STRUCTURAL DRAWINGS - NHDCL · list of structural drawings for ... care shall be taken not to overstress any adjacent retaining walls and structures ... a minimum allowable horizontal

STRUCTURAL DRAWINGS

LIST OF STRUCTURAL DRAWINGS FOR THE PROPOSED G+ 2 CATEGORY IV QUARTER (TWO BEDROOM) AT PHUNTSHOLING

DRAWING TITLEDRG. NO. DATE OF ISSUE

STR/01

STR/03

List of Structural Drawings for G+2 Category IV (Two Bedroom) Building, PhuntsholingGeneral Notes on Structural DrawingsGeneral Notes on Structural DrawingsFooting Layout Plan

Plinth Beam Layout planSTR/07

STR/18

STR/21STR/22STR/23

STR/26

Beam - Column Junction Details

STR/04

STR/20

STR/24STR/25

Footing & Wall Foundation Details

Plinth Beam Details

Vertical reinforcement in project wall and lintel anchorage.Cornice Details.

Lintel Band Details.

Column Details

STR/13

First Floor Beam layout plan.

STR/27

STR/29STR/30STR/31

May-2016

STR/17

First Floor Beam Details

STR/05STR/06

STR/09STR/10

STR/12

STR/02 Column Layout Plan

May-2016

May-2016

May-2016

May-2016

May-2016May-2016

May-2016May-2016

May-2016

May-2016

May-2016

May-2016

May-2016May-2016

May-2016

May-2016

May-2016

May-2016

May-2016

May-2016

May-2016

May-2016

May-2016

May-2016

May-2016

STR/08 May-2016

Roof Beam Layout PlanRoof Beam Details

STR/00STR/00

Slab Layout PlanSlab Bottom reinforcement PlanSlab Top reinforcement PlanSlab Section DetailsStaircase Layout Plan & DetailsMain Roof Truss Layout plan

Truss ElevationTruss Member ScheduleTruss Connection Details

Prop Details

Purlin Layout Plan

Typical Splice location and details in columnTypical Splice location and splices in beam

Truss Connection Details

STR/11

STR/14 May-2016

May-2016

May-2016

STR/28 May-2016

STR/19 May-2016

Second Floor Beam layout plan.Second Floor Beam Details

STR/15STR/16

May-2016May-2016

Kitchen Slab Details

A. GENERAL

1. READ THIS DRAWINGS IN CONJUNCTION WITH ARCHITECTS' AND OTHER ENGINEERS' DRAWINGS AND SPECIFICATIONS, AND SUCH OTHER WRITTEN

INSTRUCTIONS AS MAY BE ISSUED.

2. ALL DIMENSIONS ARE IN MILIMETRE UNLESS STATED OTHERWISE.

3. DIMENSIONS SHALL NOT BE SCALED FROM THE DRAWINGS.

4. DESIGN CONFORMS TO:

IS456:2000 CODE OF PRACTICE FOR PLAIN AND REINFORCED CONCRETE

IS4326:1993 EARTHQUAKE RESISTANT DESIGN AND CONSTRUCTION OF BUILDINGS

IS13920:1993 DUCTILE DETAILING OF REINFORCED CONCRETE STRUCTURES SUBJECTED TO SEISMIC FORCES

IS 875 : 1987( Part 1 to 3) CODE OF PRACTICE FOR DESIGN LOADS( OTHER THAN EARTHQUAKE) FOR BUILDINGS AND STRUCTURES.

IS 1893 (Part 1) : 2002 CRITERIA FOR EARTHQUAKE RESISTANT DESIGN OF STRUCTURES.

5. VERIFY ALL SETTING OUT DIMENSIONS WITH THE ENGINEER/ARCHITECT. VERIFY LOCATION AND DIMENSIONS OF CHASES, INSERTS,

OPENINGS, WASHES, DRIPS, DEPRESSIONS, AND OTHER PROJECT REQUIREMENTS NOT SHOWN ON THE STRUCTURAL DRAWINGS.

6. IF IN DOUBT, ASK.

7. REFER ANY DISCREPANCY TO ENGINEER/ARCHITECT BEFORE PROCEEDING WITH THE WORK.

8. ALL CONSTRUCTION MATERIALS AND WORKMANSHIP SHALL COMPLY WITH THE SPECIFICATIONS FOR BUILDING AND ROAD WORKS TOGETHER WITH THE

REQUIREMENTS OF ALL RELEVANT CODES OF PRACTICE REFERRED TO HEREIN AND THE REQUIREMENTS OF ALL STATUTORY AUTHORITIES.

9. CHECK ALL DIMENSIONS BEFORE STARTING WORK.

10. ALWAYS REFER ADDITIONAL NOTES PROVIDED IN THE DRAWINGS.

11. UNLESS OTHERWISE INDICATED, DETAILS SHOWN ARE TO BE CONSIDERED TYPICAL FOR SIMILAR CONDITIONS.

12. NO FRAMING OR STRUCTURAL MEMBERS ARE TO BE MODIFIED, NOTCHED, OR CUT WITHOUT THE APPROVAL OF THE ENGINEER.

13. THE OWNNER SHALL FAMILIARIZE THEMSELVES WITH THE DRAWINGS. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE

ENGINEER BEFORE PROCEEDING WITH THE AFFECTED WORK. ANY VARIATIONS OR SUBSTITUTIONS OF MATERIALS OR DETAILS FROM THOSE

INDICATED ON THE DRAWINGS MAY ONLY BE MADE WiTH PRIOR APPROVAL OF THE ENGINEER.

B. FOUNDATION

1. FOOTINGS ARE DESIGNED FOR AN ALLOWABLE BEARING CAPACITY OF 150KPA. VERIFY THE SOIL STRENGTH AND OBTAIN APPROVAL

FROM THE ENGINEER BEFORE PLACING CONCRETE.

2. FOUNDATION SHALL BEAR ON UNDISTURBED NATURAL MATERIAL OR PROPERLY PLACED AND COMPACTED CONTROLLED STRUCTURAL

FILL HAVING A MINIMUM BEARING CAPACITY OF 150 KPA.

3. CONTROLLED STRUCTURAL FILL SHALL CONSIST OF CLEAN GRANULAR MATERIAL FREE OF ORGANIC OR OTHER DELETERIOUS MATTER

AND CONFORM TO THE REQUIREMENTS OF STANDARDS AND QUALITY CONTROL AUTHORITY.

4. MASONRY WALLS IN THE FORM OF RANDOM RUBBLE MASONRY SHALL BE PROVIDED BELOW THE EXTERIOR AS WELL AS INTERIOR PLINTH BEAM.

5. FOOTINGS ARE DESIGNED CONSIDERING THE MINIMUM DEPTH OF 1500MM BELOW THE ORIGINAL GROUND LEVEL. NOTIFY ENGINEER IF

THE DEPTH OF FOOTINGS REQUIRED TO BE PROVIDED VARIES FROM THE DEPTH SPECIFIED ABOVE.

6. ALL EXCAVATION SHALL BE DRY BEFORE PLACING ANY CONCRETE.

7. IF SEEPAGE IS ENCOUNTERED DURING FOUNDATION EXCAVATION, PUMP OUT WATER BEFORE PLACING CONCRETE.

8. THE FOUNDATIONS UNDER THE CONCRETE BASE SLAB SHALL BE COMPACTED THROUGHLY AND A MINIMUM 200MM LAYER OF

COURSE AGGREGATE SHALL BE PLACED OVER THE COMPACTED EARTH AND SEALED WITH 75MM THICK LAYER OF BLINDING CONCRETE.

