STRUCTURAL PLAN
GENERAL NOTES:
1.0 GENERAL :
GCpi = PRODUCT OF INTERNAL PRESSURE
& GUST EFFECT FACTOR IN NSCP TABLE 207-4.
1.1
UNLESS NOTED OTHERWISE, ALL DIMENSIONS SHOWN ARE IN MILLIMETERS
AND ELEVATIONS SHOWN ARE IN METERS.
1.2
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE
SITE, AND SHALL NOTIFY THE ENGINEER OF DISCREPANCIES BETWEEN ACTUAL
CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS BEFORE PROCEEDING
WITH THE WORK. THIS SHALL INCLUDE THE LOCATION AND DIMENSIONS OF
GROOVES, REGLETS, SLEEVES, CURBS, OPENINGS, EMBEDDED OR ATTACHED
ITEMS, ETC. (REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING.)
1.3
ALL FIGURED DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE SHOWN ON PLANS,
SECTIONS OR DETAILS. SPECIFIC NOTES AND DETAILS ON DRAWINGS SHALL TAKE
PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.
1.4
THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED
STRUCTURES. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION
UNLESS SO STATED. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY
MEASURES TO PROTECT THE STRUCTURES, ADJACENT PROPERTIES, WORKMEN
AND OTHER PERSONS DURING ALL PHASES OF CONSTRUCTION.
1.5
THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER IN CHARGE
OF ANY CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY
OF THE STRUCTURES OR CAUSE DISTRESS IN THE STRUCTURES.
1.6
THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACINGS AND
SHORINGS FOR ALL THE STRUCTURAL MEMBERS AS REQUIRED FOR STRUCTURE
STABILITY DURING ALL PHASES OF CONSTRUCTION.
1.7
1.8
1.9
3.4. SEISMIC LOAD , E
SEISMIC LOADS FOR BUILDING STRUCTURES ARE CALCULATED BASED ON
THE FOLLOWING:
E = rEh + Ev
Em = Vo Eh
WHERE:
E = EARTHQUAKE LOAD ON THE STRUCTURE
Eh = THE EARTHQUAKE LOAD DUE TO THE BASE SHEAR, V, OR THE
DESIGN LATERAL FORCE Fp.
Em = THE ESTIMATED MAXIMUM EARTHQUAKE FORCE THAT CAN BE
DEVELOPED IN THE STRUCTURE.
Ev = THE LOAD EFFECT RESULTING FROM THE VERTICAL COMPONENT
OF THE EARTHQUAKE GROUND MOTION AND IS EQUAL TO AN
ADDITIONAL OF 0.5 Ca I D TO THE DEAD LOAD EFFECT. D, FOR
STRENGTH DESIGN, AND MAY BE TAKEN AS ZERO FOR ALLOWABLE
STRESS DESIGN.
Vo = THE SEISMIC FORCE AMPLIFICATION FACTOR THAT IS REQUIRED
TO ACCOUNT FOR STRUCTURAL OVERSTRENGTH.
r
WHERE:
THE CONTRACTOR SHALL TAKE ALL STEPS NECESSARY TO ENSURE THE
PROPER ALIGNMENT OF THE STRUCTURES DURING AND AFTER THE INSTALLATION
OF ALL STRUCTURAL AND FINISH MATERIALS.
TYPICAL DETAILS AND GENERAL NOTES ON S-1 AND S-2 SHALL APPLY TO ALL PARTS
OF THE WORKS UNLESS OTHERWISE SHOWN ON THE DRAWINGS.
AB = THE GROUND FLOOR AREA OF THE STRUCTURE.
2.0 STANDARDS AND REFERENCES :
THE FOLLOWING SHALL GOVERN THE DESIGN, FABRICATION AND CONSTRUCTION
OF THE PROJECT:
2.1
AMERICAN CONCRETE INSTITUTE ( ACI PUBLICATIONS ) ;
ACI 318-05 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
ACI 315-94 MANUAL OF STANDARD PRACTICE FOR DETAILS AND DETAILING
OF CONCRETE REINFORCEMENT.
2.2
AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) PUBLICATION:
MANUAL OF STEEL CONSTRUCTION, NINTH EDITION.
"ALLOWABLE STRESS DESIGN" (ASD)
2.3
AMERICAN WELDING SOCIETY (AWS) PUBLICATION D.1.1-2000.
2.4
AMERICAN SOCIETY FOR TESTING MATERIALS (ASTM)
2.5
NATIONAL STRUCTURAL CODE OF THE PHILIPPINES (NSCP) VOL. 1,
SIXTH EDITION 2010.
