALL BE INCREASED BY 30%.
>3
")
Bc<12"

6. WELDING AT COLUMN SPLICES SHALL BE DONE AS BELOW.

Ld+10db

LEGENDS : a. MIN. LAP LENGTH - 20 X d

d WHERE d = BIGGER BAR DIA.
COL = COLUMN WELDING SHALL BE DONE FOR CONTINUOUS LENGTH OF 5d ON ALTERNATE SIDES.
Ld = DEVELOPMENT LENGTH
db = DIA OF MAIN BARS b. SIZE OF ELECTRODES USED FOR WELDING SHALL BE AS BELOW
18"MIN) d = DIA OF STIRRUPS/TIES TYPICAL
d = DIA OF BAR DIA (MM) SIZE OF ELECTRODE (MM)
FOOTING H = CLEAR HEIGHT OF COL
STIRRUPS 12 & 16 3 .15 DETAILS
Lo = MAX OF h'c<12"mm 20 & 25 4 .00
(I) H/6 32 5 .00
(II) LARGER COL DIM
SINGLE HOOP WITH
(LOC-2)

(III) 450MM (18")

A CROSSTIE

TYPICAL COLUMN DETAIL TYPICAL DETAIL OF LINK

1
NTS
6
NTS S-1.2
 L1

L1/3 L1/3

TE TF

TF

Ld+10db

Ld+10db
D

Ld+10db

Ld+10db
D
CONSTRUCTION BC BF CONSTRUCTION
JOINT JOINT

0.8L1
BF
CONSTRUCTION CONSTRUCTION
JOINT JOINT

STIRRUPS AT SUP. MIDDLE/REST AT SUP

LAYOUT

TYPICAL DETAIL (SINGLE SPAN) TYPICAL DETAIL

1 2
NTS NTS

L1 L2 L3

L1/3 L1/3 L2/3 L2/3 L3/3

TE TF TE TF TE
Ld+10db
D

CONSTRUCTION BF
JOINT BC BF BC
CONSTRUCTION
JOINT CONSTRUCTION
JOINT
0.8L1 0.8L2 LEGENDS :

TF = TOP FULL BARS

AT SUP. MIDDLE/REST AT SUP. AT SUP. MIDDLE/REST AT SUP. AT SUP.
TC = TOP CURTAILED BARS
STIRRUPS TE = TOP EXTRA BARS
LAYOUT
BF = BOTTOM FULL BARS
END SPAN BC = BOTTOM CURTAILED BARS
MIDDLE SPAN CONTINUOUS SPAN
BE = BOTTOM EXTRA BARS
TYPICAL DETAIL (MULTI-SPAN) COL = COLUMN
3 Ld = DEVELOPMENT LENGTH
NTS db = DIA OF MAIN BARS
d = DIA OF STIRRUPS/TIES

MAXIMUM BARS PER LAYER OF BEAM

WIDTH
75 115 125 150 175 200 230 250 300 350 375
DIA. (3") (4 12") (5") (6") (7") (8") (9") (10") (12") (14") (15")

8T 1 2 2 3 3 4 4 - - - -

10T 1 2 2 2 3 4 4 - - - -
b TOP REINF OF BM
12T 1 2 2 2 3 4 4 4 5 - -

16T 1 2 2 2 3 3 4 4 5 6 6
BEAM
20T - 2 2 2 3 3 3 4 5 5 6
SLAB AT BM BOT
25T - - - 2 2 3 3 3 4 5 5
d

32T - - - - 2 2 2 3 4 4 5
TYPICAL
6
1 DETAILS

BOT REINF OF BM

BEAM TO SLAB CONNECTION (FOR SUNK SLAB)

4
NTS S-1.3
 15 MM COVER
WIDTH OF BEAM

TF WIDTH OF STIRRUPS

TF

SLAB THK.
1:6
SLOPE Ldt
SECONDARY BEAM BE SLAB BF SLAB BARS

BEAM

DETAILS OF SECONDARY BEAM TO MAIN HIDDEN BEAM NOT GREATER THAN

BEAM JUNCTION AT DISCONTINUOUS SUPPORT BEAM DEPTH=SLAB THK. 6" IN LAP AREA

TYPICAL DETAIL TYPICAL DETAIL TYPICAL DETAIL OF SPLICE IN BEAM

1 2 3
NTS NTS NTS

L1 L2

1"(MAX)
SCHEDULE OF DE-SHUTTERING FOR BEAM
1" FIRST STIRRUP TO BE 1" STRUCTURAL ELEMENT TIME AFTER CONCRETING
STARTED (TYP)
(MAX) (MAX)
BEAM SIDES 24 HOURS
(MIN)
3".