9. BACKFILLING AGAINST BUILDING FOUNDATION WALLS SHALL BE DONE ONLY AFTER WALLS ARE BRACED TO PREVENT MOVEMENT.

10. CARE SHALL BE TAKEN NOT TO OVERSTRESS ANY ADJACENT RETAINING WALLS AND STRUCTURES DURING BACKFILLING AROUND FOUNDATIONS.

11. COMPACTION OF FOUNDATION SHALL BE APPROVED BY ENGINEER PRIOR TO PLACEMENT OF CONCRETE.

C. LOADING

1. THIS STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING NOMINAL LOADS:

1.1 DEAD LOADS:

UNIT WEIGHT OF WALL 19.6 KN/M3

UNIT WEIGHT OF RCC 25 KN/M3

UNIT WEIGHT OF PCC 24 KN/M3

1.2 SUPERIMPOSED LOADS(LIVE LOADS):

LIVE LOAD FOR FLOORS 2.0 N/MM2

LIVE LOAD FOR STAIRCASE 3.0 N/MM2

LIVE LOAD FOR ROOF 0.75 N/MM2 (not accessible)

1.3 WIND LOAD:

BASIC WIND SPEED (ASSUMED) 45 M/S

BUILDING CLASS B

TERRAIN CATEGORY III

1.4 EARTHQUAKE DESIGN DATA

SEISMIC ZONE V

BASIC SEISMIC FORCE RESISTING

SYSTEM SPECIAL MOMENT RESISTING FRAME

2. MAINTAIN STRUCTURE IN STABLE CONDITION DURING CONSTRUCTION.

3. DO NOT PLACE OR STORE BUILDING MATERIALS ON CONCRETE MEMBERS WITHOUT ENGINEER'S APPROVAL.

D. CONCRETE

1. CONCRETE QUALITY SHALL COMPLY WITH IS456:2000

2. PROJECT ASSESSMENT OF CONCRETE STRENGTH IS REQUIRED.

3. GRADE OF CONCRETE IS M20(1:1.5:3) FOR ALL RCC WORKS.

4. FOR THE ABOVE GRADE TO BE ACHIEVED, MAXIMUM FREE WATER-CEMENT RATIO SHALL BE 0.55, MINIMUM CEMENT CONTENT

SHALL BE 300KG/M3 AND MAXIMUM AMOUNT OF WATER SHALL BE 165L FOR 300KG/M3 OF CEMENT.

5. ONLY POTABLE WATER SHALL BE USED FOR MIXING AND CURING, AND SHALL COMPLY TO THE REQUIREMENTS OF IS456:2000.

6. MECHANICALLY VIBRATE CONCRETE IN THE FORM TO GIVE MAXIMUM COMPACTION WITHOUT SEGREGATION OF THE CONCRETE.

7. CURE CONCRETE AS REQUIRED BY THE CLASUE 13.5 OF IS456:2000 AND WORK SPECIFICATIONS.

8. IN THE DRAWINGS THE BEAM SIZES ARE DESIGNATED WIDTH X DEPTH (INCLUDES SLAB THICKNESS IF ANY).

9. CONCRETE SIZES AS DRAWN ARE MINIMUM AND DO NOT INCLUDE APPLIED FINISHES.

10. DO NOT MAKE UNSPECIFIED HOLES OR CHASES WITHOUT ENGINEER'S PRIOR APPROVAL.

11. DO NOT PLACE CONDUITS, PIPES AND THE LIKE WITHIN COVER CONCRETE.

12. AGGREGATES SHALL COMPLY WITH CLAUSE 5.3 OF IS456:2000. NOMINAL SIZE OF COARSE AGGREGATES SHALL BE 20MM.

13. THE CHARACTERISTIC STRENGTH OF CONCRETE AT 28 DAYS SHALL BE 20MPA. THE CONCRETE SHALL BE ASSESSED AS PER THE

ACCEPTANCE CRITERIA OUTLINED IN CLAUSE 16 OF IS456:2000 OR ANY OTHER STATUTORY AUTHORITIES.

14. ALL FORMWORKS FOR BEAMS AND SLABS ARE TO BE REMOVED BEFORE CONSTRUCTION OF WALLS OR OTHER

PERMANENT LOADINGS. ALL FORMWORK AND ITS REMOVAL MUST BE IN ACCORDANCE TO IS456:2000.

15. ALL FLOOR SLABS ARE REINFORCED CONCRETE SLABS.

E. REINFORCEMENT

1. GRADE OF STEEL USED FOR RCC WORKS SHALL BE FE500(TMT).

2. BAR NOTATION GIVES THE FOLLOWING INFORMATION IN THIS ORDER:NUMBER OF BARS; BAR SIZE(MM); SPACING (MM, IF REQUIRED).

3. REINFORCEMENT IS REPRESENTED DIAGRAMATICALLY AND NOT NECESSARILY IN TRUE PROJECTION.

4. LAP REINFORCEMENT ONLY AT LOCATIONS SHOWN IN THE DRAWINGS. LAP LENGTH SHALL COMPLY WITH IS456:2000. LAP SPLICES

SHALL NOT BE LESS THAN THE DEVELOPMENT LENGTH IN TENSION( GENERALLY 47X Ø).

5. REINFORCEMENT SHALL NOT BE CUT, BENT OR HEATED ON SITE WITHOUT ENGINEER'S PRIOR APPROVAL.

6. THE DEVIATION OF REINFORCEMENT FROM ITS SPECIFIED POSITION SHALL NOT EXCEED THE FOLLOWING(MM):

6.1) TOLERENCE FOR COVER -0,+10 MM. WHERE A NEGATIVE VALUE INDICATES A DECREASE IN SPECIFIED COVER, AND POSITIVE

VALUE INDICATES AN INCREASE IN COVER.

6.2) TOLERENCES ON PLACING OF REINFORCEMENT:

I) FOR SLABS AND STAIRCASE -10,+10MM.

II) FOR BEAMS COLUMNS AND FOUNDATION -15,+15 MM.

7. SPACERS AND SUPPORTS SHALL BE LOCATED AT CENTRES CLOSE ENOUGH(PREFERABLY NOT EXCEEDING 750MM C/C FOR COLUMN

AND BEAM REINFORCEMENT, AND 450MM FOR SLAB REINFORCEMENT) TO PREVENT DISPLACEMENT OF REINFORCEMENT BY

WORKMEN OR EQUIPMENT DURING FIXING AND SUBSEQUENT CONCRETE PLACEMENT WITHIN THE TOLERENCE GIVEN IN 6 ABOVE.

8. THE COVER TO THE REINFORCEMENT NEAREST TO THE CONCRETE SURFACE SHALL NOT BE LESS THAN THE FOLLOWING EXCEPT

WHERE SPECIFIED OTHERWISE:

BEAMS 30 MM

COLUMNS 40 MM

FLOOR SLABS AND STAIRCASE 20 MM FOUNDATION 50 MM

9. BENDING OF REINFORCEMENT IN BEAMS AND COLUMNS SHALL COMPLY WITH THE REQUIREMENTS OF IS456:2000.

10. REINFORCEMENT SHALL BE SUBJECT TO LABORATORY TEST TO DETERMINE DUCTILE PROPERTY.

11. INSTALLATION OF REINFORCEMENT SHALL BE COMPLETED AT LEAST 24 HOURS PRIOR TO SCHEDULED CONCRETE PLACEMENT. NOTIFY

ENGINEER AT LEAST 48 HOURS PRIOR TO SCHEDULED CONRETE PLACEMENT, TO ALLOW TIME FOR INSPECTION.