2.6
ASSOCIATION OF STRUCTURAL ENGINEERS OF THE PHILIPPINES (ASEP)
HANDBOOK OF STRUCTURAL STEEL SHAPES AND SECTIONS, 2004
2.7
EARTHQUAKE BASE SHEAR, (V) :
THE TOTAL DESIGN BASE SHEAR IN A GIVEN DIRECTION SHALL
BE DETERMINED FROM THE FOLLOWING FORMULA:
V = Cv I (W)
RT
AND NEED NOT EXCEED THE FOLLOWING:
V = 2.5 Ca I (W)
R
V = 0.11 Ca I W
IN ADDITION FOR SEISMIC ZONE 4, THE TOTAL BASE SHALL ALSO
BE NOT LESS THAN THE FOLLOWING:
SEISMIC ZONE FACTOR,
IMPORTANCE FACTOR
GLOBAL DUCTILITY CAPACITY
SEISMIC FORCE OVERSTRENGTH FACTOR
SEISMIC SOURCE TYPE
NEAR - SOURCE FACTOR, Nv
NEAR - SOURCE TYPE, Na
3.1. DEAD LOADS (DL) :
24.00
77.00
18.00
200
200
2107
2730
1100
kN/m3
kN/m3
kN/m3
Pa
Pa
Pa
Pa
Pa
BASIC FLOOR AREA
HALLWAYS ABOVE GROUND FLOOR
STAIRS, HALLWAYS, AND ASSEMBLY
ROOF
1900
3800
4800
900
Pa
Pa
Pa
Pa
4.1.1
= 0.40
= 1.5
= 8.5 (SMRF)
= 2.8
=A
= 1.6
= 1.2
fc' = 28MPa (4,000 PSI)
fc' = 21MPa (3,000 PSI)
4.1.2
ALL CONCRETE SHALL BE DEPOSITED, VIBRATED AND CURED IN ACCORDANCE
WITH ACI STANDARD 318-2005.
4.1.3
MINIMUM CONCRETE COVER FOR REINFORCING BARS SHALL BE AS FOLLOWS:
A. FOOTINGS & BOT. OF FOOTING TIE BEAM = 75mm (CAST AGAINST EARTH)
B. BEAMS AND COLUMNS = 40mm (TO STIRRUPS AND TIES)
C. SLABS AND WALLS = 20mm (CAST AGAINST FORMS)
4.1.4
BEFORE CONCRETE IS POURED, CHECK WITH ALL TRADES TO ENSURE PROPER
PLACEMENT OF ALL OPENINGS, SLEEVES, CURBS, CONDUITS, ETC. RELATIVE TO
THE WORK.
4.1.5
WHEN CONCRETE WILL BE EXPOSED TO EXTERNAL SOURCES OF CHLORIDES IN
SERVICES, SUCH AS DEICING SALTS, BRACKISH WATER, SEAWATER OR SPRAY FROM
THESE SOURCES, CONCRETE MUST BE PROPORTIONED TO SATISFY THE SPECIAL
EXPOSURE REQUIREMENTS OF ACI 318-2005.
q = VELOCITY PRESSURE, KN/m
-6
Z
I
R
Vo
CONCRETE USED IN THIS WORK SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH
@ 28 DAYS AS FOLLOWS:
COLUMN, BEAM, SLAB, & OTHERS
FOOTING
3
2
= 47.3 x 10 Kz Kzt V Iw
WHERE :
Kz = VELOCITY PRESSURE COEFFICIENT GIVEN IN NSCP TABLE 207.3
EXPOSURE B.
Kzt = TOPOGRAPHIC FACTOR = 1.0
V = BASIC WIND SPEED SHOWN IN NSCP FIG. 207-1 = 250kph
I
= IMPORTANCE FACTOR = 1.15
G = GUST EFFECT FACTOR SHOWN = 0.85
Cp = EXTERNAL PRESSURE COEFFICIENT SHOWN IN NSCP FIG. 207-3
LAPPED SPLICES SHALL BE STAGGERED WHERE POSSIBLE.
4.2.5
UNLESS INDICATED OTHERWISE, SPLICING OF REINFORCEMENT SHALL BE IN
ACCORDANCE WITH ACI 318-2005.
4.2.6
UNLESS SHOWN OTHERWISE ON PLANS, SPLICES SHALL BE AS FOLLOWS :
A. BEAMS AND FOOTING TIE BEAMS : TOP AND BOTTOM BARS SHALL NOT
BE SPLICED WITHIN THE COLUMN OR WITHIN A DISTANCE OF TWICE THE
MEMBER DEPTH FROM THE FACE OF THE COLUMN ; AT LEAST TWO EXTRA
STIRRUP - TIES SHALL BE PROVIDED AT ALL SPLICES. THE SPLICE LENGTH
SHALL NOT BE LESS THAN THE LENGTH IN ITEM 4.2.9 BELOW.