BEAM BOTTOM, (UP TO 6M SPAN) 14 DAYS

D

BEAM BOTTOM, (ABOVE 6M SPAN) 21 DAYS

BOTTOM OF CANTILEVER BEAM 21 DAYS

REST SPAN AT SUPP. AT SUPP. MIDDLE SPAN AT SUPP.

SPLICE LENGTH OF DEFORMED RIBBED BARS

TWO EQ
PARTS COL OR BEAM
COL OR BEAM MAX. OF
AS SUPPORT
AS SUPPORT (I) 2D
(II) L2/4 SHAPE
N DIA

TYPICAL DETAIL OF STIRRUPS LAYOUT FCK M-20 M-25

4
NTS N 57 49
Ø

3"
3" 3" 3" 3"
3"

3"

3"

8T 18" 15"

A
A

A
A

10T 24" 21"

12T 27" 24"

16T 36" 30"

BEAM DEPTH
d d d d 20T 45" 39"

25T 57" 48"

32T 72" 63"

3"

3"

3"

. . . . . . . .
3"

. . . . . . .

3 EQ PARTS 5 EQ PARTS
7 EQ PARTS
A =MAX. OF
2 LEGGED 4 LEGGED 6 LEGGED (I) 10d 8 LEGGED
(II) 3"

TYPICAL DETAIL
5
NTS
TYPICAL
DETAILS

S-1.4
 (3) 10T EXTRA STIRRUPS (2) 12T BEAM TOP
AT 3 12" OC ADJACENT EXTRA BARS BARS PER
TO OPENING SCHED

M.S. PIN
(MIN OF 20MM OR
DIA OF BAR)

EQ
DRAINAGE
21" (MIN)

CUTOUT

(MAX)

DEPTH OF BEAM
7"

D
CLEAR
COVER

EQ
STIRRUPS

24" 18" (MAX) 24"

WIDTH OF BEAM "B"
BEAM BOT
BARS PER
SCHED
TYPICAL SECTION AT DRAINAGE CUTOUT THRU BEAM DETAIL AT BEAM REINF IN LAYERS
1 2
NTS NTS

TYPICAL
DETAILS

S-1.5
 0.3L1 0.3L1 0.3L2
0.3L2
DISTRIBUTION AT TOP
(MINIMUM TWO BARS) TOP EXTRA
AT SUPPORT

S
300 300
OTHER SPAN
BARS
(MIN) (MIN)
S/2 (MAX)
MAIN SPAN BARS
EDGE BEAM 0.20L1 (L1/5) (ALT. BENT UP) 0.20L1 (L1/5) 0.20L2 (L2/5) 0.20L2 (L2/7)

INTERMEDIATE BEAM
L1 L2

S = SPACING OF MAIN BARS

TYPICAL SECTION OF STRUCTURAL SLAB

1
NTS

LX

LX/5 LX/5
LX/5

LX/5

L
TORSION STEEL
(i.e. EXTRA BARS
AT TOP)
LX/5

LX/5

10" FOR 8T CHAIRS

16" FOR 10T CHAIRS
24" FOR 12T CHAIRS
L

6"
LX/5 LX/5
6"

LX = SHORT SIDE TYPICAL CHAIRS TO BE PROVIDED

L = LONG SIDE (UNDER TOP BARS TO KEEP THEM IN POSITION)

TYPICAL DETAILS OF TORSION STEEL LAYOUT OF SLAB DETAIL OF CHAIRS

2 3
NTS NTS

TYPICAL
DETAILS

S-1.6
 BASEMENT WALL PER
PLAN & REINF PER
WALL SECTIONS/SCHED
BASEMENT WALL PER BASEMENT WALL PER
PLAN & REINF PER WALL PLAN & REINF PER WALL

Ld
SECTIONS/SCHED SECTIONS/SCHED 1" x 1" HORIZ GROOVE FILL W/
INTERNAL BASEMENT WATER PROOFING MATERIAL
MATCH BAR SIZE & SPACING W/ WALL MATCH BAR SIZE & SPACING W/ WALL
WALL PER PLAN OR BITUMEN W/ PRESSURE
HORIZ BARS OR 10T AT 8" OC (MIN) HORIZ BARS OR 10T AT 8" OC (MIN)
Ld
2'-0" 2'-0"
2'-0" 2'-0"
WATER STOPPER ,
(PROVIDE 90º STD HORIZ CONSTRUCTION PLACE INSIDE THE
HOOKS AT END) JOINT OUTER REINF.