F. TIMBER

1. ALL STRUCTURAL TIMBER SHALL CONFORM TO THE IS883.( If available use the Bhutanese Timber Code)

2. MOISTURE CONTENT OF THE STRUCTURAL TIMBER SHALL NOT EXCEED 12%.

3. ALL STRUCTURAL TIMBER SHALL HAVE A MINIMUM ALLOWABLE BENDING STRESS, Fb, OF 7MPA,

A MINIMUM ALLOWABLE HORIZONTAL SHEAR STRESS, Fv, OF 0.6MPA, A MINIMUM MODULUS OF

ELASTICITY, E, OF 9800MPA, AND MAXIMUM UNIT WEIGHT OF 5.75 KN/M3.

G. FORMWORK

1. PROPERLY BRACE AND SHORE FORMWORK TO MAINTAIN ALIGNMENT AND TOLERANCE IN ACCORDANCE WITH IS456:2000.

2. FORMWORK SHALL COMPLY WITH CLAUSE 11 OF IS456:2000.

3. STRIPPING OF FORMWORK SHALL COMPLY WITH CLAUSE 11.3 OF IS456:2000.

NOTES:

1. GROUND LEVEL REFERS TO THE LEVELLED GROUND AFTER HAVING REMOVED ALLTHE TOP ORGANIC SOIL.2. THE MINIMUM DEPTH OF FOUNDATION SHALL BE 1500MM FROM THE GROUND LEVEL.3. BACK FILL SHALL BE FULLY COMPACTED BEFORE PLACING GROUND FLOORCONCRETE.4. PROPER ANCHORAGE OF BEAM BARS IN EXTERIOR COLUMN SHALL BE PROVIDED ASDETAILED IN DRAWING NO. STR/08.5. IN ORDER TO ACHIEVE PROPER ANCHORAGE OF BEAM BARS INTO EXTERIORCOLUMNS, ALL EXTERIOR COLUMN SHALL BE CAST ONLY UP TO 3/4 OF THEIR HEIGHTBEFORE LAYING BEAM REINFORCEMENT IN UPPER FLOOR.

REFERENCE:

1. REFER DRG. NO. STR/02 FOR COLUMN LAYOUT PLAN2. REFER DRG. NO. STR/03 FOR FOOTING & WALL FOUNDATION DETAILS3. REFER DRG. NO. STR/04 FOR COLUMN DETAILS5. REFER DRG. NO. STR/05 FOR COLUMN SPLICE DETAILS.6. REFER DRG. NO. STR/06 FOR BEAM SPLICE DETAILS7. REFER DRG. NO. STR/07 FOR BEAM- COLUMN JUNCTION DETAILS.

F1

2000

2000

F1

F1F1

3250 3550 2950 3550 3250

F2

2200

2200

F2 F2 F2 F2

F2

F2F2F2F2

F3

2400

2400

F3 F3 F3

3250

3525

NOTES:

1. GROUND LEVEL REFERS TO THE LEVELLED GROUND AFTER HAVING REMOVED ALLTHE TOP ORGANIC SOIL.2. THE MINIMUM DEPTH OF FOUNDATION SHALL BE 1500MM FROM THE GROUND LEVEL.3. BACK FILL SHALL BE FULLY COMPACTED BEFORE PLACING GROUND FLOORCONCRETE.4. PROPER ANCHORAGE OF BEAM BARS IN EXTERIOR COLUMN SHALL BE PROVIDED ASDETAILED IN DRAWING NO. STR/08.5. IN ORDER TO ACHIEVE PROPER ANCHORAGE OF BEAM BARS INTO EXTERIORCOLUMNS, ALL EXTERIOR COLUMN SHALL BE CAST ONLY UP TO 3/4 OF THEIR HEIGHTBEFORE LAYING BEAM REINFORCEMENT IN UPPER FLOOR.

REFERENCE:

1. REFER DRG. NO. STR/02 FOR COLUMN LAYOUT PLAN2. REFER DRG. NO. STR/03 FOR FOOTING & WALL FOUNDATION DETAILS3. REFER DRG. NO. STR/04 FOR COLUMN DETAILS5. REFER DRG. NO. STR/05 FOR COLUMN SPLICE DETAILS.6. REFER DRG. NO. STR/06 FOR BEAM SPLICE DETAILS7. REFER DRG. NO. STR/07 FOR BEAM- COLUMN JUNCTION DETAILS.

3250 3550 2950 3550 3250

3250

3525

C1

C2 C3 C3 C3 C3

C2 C2 C2 C2

C2

C2 C2 C2 C2

C1

C1C1

2200 4502200F22000

FOOTINGMARK L

F1

D

400

B

2000

FOOTING SIZE

12Ø@150 c/c 12Ø@150c/c

BOTTOM REBARIN L-DIRECTION

12Ø@180 c/c

FOOTING SCHEDULE

BOTTOM REBARIN B-DIRECTION

12Ø@180 c/c

TOP REBAR INBOTH DIRECTION

10Ø@180 c/c

BFOOTING

C OF COLUMN/

TYPICAL FOOTING PLAN

A

C OF COLUMN/FOOTING

L

A

L

dt = 57Ø OF BAR

L

LBEAM IN THE ORTHOGONAL

DIRECTION

50

TYPICAL FOOTING ELEVATION

(SECTION A-A)

1500 MIN

75mm side cover

D75MM PROJECTION

BOTTOM REBAR(SEE TABLE BELOW )

150 MM STONE SOLING100 MM CONCRETE(1:2:4), 40mm agg.

COLUMN BARS (REFER DETAILS)

TOP REBAR

(SEE TABLE BELOW )

PROVIDE EXTRACOVER TO COLUMNBELOW GROUND

GROUND FLOOR BEAM (ReferDetails)

RL -1.500 M

RL ± 0.000 M

10Ø@180 c/c

GROUND FLOOR LEVEL

50mm MIN

2400 4502400 12Ø@150 c/c 12Ø@150c/c 10Ø@180 c/cF3

1500

FOUNDATION FOR EXTERNAL WALLBELOW BASEMENT/PLINTH BEAM

PLINTH BEAM

150 MM THICK STONE SOLING

RRM IN CM (1:4)

75 MM THICK PCC(1:3:6)

BRICK WALL

RL ± 0.000 M

800

700

600

75 MM THICK PCC(1:3:6)

RRM IN CM (1:4)

REFER ARCHITECTURALDRAWING

150 MM THICK STONE SOLING

FOUNDATION FOR INTERNAL WALL BELOWBASEMENT/PLINTH BEAM AND PARTITION

WALL

450

RL +0.60 M

PLINTH BEAM

800

600

BRICK WALL

1500

NOTES:SAME WALL FOUNDATION DETAILS SHALL BE ADOPTED FOR ALL WALLS..

NOTES:

1. GROUND LEVEL REFERS TO THE LEVELLED GROUND AFTER HAVING REMOVED ALL THE TOP ORGANIC SOIL.2. THE MINIMUM DEPTH OF FOUNDATION SHALL BE 1500MM FROM THE GROUND LEVEL3. BACK FILL SHALL BE FULLY COMPACTED BEFORE PLACING GROUND FLOOR CONCRETE.4. PROPER ANCHORAGE OF BEAM BARS IN EXTERIOR COLUMN SHALL BE PROVIDED AS DETAILED IN DRAWING NO. STR/075. IN ORDER TO ACHIEVE PROPER ANCHORAGE OF BEAM BARS INTO EXTERIOR COLUMNS, ALL EXTERIOR COLUMN SHALL BE CAST ONLY UP TO 3/4 OF THEIR HEIGHT BEFORE LAYING BEAM REINFORCEMENT IN UPPER FLOOR.