B. COLUMNS : SPLICES WHEN PERMITTED SHALL BE MADE WITHIN THE CENTER
HALF OF COLUMN HEIGHT, AND LAP SPLICE SHALL NOT BE LESS THAN
40 BAR DIAMETERS. THE USE OF APPROVED MECHANICAL DEVICES MAY BE
PERMITTED PROVIDED THAT NOT MORE THAN ALTERNATE BARS ARE
SPLICED AT ANY LEVEL AND THE MINIMUM VERTICAL DISTANCE
BETWEEN TWO ADJACENT BAR SPLICES SHALL BE 600mm.
4.2.7
UNLESS INDICATED OTHERWISE, ALL BEAMS TERMINATING AT THE COLUMN
SHALL HAVE TOP AND BOTTOM BARS EXTENDING TO THE FAR FACE OF
THE COLUMN, TERMINATING IN A STANDARD 90° HOOK LENGTH OF
ANCHORAGE NOT LESS THAN 600mm.
4.2.8
SHOP DRAWINGS FOR BENDING AND CUTTING OF REINFORCEMENT SHALL
BE SUBMITTED FOR APPROVAL TO THE ENGINEER PRIOR TO FABRICATION.
4.2.9
SPLICE LENGTH OF REINFORCING BARS SHALL BE AS SHOWN IN THE TABLE BELOW.
4.3 STRUCTURAL STEEL/ANCHOR BOLTS/BOLTS/WELDS & WELDMENTS
4.3.1
ALL STRUCTURAL STEEL SHALL HAVE A MINIMUM YIELD STRENGTH,
Fy = 248 MPa (36 KSI) AND SHALL CONFORM TO ASTM A 36
SPECIFICATIONS.
4.3.2
ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN
ACCORDANCE WITH THE AISC SPECIFICATIONS (9TH EDITION) AND
CODE OF STANDARD PRACTICE AS AMENDED TO DATE.
4.3.3
ALL COLD FORMED STEEL SHALL HAVE A MINIMUM STRENGTH,
Fy = 230 MPa (33 KSI)
4.3.4
NO STEEL SHALL BE FABRICATED OR ERECTED UNTIL SHOP DRAWINGS
HAVE BEEN APPROVED BY THE STRUCTURAL ENGINEER.
4.3.5
ALL SHOP AND FIELD WELDING SHALL BE IN ACCORDANCE WITH AWS
D.1.1-2000 AND PERFORMED BY QUALIFIED WELDERS.
4.3.6
UNLESS INDICATED OTHERWISE, WELDING ELECTRODES SHALL BE E70XX,
MINIMUM THICKNESS OF WELD SHALL BE 3mm.
4.3.7
UNLESS OTHERWISE INDICATED ALL ANCHOR
BOLTS SHALL CONFORM TO ASTM A307 SPECIFICATIONS.
4.3.8
4.1.6
ALL CONCRETE SHALL BE KEPT MOIST FOR A MINIMUM OF 7 CONSECUTIVE DAYS
IMMEDIATELY AFTER POURING BY THE USE OF WET BURLAP.
4.2 REINFORCING BARS :
4.2.1
UNLESS OTHERWISE SPECIFIED ON PLANS, ALL REINFORCING BARS SHALL BE
DEFORMED WITH A MINIMUM YIELD STRENGTH, fy = 414 MPa (60,000 PSI).
FOR DIAMETER 12mm AND BELOW, USE fy = 275 Mpa (40,000 PSI)
4.4.3
4.4.5
GROUT MASONRY IN 2.4m MAXIMUM LIFTS. REINFORCING SHALL BE
SECURED AGAINTS DISPLACEMENT PRIOR TO GROUTING BY WIRE
POSITIONERS AT INTERVALS NOT EXCEEDING 200 BAR DIAMETERS
NOR 3m.
4.4.6
IF WORK IS STOPPED ONE (1) HOUR OR LONGER, PROVIDE HORIZONTAL
CONSTRUCTION JOINTS BY STOPPING THE GROUT 50mm BELOW THE TOP
OF THE BLOCK.
6.4
GENERALLY, NO SPLICE SHALL BE PERMITTED ON BEAM AT POINT WHERE CRITICAL
BENDING STRESSES OCCUR. WELDED SPLICES SHALL DEVELOP IN TENSION AT LEAST 125%
OF THE SPECIFIED STRENGTH OF THE BAR, NOT MORE THAN 50% OF THE BARS AT ANY
ONE SECTION SHALL BE ALLOWED TO BE SPLICED THEREIN.
6.5
FOR BAR TERMINATIONS OF TOP BARS AT SUPPORT AND MIDSPAN BARS, CUT-OFF ONLY
TWO BARS AT EVERY 0.3m INTERVAL (UNLESS REQUIRED IN SPECIFICATIONS, OR
NOTED OTHERWISE.)