2" x 3.5" SHEAR KEY

BASEMENT WALL PER PLAN

MATCH BAR SIZE & SPACING W/ WALL AND REINF PER WALL
HORIZ BARS OR 10T AT 8" OC (MIN) SECTIONS / SCHEDULE

PLAN

PLAN
(PROVIDE 90º STD HOOKS AT END)

PER

PER
PLAN VIEW PLAN VIEW PLAN VIEW SECTION VIEW

TYPICAL DETAIL AT BASEMENT WALL "T" JUNCTION TYPICAL DETAIL AT BASEMENT WALL CORNER TYPICAL DETAIL AT BASEMENT WALL CORNER TYPICAL DETAIL AT HORIZONTAL CONSTRUCTION JOINT
1 2 3 4
NTS NTS NTS NTS

1" x 1" VERTICAL GROOVE FILL WATER STOPPER ,

W/ WATER PROOFING MATERIAL PLACE INSIDE THE
OR BITUMEN W/ PRESSURE OUTER REINF.

Ld

BASEMENT WALL PER PLAN CONSTRUCTION

AND REINF PER WALL JOINT
SECTIONS/SCHED
PLAN VIEW

TYPICAL DETAIL AT VERTICAL CONSTRUCTION JOINT

5
NTS

TYPICAL
DETAILS

S-1.7
 A B C D E F G J

10'-0" 10'-0" 10'-41 2" 7'-3" 16'-111 2" 5'-0" 5'-0"

WEST AG AG NW AG AG NORTH
1

5'-0"
2
C9 9" X 24" 9" X 24" 9" X 24" C11 AG
C10

10'-0"
Up

9" X 24"
3
AG C7 9" X 24" AG
C8

7'-7"
C5
4
3'-0"

9" X 24" 9" X 24" C6

AG Up

16'-21 2"
C3
C1 C2 C4
9" X 24" 9" X 24"
5
9" X 24" 9" X 24"

SOUTH GROUND FLOOR PLAN

COLUMN CENTERLINE FACELINE LAYOUT

NTS
A B C D E F G J

WEST AG AG NW AG AG NORTH
1

C9 C10 C11
5'-9"

5'-9"

5'-9"

2
F2 AG
F2 F2

Up 7'-0" 7'-0"
7'-0"

F3
7'-0"

3
7'-0"

AG C7 AG
C8 7'-0"
F2
5'-9" 8'-3"
7'-0"

4
8'-3"

C5
F3
AG Up
8'-3"
C6 F3

F1 F2 F2 5'-0"
7'-0"
6'-3"

C1
6'-3"
7'-0"

F1
5
C2 C3 C4
5'-0" 5'-9" 5'-9"
SOUTH GROUND FLOOR PLAN
CONSTRUCTION
DRAWING SET

COLUMN FOOTNG LAYOUT

NTS
SHEET

CHK:
DATE: 2023-01-05

DWN:
JOB#:

REVISION

ARCHITECT STRUCTURAL CONSULTANTS

FACELINE AND

A New Project For:

CENTERLINE

R0
FOOTING
COLUMN
LAYOUT

XXXXX SK STRUCTURAL ENGINEERS

S-2.0

SHK
RVP
XXXXX

SURAT
PROPOSED SONI'S BUNGLOW
2023-01-05

(GANDHI NAGAR)
DATE
 REVISION DATE

R0 2023-01-05
CONSTRUCTION
(CONCRETE MIX M20 AND REINF. FE500) COLUMN TIES DETAILS
DRAWING SET
// TO LONG WAY BARS DESIGN-
P.C.C SIZE R.C.C SIZE // TO SHORT WAY BARS (CHIPIYA) STIRRUP LAYOUT(AT EACH SPACINGS)
(DISTRIBUTION) N0.OF BARS
FOOTING NO. COLUMN NO. COL. SZE -ATION
BXL BXL h H DIA.(mm) SPACING DIA.(mm) SPACING

A 12- BARS 3-HOOPS

F1 C1,C4 5'-8" x 6'-11" 5'-0" x 6'-3" 6" 21" 10 6" 10 6" PER SCHED.

C2, C3, C7,

F2 C9,C10,C11 6'-5" x 7'-8" 5'-9" x 7'-0" 6" 24" 10 5 12 " 10 5 12 " PER SCHED.

F3 C5,C6,C8 7'-8" X 8'-11" 7'-0" x 8'-3" 6" 30" 10 4" 10 4" PER SCHED.