REBARSIZE

ANCHORAGEMENTLENGTH, Ldt

16Ø

12Ø

20Ø

25Ø

685

920

1150

1430

FOOTING & WALL FOUNDATION DETAILS

REFER ARCHITECTURALDRAWING

S1

900

900

GL

LdSPLICING

600

600

600

600 Special confiningzone

S2

GL

S1

S2Non splicing zone

Special confiningzone

3150

3150

GROUND FLOOR LEVEL

600

600

600

900

900

COLUMN DETAILS

1500

600

SECOND FLOOR LEVEL

600 600

600

S1

S2

S1




Specialconfining zone

Non splicing zone

S1

FIRST FLOOR LEVEL

ROOF LEVEL

3150

TYPICAL COLUMN DETAILS SHOWING TIES

C1

Type

2-8Ø @ 75 c/c

Ties (S1) , at splices & below the plinth levelSize Main Bar

COLUMN SCHEDULE

2-8Ø @ 150 c/c

Ties (S2)

400 X400

REFERENCES:

1. REFER DRG. NO. STR/01& 02 FOR FOOTING & COLUMN LAYOUT PLAN.2. REFER DRG. NO. STR/03 FOR FOOTING & WALL FOUNDATION DETAILS.3. REFER DRG. NO. STR/07 FOR BEAM- COLUMN JUNCTION DETAILS.4. REFER DRG. NO. STR/06 FOR COLUMN SPLICE DETAILS.5. REFER DRG. NO. STR/23 FOR STAIRCASE DETAILS.

C2 2-8Ø @ 75 c/c 2-8Ø @ 150 c/c400 X 400

NOTES:

1. ALL SPLICES TO BE PROVIDED NEAR THE MIDDLE OF COLUMN.2. NOT MORE THAN 50% OF COLUMN BARS SHALL BE SPLICED AT ONE SECTION.3. SPLICING OF COLUMN BARS AT BASEMENT AND GROUND FLOOR IS NOT PERMITTED.4. COLUMN DETAILS IS SAME UP TO ROOF LEVEL.5. CLOSER SPACING OF TIES OF 75 MM C/C SHOULD BE PROVIDED THROUGH OUT THE COLUMN SUPPORTING STAIRCASE.6. TIES SPACING OF 75 MM C/C SHOULD BE PROVIDED IN ALL COLUMNS UP TO GROUND FLOOR.7. COLUMN SHOULD CONTINUE TILL TIE BEAM SUPPORTING TRUSSES AND BEAMS.8. IN ORDER TO ACHIEVE PROPER ANCHORAGE OF BEAM BARS INTO EXTERIOR COLUMNS, ALL EXTERIOR COLUMN SHALL BE CAST ONLY UP TO 3/4 OF THEIR HEIGHT BEFORE LAYOUT BEAM REINFORCEMENT IN UPPER FLOORS.9. Ld = 16 MM = 950 20 MM = 1150 25 MM = 1450

400

C2

400

4-25Ø

4-16Ø

ties 8Ø

400

C3

400

4-25Ø

4-20Ø

ties 8Ø

400

C1

400

4-20Ø

4-20Ø

ties 8Ø

4-25Ø+4-16Ø

C3 400 X 400 4-25Ø+4-20Ø 2-8Ø @ 75 c/c 2-8Ø @ 150 c/c

8-20Ø

S1

900

900

GL

LdSPLICING

600

600

600

600 Special confiningzone

S2

GL

S1

S2Non splicing zone


3150

3150

600

600

600

900

900

COLUMN SPLICE DETAILS

1500

600

600 600

600

S1

S2

S1




Specialconfining zone

Non splicing zone

S1

ROOF LEVEL

3150

100

135°

40MM COVER(MIN.)

100

TYPICAL COLUMN DETAIL

Rebar sizeDevelopment

length,Ld

700

16Ø

12Ø

20Ø

25Ø

950

1150

1450

NOTES:

1. ALL SPLICES TO BE PROVIDED NEAR THE MIDDLE OF COLUMN.2. NOT MORE THAN 50% OF COLUMN BARS SHALL BE SPLICED AT ONE SECTION.3. SPLICING OF COLUMN BARS AT BASEMENT AND GROUND FLOOR IS NOT PERMITTED.4. COLUMN DETAILS IS SAME UP TO ROOF LEVEL.5. CLOSER SPACING OF TIES OF 75 MM C/C SHOULD BE PROVIDED THROUGH OUT THE COLUMN SUPPORTING STAIRCASE.6. TIES SPACING OF 75 MM C/C SHOULD BE PROVIDED IN ALL COLUMNS UP TO GROUND FLOOR.7. COLUMN SHOULD CONTINUE TILL TIE BEAM SUPPORTING TRUSSES AND BEAMS.8. IN ORDER TO ACHIEVE PROPER ANCHORAGE OF BEAM BARS INTO EXTERIOR COLUMNS, ALL EXTERIOR COLUMN SHALL BE CAST ONLY UP TO 3/4 OF THEIR HEIGHT BEFORE LAYOUT BEAM REINFORCEMENT IN UPPER FLOORS.

Bend Radius, r4Ø

57010Ø

48

64

80

100

40

BEND RADIUS, 4Ø

r

EXTERIORBEAM-COLUMNCONNECTION(REFER DETAILONDWG NO. STR/07)

INTERIORBEAM-COLUMNCONNECTION(REFER DETAILSIN STR/07)

GROUND FLOOR LEVEL

SECOND FLOOR LEVEL

FIRST FLOOR LEVEL

1. SPLICING OF BOTTOM BEAM BARS SHAL BE PROVIDED 2D AWAY FROM THE FACE OF THE COLUMN2. SPLICING OF OF TOP BEAM BARS SHALL BE AT MID SPAN ( L/2)3. NOT MORE THAN 50% OF BEAM BARS SHALL BE SPLICED AT ONE SECTION4. STIRRUPS SPACING AT SPLICES SHALL BE 8Ø @ 75C/C5. SPLICING LENGTH SHALL NOT BE LESS THAN DEVELOPMENT LENGTH, Ld

L/2

2D 2D

2D 2D

2DL/2

Ld2D

Ld

Ld

L

2D 2D2D

TYPICAL ARRANGEMENT OF STIRRUPS & SPLICES IN BEAMS

Ld NOTES :

b

D

b

D

10Ø

135°

Top splice, Ld

Bottom splice, Ld

D

D

D

S/2

CONNECTION DETAIL (PLAN VIEW)

TYPICAL INTERIOR BEAM - COLUMN

COLUMN REINFORCEMENTS

BEAM

COLUMN TIES WITHIN THE JOINT

COLUMN REINFORCEMENT

REINFORCEMENTCOLUMN

BEAM BAR BENT FOR ANCHORAGE

COLUMN TIECOLUMN TIE

REINFORCEMENTBEAM

PCC

BEAM

COLUMN

CONNECTION DETAIL (SIDE VIEW)INTERIOR BEAM - COLUMN

PCC

COLUMN

BEAM REINFORCEMENTS

Ld = 1150 MM FOR 20Ø = 1450 MM FOR 25Ø = 950 MM FOR 16 Ø = 700 MM FOR 12Ø

50 MM (MAX)BEAM

COLUMN TIE

50Ø

FOR ANCHORAGEBEAM BAR BENT

50 MM (MAX)

CONNECTION DETAIL ( SIDE VIEW)

TYPICAL EXTERIOR BEAM - COLUMN

BEAM

CONNECTION DETAIL (PLAN VIEW)

TYPICAL EXTERIOR BEAM - COLUMN

50MM (MAX)

COLUMNEXTERIOR COLUMN

COLUMN REINFORCEMENT

BEAM

COLUMN

50 MM (MAX)

BEAM STIRRUPS

PRIMARY-SECONDARYBEAM JUNCTION DETAILS

BEAM -COLUMN JUNCTION DETAILS

SECONDARY BEAM

PRIMARY BEAM

PLINTH BEAM LAYOUT PLAN

Extra PCC Extra PCC

Extra PCC

Extra PCC

3250 3550 2950 3550 3250

3250

3525

A

700S1

1

1

2

2L-SECTION OF PLINTH BEAM ALONG GRID 1 & 2 (300x350)

980

S1

B

S1

C

S1

35503250

S2

F

S1

E

S1

D

2950 3550 3250

980 1070 1070 890 890 1070 1070 980 980

700 700 S2 700 700 S2 700 700 S2 700700 S2 700S1 S1 S1 S1

1

700S1

3

3

4

4

L-SECTION OF PLINTH BEAM ALONG GRID A, B, C, D, E & F (300x350)

975

S2

2

S1

3

1060

3525

2-20Ø

700 S2S1

1060

2-20Ø+2-16Ø

4-16Ø3250

700 700

975

4-16Ø 4-16Ø 4-16Ø 4-16Ø 4-16Ø 4-16Ø 4-16Ø 4-16Ø 4-16Ø 4-16Ø2-16Ø 2-16Ø 2-16Ø 2-16Ø 2-16Ø

A

700S1

1

1

2

2

L-SECTION OF PLINTH BEAM ALONG GRID 3 (300x350)

980

S1

B

S1

C

S135503250

S2

F

S1

E

S1

D

2950

3550 3250

980 1070 1070 890 8901070 1070 980 980

700 700 S2 700 700 S2 700 700 S2 700

700 S2 700

S1

S1

S1 S1

4-16Ø 4-16Ø 4-16Ø 4-16Ø

4-16Ø 4-16Ø

4-16Ø 4-16Ø 4-16Ø 4-16Ø2-16Ø 2-16Ø

2-16Ø

2-16Ø 2-16Ø2-12Ø 2-12Ø

600

550

550

350350

300

SECTION 2-2300

SECTION 1-1

2-16ØPCC PCC

4-12Ø4-12Ø

4-16Ø

Stirrups Details S1 = 8Ø @100c/c S2 = 8Ø @150c/c

REFERENCES:

1. REFER DRG. NO. STR/08 FOR PLINTH BEAM LAYOUT PLAN.2. REFER DRG. NO. STR/07 FOR BEAM- COLUMN JUNCTION DETAILS.3. REFER DRG. NO. STR/06 FOR BEAM SPLICE DETAILS.4. REFER DRG. NO. STR/23 FOR STAIRCASE DETAILS.

4-12Ø

4-12Ø

4-12Ø 4-12Ø 4-12Ø 4-12Ø

4-12Ø 4-12Ø 4-12Ø

4-12Ø

2-20Ø+2-16Ø 2-20Ø+2-16Ø 2-20Ø+2-16Ø2-20Ø

4-16Ø

S1

350350

300

SECTION 4-4300

SECTION 3-3

2-20Ø2-16Ø

4-16Ø4-16Ø

2-20Ø

FIRST FLOOR BEAM LAYOUT PLAN

Extra PCC Extra PCC

Extra PCC

3250 3550 2950 3550 3250

3250

3525

1400

A

800S1

1

1

2

2L-SECTION OF FIRST FLOOR BEAM ALONG GRID 2 & 3 (300x400)

980

S1

B

S1

C

S1

35503250

S2

F

S1

E

S1

D

2950 3550 3250

980 1070 1070 890 890 1070 1070 980 980

800 800 S2 800 800 S2 800 800 S2 800800 S2 800S1 S1 S1 S1

A

800S1

1

1

2

2L-SECTION OF FIRST FLOOR BEAM ALONG GRID 1 (300x400)

980

S1

B

S1

C

35503250

S2

F

S1

E

S1

D

2950 3550 3250

980 1070 1070 1070 1070 980 980

800 800 S2 800 800 S2 800 800 S2 800S1 S1 S1

1

800S1

3

3

4

4

L-SECTION OF FIRST FLOOR BEAM ALONG GRID A, B, E & F (300x400)

975

S2

2

S1

3

1060

3525

2-25Ø

800 S2S1

1060

2-25Ø+2-16Ø

2-20Ø+2-16Ø3250

800 800

975

1

800S1

3

3

4

4

L-SECTION OF FIRST FLOOR BEAM ALONG GRID C & D (300x400)

975

S2

2

S1

3

1060

3525

800 S2S1

1060

3250

800 800

975

S1

4-20Ø 4-20Ø2-20Ø

4-20Ø 4-20Ø 4-20Ø 4-20Ø 4-20Ø 4-20Ø 4-20Ø 4-20Ø2-20Ø 2-20Ø 2-20Ø 2-20Ø

4-16Ø 4-16Ø 4-16Ø 4-16Ø 4-16Ø

4-20Ø 4-20Ø2-20Ø

4-20Ø 4-20Ø 4-20Ø 4-20Ø 4-20Ø 4-20Ø2-20Ø 2-20Ø 2-20Ø

4-16Ø 4-16Ø 4-16Ø 4-16Ø

1200

2-25Ø+2-16Ø 2-25Ø+2-16Ø 2-25Ø+2-16Ø 2-25Ø+2-16Ø2-25Ø

2-20Ø+2-16Ø

S1

2-25Ø2-25Ø+2-16Ø

2-20Ø+2-16Ø

2-25Ø+2-16Ø 2-25Ø+2-16Ø 2-25Ø+2-16Ø2-25Ø

2-20Ø+2-16Ø

400

300

SECTION 2-2300

SECTION 1-1

2-20ØPCC PCC

4-16Ø4-16Ø

4-20Ø


REFERENCES:

1. REFER DRG. NO. STR/10 FOR FIRST FLOOR BEAM LAYOUTPLAN.2. REFER DRG. NO. STR/07 FOR BEAM- COLUMN JUNCTIONDETAILS.3. REFER DRG. NO. STR/06 FOR BEAM SPLICE DETAILS.4. REFER DRG. NO. STR/23 FOR STAIRCASE DETAILS.