STRUCTURAL CONSULTANTS
SK STRUCTURAL ENGINEERS
(CONCRETE MIX M25 AND
FOUNDATION NOTES COLUMN SCHEDULE

SURAT
REINF. FE500)
COL. GROUP NO CG1 CG2 CG3 CG4 CG5 CG6 CG7 CG8 CG9
1. ALL DIMENSIONS AND ELEVATIONS MUST BE VERIFIED AND COORDINATED WITH THE ARCHT. ANY DISCREPANCY
MUST BE BROUGHT TO THE STRUCTURAL ENGINEER'S NOTICE.
COLUMN NO. C1 C2 C3 C4 C5, C8 C6 C7, C9, C10 C11 FC
2. FOUNDATION MUST BE LOWERED TO MIN 1.5MT BELOW THE BASEMENT LEVEL OR UP TO SUITABLE BEARING SOIL
PER THE GEOTECHNICAL REPORT AND SHALL BE LOWERED IF SUITABLE SOIL IS NOT FOUND AT SHOWN ELEVATION IN
DRAWING. 2ND FLOOR TO SIZE 9" x 24" 9" x 24" 9" x 24" 9" x 24" 9" x 24" 9" x 24" 9" x 24"
TERRACE TYPE A A A A A A A

ARCHITECT
(HEIGHT AS PER
3. TOP OF EXCAVATED SOIL SHALL BE WELL RAMMED AND CONSOLIDATED BEFORE EXECUTION. ARCH.)
VERT REINF (4)20T+(8)16T (4)16T+(8)12T (12)16T (8)16T+(4)12T (8)20T+(4)16T (8)16T+(4)12T (6)16T+(6)12T
TIES (LOC 1 )

XXXXX
(M25) 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC
(FE500) TIES (LOC 2 ) 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC
4. FOR ALL CONCRETE WORK, AGGREGATE SIZE SHALL NOT BE MORE THAN 20 MM. ONLY FOR THE FOOTINGS, UP TO
25 MM AGGREGATE SIZE CAN BE USED.
1ST FLOOR TO SIZE 9" x 24" 9" x 24" 9" x 24" 9" x 24" 9" x 24" 9" x 24" 9" x 24" 9" x 24"

PROPOSED SONI'S BUNGLOW

2ND FLOOR TYPE
5. ALL REINFORCING BARS MUST BE CLEAN AND FREE FROM RUST. (HEIGHT AS PER
A A A A A A A A
VERT REINF

(GANDHI NAGAR)
ARCH.) (4)16T+(8)12T (4)20T+(8)16T (4)16T+(8)12T (12)16T (8)16T+(4)12T (8)20T+(4)16T (8)16T+(4)12T (6)16T+(6)12T

A New Project For:

6. EXISTING SOIL MAY BE USED FOR BACKFILLING EXCEPT TOP 300MM (12") LAYER OF LOOSE SOIL. (M25) TIES (LOC 1 ) 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC
(FE500) TIES (LOC 2 ) 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC
7. ALL BACKFILLED SOIL MUST BE COMPACTED IN LAYERS OF MAXIMUM 200 MM (8") THICK UP TO 95% PROCTOR
DENSITY. GROUND FLOOR SIZE 9" x 24" 9" x 24" 9" x 24" 9" x 24" 9" x 24" 9" x 24" 9" x 24" 9" x 24"
TO 1ST FLOOR TYPE
(HEIGHT AS PER
A A A A A A A A
8. BASEMENT RETAINING WALL ARE DESIGNED AS RESTRAINED RETAINING WALLS SPANNING BETWEEN BASEMENT ARCH.)
VERT REINF (4)16T+(8)12T (4)20T+(8)16T (4)16T+(8)12T (12)16T (6)20T+(6)16T (8)20T+(4)16T (8)16T+(4)12T (4)20T+(8)16T
SLABS AND GROUND LEVEL SLAB. (M25) TIES (LOC 1 ) 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC
(FE500) TIES (LOC 2 ) 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC
9. RETAINING WALL CAN BE BACK FILLED UPTO TO THE FLOOR SLAB ONLY AFTER ONE WEAK OF POURING THAT FLOOR
SLAB. FOOTING TO SIZE 9" x 24" 9" x 24" 9" x 24" 9" x 24" 9" x 24" 9" x 24" 9" x 24" 9" x 24" FOUNDATION
GROUND FLOOR TYPE NOTES AND
(HEIGHT AS PER
A A A A A A A A SCHEDULE
10. SEE COLUMN SCHEDULE. ARCH.)
VERT REINF (4)16T+(8)12T (4)20T+(8)16T (4)16T+(8)12T (4)20T+(8)16T (6)20T+(6)16T (8)20T+(4)16T (8)16T+(4)12T (4)20T+(8)16T
(M25) TIES (LOC 1 ) 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC 8T AT 4" OC
11. SEE S1.0 FOR GENERAL NOTES AND S1.1 TO S1.7 FOR TYPICAL DETAILS. (FE500) TIES (LOC 2 ) 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC 8T AT 6" OC

FOOTING DOWELS (4)16T + (8)12T (4)20T + (8)16T (4)16T + (8)12T (6)16T + (8)12T (6)20T + (6)16T (8)20T + (4)16T (8)16T + (4)12T (4)20T + (8)16T (6)16T + (8)12T

JOB#: XXXX
DWN: RVP
CHK: SHK
DATE: 2023-01-05
SHEET

S-2.1