400400

300

SECTION 4-4300

SECTION 3-3

2-25Ø2-16Ø

2-16Ø

2-25Ø

2-20Ø2-16Ø2-20Ø400

SECOND FLOOR BEAM LAYOUT PLAN

Extra PCC Extra PCC

Extra PCC

3250 3550 2950 3550 3250

3250

3525

A

800S1

1

1

2

2L-SECTION OF SECOND FLOOR BEAM ALONG GRID 2 & 3 (300x400)

980

S1

B

S1

C

S1

35503250

S2

F

S1

E

S1

D

2950 3550 3250

980 1070 1070 890 890 1070 1070 980 980

800 800 S2 800 800 S2 800 800 S2 800800 S2 800S1 S1 S1 S1

A

800S1

1

1

2

2L-SECTION OF SECOND FLOOR BEAM ALONG GRID 1 (300x400)

980

S1

B

S1

C

35503250

S2

F

S1

E

S1

D

2950 3550 3250

980 1070 1070 1070 1070 980 980

800 800 S2 800 800 S2 800 800 S2 800S1 S1 S1

1

800S1

3

3

4

4

L-SECTION OF SECOND FLOOR BEAM ALONG GRID A, B, E & F (300x400)

975

S2

2

S1

3

1060

3525

2-25Ø

800 S2S1

1060

2-25Ø+2-16Ø

2-20Ø+2-16Ø3250

800 800

975

1

800S1

3

3

4

4

L-SECTION OF SECOND FLOOR BEAM ALONG GRID C & D (300x400)

975

S2

2

S1

3

1060

3525

800 S2S1

1060

3250

800 800

975

S1

4-20Ø 4-20Ø2-20Ø

4-20Ø 4-20Ø 4-20Ø 4-20Ø 4-20Ø 4-20Ø 4-20Ø 4-20Ø2-20Ø 2-20Ø 2-20Ø 2-20Ø

4-16Ø 4-16Ø 4-16Ø 4-16Ø 4-16Ø

4-20Ø 4-20Ø2-20Ø

4-20Ø 4-20Ø 4-20Ø 4-20Ø 4-20Ø 4-20Ø2-20Ø 2-20Ø 2-20Ø

4-16Ø 4-16Ø 4-16Ø 4-16Ø

1200

2-25Ø+2-16Ø 2-25Ø+2-16Ø 2-25Ø+2-16Ø 2-25Ø+2-16Ø2-25Ø

2-20Ø+2-16Ø

S1

2-25Ø2-25Ø+2-16Ø

2-20Ø+2-16Ø

2-25Ø+2-16Ø 2-25Ø+2-16Ø 2-25Ø+2-16Ø2-25Ø

2-20Ø+2-16Ø

400

300

SECTION 2-2300

SECTION 1-1

2-20ØPCC PCC

4-16Ø4-16Ø

4-20Ø


REFERENCES:

1. REFER DRG. NO. STR/12 FOR SECOND FLOOR BEAMLAYOUT PLAN.2. REFER DRG. NO. STR/07 FOR BEAM- COLUMN JUNCTIONDETAILS.3. REFER DRG. NO. STR/06 FOR BEAM SPLICE DETAILS.4. REFER DRG. NO. STR/23 FOR STAIRCASE DETAILS.

400400

300

SECTION 4-4300

SECTION 3-3

2-25Ø2-16Ø

2-16Ø

2-25Ø

2-20Ø2-16Ø2-20Ø400

ROOF BEAM LAYOUT PLAN

Extra PCC Extra PCC

Extra PCC

3250 3550 2950 3550 3250

3250

3525

A

700S1

1

1

2

2L-SECTION OF ROOF BEAM ALONG GRID 1, 2 & 3 (300x350)

980

S1

B

S1

C

S1

35503250

S2

F

S1

E

S1

D

2950 3550 3250

980 1070 1070 890 890 1070 1070 980 980

700 700 S2 700 700 S2 700 700 S2 700700 S2 700S1 S1 S1 S1

1

700S1

1

1

2

2

L-SECTION OF ROOF BEAM ALONG GRID A, B, C, D, E & F (300x350)

975

S2

2

S1

3

1060

3525

2-16Ø

700 S2S1

1060

4-12Ø3250

700 700

975

4-16Ø 4-16Ø 4-16Ø 4-16Ø 4-16Ø 4-16Ø 4-16Ø 4-16Ø 4-16Ø 4-16Ø2-16Ø 2-16Ø 2-16Ø 2-16Ø 2-16Ø

350350

300

SECTION 2-2300

SECTION 1-1

2-16ØPCC PCC

4-12Ø4-12Ø

4-16Ø


REFERENCES:

1. REFER DRG. NO. STR/16 FOR ROOFBEAM LAYOUT PLAN.2. REFER DRG. NO. STR/07 FOR BEAM-COLUMN JUNCTION DETAILS.3. REFER DRG. NO. STR/06 FOR BEAMSPLICE DETAILS.4. REFER DRG. NO. STR/23 FOR STAIRCASEDETAILS.

4-12Ø 4-12Ø 4-12Ø 4-12Ø 4-12Ø

2-16Ø

4-12Ø

S1

4-16Ø 4-16Ø 4-16Ø 4-16Ø

Masonry Wall

c

cB

B

300300

DOOR / WINDOW OPENING

LINTEL BAND OVER OPENINGS

LINTEL BAND OVER OPENINGS

DOOR / WINDOW OPENING

SECTION C-C

250

75

2-12Ø2-12Ø

250

1-8Ø per boh

BA

3-12Ø

8Ø@150c/c3-12Ø

150150 2-12Ø

NOTES :

1. LINTEL BAND SHALL BE PROVIDED FOR THE FULL LENGTH OF WALLS.

2. LAP LENGTH OF LINTEL BAND REINFORCEMENT SHALL NOT BE LESS THAN 47XØ OF BAR.

3. LINTEL BAND SHALL EXTEND FROM COLUMN TO COLUMN ENCLOSING PROJECTED WALLS

4. LINTEL BAND REINFORCEMENT SHALL BE PROPERLY ANCHORED TO COLUMNS.

2-12Ø3-12Ø

SECTION B-B250

125

INTERNAL

8Ø@150c/c150

SECTION A-A

BA

LINTEL BAND DETAILS

TYPICAL LINTEL BAND DETAIL AT CORNEROVER NON PROJECTED EXTERNAL WALL

TYPICAL LAYOUT OF VERTICAL REINFORCEMENT THROUGH PROJECTED WALLS

MASONRY WALL

DETAIL A

LINTEL BANDREINFORCEMENT

10Ø VERTICALREINFORCEMENT

450

2-12Ø

RCC COLUMNMASONRY

LINTEL BAND

10Ø VERTICALREINFORCEMENT

SECTION X-X

10Ø AS VERTICAL REINFORCEMENT

VERTICAL REINFORCEMENT

DETAIL B

X X450

RCC COLUMN

DETAIL CX

X2-12Ø

TYPICAL LINTEL BAND DETAIL AT MIDDLEOVER NON PROJECTED EXTERNAL WALL

MASONRY WALL

RCC COLUMNLINTEL BANDREINFORCEMENT


RCC COLUMN

MASONRY WALL

DETAIL CDETAIL B

BAND REINFORCEMENT

VERTICAL REINFORCEMENT

TYPICAL LINTEL BAND DETAIL AT CORNEROVER PROJECTED EXTERNAL WALL

2-12Ø ( BOTH DIRECTIONS)


RCC COLUMN

TYPICAL LINTEL BAND DETAIL AT MIDDLEOVER PROJECTED EXTERNAL WALL

10Ø AS VERTICAL REINFORCEMENT

DETAIL A

1-10Ø AS VERTICAL REINFORCEMENT

VERTICAL REINFORCEMENT FOR PROJECTED WALL AND LINTAL ANCHORAGE

NOTES :1. VERTICAL REINFORCEMENT SHALL BE PROVIDED WITHIN WALLS WHERE WALL ARE PROJECTED OUTWARD FROM THE MAIN BUILDING LINE.2. VERTICAL REINFORCEMENT SHALL EXTEND FROM SECOND FLOOR SLAB/BEAM TO ROOF SLAB/BEAM.3. VERTICAL REINFORCEMENT SHALL BE PROPERLY ANCHORED TO FLOOR SLAB/BEAM AND EMBEDMENT LENGTH SHALL BE NOT LESS THAN 47Ø OF BAR.4. LINTEL BAND SHALL CONTINUE THROUGHOUT THE LENGTH OF WALL.

PCC(1:1.5:3)BEAM FACE

MASONRY WALL

COLUMN OUTSIDE FACE

SLAB REINFORCEMENT

COLUMN INSIDE FACE

GROUND FLOOR LEVEL CORNICEC OF COLUMNL

GROUND/FIRST/SECONDFLOOR LEVEL

MASONRY WALL

FIRST FLOOR LEVEL

COLUMN OUTSIDE FACE

240

COLUMN INSIDE FACE

SLAB REINFORCEMENT1-10Ø(PER BOH)

600

FIRST LEVEL CORNICE

C OF COLUMNL

3-10Ø

MASONRY WALL

SECOND FLOOR LEVEL

COLUMN OUTSIDE FACE

COLUMN INSIDE FACE

SLAB REINFORCEMENT

1-10Ø(PER BOH)600

3-12Ø

3-12Ø

ROOF BEAM(REFER DETAILS)

CORNICE HOLDING BEAM

ROOF LEVEL

250

MASONRY WALL

TIMBER CORNICE(REFER ARCH. DRAWINGS FOR

DETAILS)

SECOND FLOOR LEVEL CORNICE

ROOF LEVEL CORNICE DETAILS

EXTRA REBAR SHAPE

500

2-10Ø(PER BOH)

500

C OF COLUMNL

C OF COLUMNL

EXTRA REBAR SHAPE

EXTRA REBAR SHAPE

1-10Ø(PER BOH)

NOTES & REFERENCE:

1. NOTIFY ENGINEERS IF CORNICE DIFFER SIGNIFICANTLY AT SITE FROM THE DETAILS GIVEN HEERIN.

2. REFER ARCHITECTURAL DRAWINGS FOR LOCATION 7 COVERAGE OF CORNICE.

200

400

250

200400

200 200

400

400

250

200

200

200 200

Extra PCC

3250 3550 2950 3550 3250

3250

3525

REFERENCES:

1. REFER DRAWING NO. STR/20, STR/21, STR/22 FOR SLAB DETAILS.

1. REFER DRAWING NO. STR/23 FOR STAIRCASE DETAILS.

NOTES:

FLOOR SLAB THICKNESS 120 MM

ROOF SLAB THICKNESS 100 MM

NO SLAB ON THE VERANDAH IN ROOF SLAB

3250 3550 2950 3550 3250

3250

3525

STAIRCASE

Y

Y

X X

10Ø@170 C/C

10Ø@170 C/C

10Ø@170 C/C

10Ø@170 C/C

REFERENCES:

1. REFER DRAWING NO. STR/22 FOR SLAB SECTION DETAILS.

2. REFER DRAWING NO. STR/22 FOR TYPICAL ANCHORAGE OF SLAB BAR INTO BEAMS.

3. REFER DRAWING NO. STR/23 FOR STAIRCASE DETAIL.

NOTES:




3250 3550 2950 3550 3250

3250

3525

STAIRCASE

980 980 1070 1070 890 890 1070 1070 980 980

980

980

1060

1060

980 980 1070 1070 890 890 1070 1070 980 980

980

980

1060

1060

Y

Y

X X

10Ø@150 C/C

10Ø@150C/C

10Ø@150 C/C

10Ø@150C/C

REFERENCES:

1. REFER DRAWING NO. STR/22 FOR SLAB SECTION DETAILS.

2. REFER DRAWING NO. STR/22 FOR TYPICAL ANCHORAGE OF SLAB BAR INTO BEAMS.

3. REFER DRAWING NO. STR/23 FOR STAIRCASE DETAIL.

NOTES:




3525

10Ø@150 C/C10Ø@150 C/C

10Ø@170 C/C10Ø@170 C/C

10Ø@150 C/C10Ø@150 C/C

10Ø@170 C/C10Ø@170 C/C

SECTION Y-Y

980 940 980 1060 1055

1 2 3

1060

10Ø@150 C/C10Ø@150 C/C

1200

10Ø@150 C/C10Ø@150 C/C

3250

A

3250 3550

980

10Ø@150 C/C10Ø@150 C/C

10Ø@170 C/C10Ø@170 C/C

10Ø@150 C/C10Ø@150 C/C

10Ø@150 C/C10Ø@150 C/C

10Ø@170 C/C10Ø@170 C/C

B D

940 980 1120 890 890

SECTION X-X

10Ø@150 C/C10Ø@150 C/C

1070 980

F

10Ø@170 C/C

10Ø@150 C/C10Ø@150 C/C

3550

1070

10Ø@170 C/C

EC

35502950

1070 9801060 820 1060 1240

10Ø@170 C/C10Ø@170 C/C10Ø@170 C/C

10Ø@170 C/C

10Ø@150 C/C10Ø@150 C/C

SLAB SECTION DETAILS

NOTES:

1. FLOOR SLAB THICKNESS IS 120 MM

2. ROOF SLAB THICKNESS IS 100 MM3. ADOPT SAME SECTION DETAILS FORALL SLABS

REFERENCES:

1. REFER DRAWING NO. STR/20 & STR/21FOR TOP AND BOTTOM REINFORCEMENT

2. REFER DRAWING NO. STR/23 FOR

STAIRCASE DETAIL.

TYPICAL DETAI OF ANCHORAGE OFSLAB REINFORCEMENT IN BEAM

BEAM

500 (MIN)SLAB

2950

1075

2000

SECTION A-A

FLOOR SLAB(REFER SLAB DETAILS)

12Ø@150c/c

600

600

6001000

1000600

12Ø@150c/c10Ø@150c/c

10Ø@150c/c

12Ø@150c/c

10Ø@150c/c

10Ø@150c/c12Ø@150c/c

SECTION B-BWAIST SLAB THICKNESS =130TREAD =250RISER =175

12Ø@150c/c

10Ø@150c/c

12Ø@150c/c

10Ø@150c/c12Ø@150c/c

LANDING BEAM

12Ø@150c/c

12Ø@150c/c

10Ø@150c/c

1075

1075

LANDING

LANDING

12Ø@150c/c

X

NUMBER OF STEPS= 18

175

250

DETAIL X

10Ø@150 c/c

12Ø@150 c/c

2000

130

1-10Ø

1575

1575

Y2 Y3

(REFER BEAM DETAILS)

FLOOR BEAM ALONG GRID 3

FINISHED FLOOR LEVEL

10151000

1000

10Ø300C/C

STAIRCASE SECTION

400400

300SECTION 2-2

300SECTION 1-1

2-20Ø2-20Ø

4-16Ø4-16Ø

PCC PCC

A

A

B

B

INTERMEDIATELANDING

C

S1

D

2950

890 890

800 S2 800S1

1

1

2

2L-SECTION OF LANDING BEAM

4-16Ø

2-20Ø+2-16Ø2-20Ø 2-16Ø

2050 1694 1694 1706 1706 1475 1475 1706 1706 1694 1694 2050

2050

1694

1694

1694

1294

2450

20650

2050

1694

1694

1694

1693

2050

2050 1694 1694 1706 1706 1475 1475 1706 1706 1694 1294 2450

10875

T1 T1

T1

T1

T1

T1

T1T1

T2 T2

T2

T2

T2

T2

T3 T3

T4T4T4T4T4T4T4

T2 T2T4 T4 T4 T4 T4 T4 T4SLO

PESLO

PE SLOPESLOPE

T5 T5

PROP PROP PROP

PROP

PROP

PROP PROP PROP

PROP

PROP

PROP

RIDGE

3876

100311497761010

549335

1250 800 847 847

T2

5630

100311497761010

549335

1250 800 847 847

T3

1313 12301494 1457

847 847

2570

335

1250 827 405

T1

549 656

5630

100311497761010

549335

1250 800 847 847

T4

1313 1230 1420

847 847

5630

1003 1149776 1010

549335

1250800847847

131312301464

847847

7827

1899 1000

T5

360549

1318 7761427 1003

1563 12301716 1457

1576

B

PropF

strut(Inclined)

STEEL TUBES SIZE

E

A

Strut(Vertical)Prop

D

PURLIN

MEMBER

NOTES:

TOP & BOTTOM CHORD

TRUSS MEMBER SCHEDULE

1. ALL WELDING SHOULD BE FILLET WELD OF MINIMUN 6 MM THICK2. SIZE OF COMPLETE PENETRATION BUTT WELD GREATER THAN EQUAL TO MEMBER THICKNESS3. STEEL GRADE ST35 (Yst 22 GRADE)

STRUT (VERTICAL)

C

Top Chord

STRUT (INCLINED)

Bottom Chord

60.03 ODM, 5.070 Kg/m

SECTION THICKNESS, (mm)

3.60

3.60

3.60

3.60OD- Outer Diamter, M- medium

60.03 ODM, 5.070 Kg/m

60.03 ODM, 5.070 Kg/m

60.03 ODM, 5.070 Kg/m

8 MM WELD

RAFTERRAFTER

STRUT (INCLINED)

VERTICAL STRUT

DETAIL - A

STRUT (INCLINED)

INCLINED TIE60.03 OD @ 5.070 kg/m(Medium)

DETAIL B

120 X 80 X 6 MM PURLINCLEAT

PRINCIPALRAFTER

WELD

STRUTS

PURLINS

WASHER 5MM THICK

STRUTS

BOTTOMTIE

DETAIL C

PURLIN60.3OD @5.07 kg/m(Medium)

120 x80x 6 mmPURLIN CLEAT

PRINCIPAL RAFTER60.O3 OD @ 5.070 kg/m(Medium)

BOTTOM TIE60.03 OD @ 5.070kg/m (Medium)

DETAIL DMS Flat25x4x75mm

RCC PROP

20mm nuts, 250mm long and bolts(4 Nos)

DETAIL E

MS Flat 12mmsize=150mmx150mm

MS Flat 12mm size=150X150mm

WASHER 5MM THICK

STRUTS

BOTTOMTIE

DETAIL F

BOTTOMTIE

STRUTS

MS Flat 12mm size=150X150mmwelded to bottom chord

MS Flat25x4x75mm

RCC PROP


MS Flat 12mmsize=150mmx150mm

150

150

TOP VIEW OF JOINT B& C & ANCHORAGE JOINTS

4nos. 20 mm nut and bolts

TRUSS CONNECTION DETAILS

8 MM WELD

RAFTER

BASE PLATETRUSS HOLDING

4-20Ø, 75MM LONG

PURLIN-RAFTER

(TOP VIEW)CONNECTION DETAILS

RAFTER

6mm MS steel plate welded to steel tubular rafter

PURLIN

PURLIN

150x150x10MM BASE PLATE

RCC PROP

4-20Ø, 250MM LONG

TRUSS HOLDING DETAILS

8Ø@75c/c

HIGH DENSITYNUTS & BOLTS

VERTICAL STRUT

VERTICAL STRUT

TIE/ BOTTOM CHORD

HIGH DENSITYNUTS & BOLTS

1. SAME TRUSS CONNECTION DETAILS SHALL BE ADOPTED IN ALL CONNECTIONS.

NOTES:

1. REFER DRG. NO. STR/24 FOR TRUSS LAYOUT PLAN2. REFER DRG. NO. STR/25 FOR TRUSS ELEVATION3. REFER DRG. NO. STR/29 FOR PROP DETAILS

REFERENCES:

8 MM WELD

150

150

30

90

30

35 3580

120 x80x 6 mmPURLINCLEAT

Bottom Chord8 MM Weld

PURLIN-RAFTER

(SIDE VIEW)CONNECTION DETAILS

PURLIN

TOP CHORD

8 MM Weld

PURLIN-RAFTER

(END VIEW)CONNECTION DETAILS

120 x80x 6 mmPURLIN CLEAT

RCC PROP

PROP DETAILS

8Ø@75c/c

1. REFER DRG. NO. STR/24 FOR TRUSS LAYOUT PLAN.2. REFER DRG. NO. STR/25 FOR TRUSS ELEVATION.3. REFER DRG. NO. STR/26 FOR TRUSS MEMBER SCHEDULE.3. REFER DRG. NO. STR/27 & STR/28 FOR TRUSS CONNECTION DETAILS.

REFERENCES:

SECTION A-A

4-16Ø

250

250

A AH

1. FOR A FLEXIBLE SUPPORT, HOLDING DOWN BOLTS TO BE TIGHT 75 %2. OVAL SHAPED SOLE PLATE HOLE FOR FLEXIBLE SUPPORT3. SAME SUPPORT DETAILS TO PROVIDED AS SHOWN IN ROOF TRUSS LAYOUT PLAN.

NOTES:

MS Flat25x4x75mm

RCC PROP


FLEXIBLE SUPPORT DETAIL

MS Flat 12mmsize=150mmx150mmon top of tie beam

MS Flat 12mm size=150X150mmplaced on a RCC prop

WASHER 5MM THICK

STRUTS

BOTTOMTIE

MS Flat 12mm size=150X150mmwelded to bottom chord

BASE/SOLE PLATESECTION

RCC PROP

SOLE PLATE

BASE PLATE150


12 mm Sole Plate

SOLE PLATE FORFLEXIBLE SUPPORT

Oval shaped sole plate

150

150


12 mm Thick Sole Plate

SOLE PLATE FORFIXED SUPPORT

Circular shaped sole plate

150

150

12 mm Thick Base Plate

BASE PLATE FOR BOTHFIXED/FLEXIBLE SUPPORT

Circular shapedHole in Base Plate

NOTE:H= HEIGTH OF PROP (REFER ARCHITECTURAL DRAWING FORPROP HEIGHT

850

600

1396

75

75

775

300

KITCHEN WORK TOP DETAIL

1700

8Ø@120MM C/C BOTHWAYS

315

8Ø @ 120MM

C/C BOTHWAYS

KITCHEN SLAB BOTTOM REINFORCEMENT PLAN

8Ø@120MM C/C BOTHWAYS

880

600

200

7520

0

75 A

DETAIL A

SINK

2-8Ø

2-8Ø

KITCHEN

SINK

NOTES:

1. KITCHEN SLAB IS 75MM THICK

2. COVER TO KITCHEN SLAB IS 15MM

3. REFER ARCHITECTURAL DRAWING

FOR LOCATION OF SLAB

STRUCTURAL DRAWINGS - NHDCL · list of structural drawings for ... care shall be taken not to overstress any adjacent retaining walls and structures ... a minimum allowable horizontal

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