7.1
FOOTINGS WERE DESIGNED USING AN ASSUMED ALLOWABLE SOIL BEARING
CAPACITY OF 150 kPa AT DEPTHS INDICATED IN THE DRAWING. IN CASE THE
ACTUAL SOIL BEARING CAPACITY IS FOUND LESS THAN THE ASSUMED 150 kPa,
NOTIFY THE STRUCTURAL ENGINEER FOR PROPER REVISION OF FOOTINGS.
7.2
CONFIRMATION OF ACTUAL SOIL BEARING CAPACITY SHALL BE PERFORMED
PRIOR TO THE CONSTRUCTION OF THE FOUNDATION.
7.3
WHERE LOOSE/SOFT MATERIAL IS ENCOUNTERED AT DEPTH OF FOOTING/FOUNDATION
INDICATED, EXCAVATE TO FIRM LAYER AND REPLACE LOOSE/SOFT MATERIALS
UNDERNEATH THE FOOTING WITHIN THE FOOTING AREA PLUS 1/2 DEPTH OF SOIL
MATERIAL ON ALL SIDES WITH SELECTED BACKFILL. COMPACT SELECTED BACKFILL
TO 95% MAXIMUM DRY DENSITY ( ASTM D1557).
7.4
ALL COLUMN FOOTINGS SHALL REST ON 100mm THK COMPACTED GRAVEL
BASE COURSE, UNLESS OTHERWISE STATED.
7.5
FILL/BACKFILL SHALL BE PLACED IN 200mm LAYERS AND EACH LAYER SHALL BE
COMPACTED TO 95% MAXIMUM DRY DENSITY BEFORE SUBSEQUENT LAYERS
ARE TO BE LAID.
LAP SPLICE (m)
STANDARD HOOK
(m)
UNIT
WEIGHT
(kg/m)
MIN. LAP SPLICE
LENGTH OF COL. REINF.
INDIVIDUAL BARS
90°
180°
135°
TOP BAR
OTHERS
TOP BAR
W/ TIES
W/ SPIRAL
10
0.50
0.15
0.13
0.10
0.42
0.30
0.42
0.30
0.617
0.30
0.30
12
0.50
0.20
0.15
0.12
0.42
0.30
0.42
0.30
0.889
0.30
0.30
16
0.60
0.25
0.18
0.14
0.73
0.52
0.87
0.62
1.580
0.52
0.47
20
0.60
0.30
0.20
0.20
0.91
0.65
1.10
0.78
2.469
0.65
0.58
25
0.68
0.40
0.28
0.26
1.15
0.82
1.40
1.00
3.858
0.80
0.73
28
0.86
0.48
0.38
-
1.45
1.03
1.53
1.09
4.840
0.90
0.82
32
1.12
0.56
0.43
-
1.90
1.35
1.74
1.24
6.327
1.03
0.93
36
1.43
0.61
0.48
-
2.40
1.70
2.00
1.40
8.00
1.20
1.05
TENSION BAR
COMP. BAR
OTHERS
NOTES:
UNLESS INDICATED OTHERWISE, CMU REINFORCEMENT SHALL BE 10mmØ
HOR. BARS SPACED @ 600mm AND 10mmØ VERT. BARS SPACED @ 600mm.
ALL WALLS SHALL BE CONSTRUCTED IN CONVENTIONAL RUNNING BOND,
UNLESS NOTED OTHERWISE.
WHEN A BEAM CROSSES A GIRDER, REST BEAM BARS ON TOP OF GIRDER BARS.
REINFORCING BARS SHALL BE SYMMETRICAL ABOUT THE CENTER LINE WHENEVER POSSIBLE.
UPPER LAYER SHALL BE PLACED DIRECTLY ABOVE THOSE IN THE BOTTOM LAYER.
SPACING OF BARS IN LAYER SHALL NOT BE LESS THAN 0.025m NOR ONE BAR DIAMETER.
ANCHORAGE
LENGTH
(m)
ALL CELLS SHALL BE SOLIDLY FILLED WITH GROUT. CONCRETE SHALL
HAVE A MINIMUM COMPRESSIVE STRENGTH OF 13.80 MPa
(2,000 PSI) @ 28 DAYS.
4.4.4
6.3
BAR
DIAMETER
(mm)
BOLTS FOR MEMBER CONNECTIONS SHALL BE HIGH STRENGTH BOLTS,
CONFORMING TO ASTM A325 FRICTION TYPE WITH WASHERS.
CMU USED IN THESE WORKS SHALL HAVE A MINIMUM ULTIMATE
COMPRESSIVE STRENGTH @ 28 DAYS AS FOLLOWS :
100mm THICK NON-LOAD BEARING CMU, f'm = 2.4 MPa (350 PSI)
150mm THICK NON-LOAD BEARING CMU, f'm = 2.4 MPa (350 PSI)
IF THERE ARE TWO OR MORE LAYERS OF REINFORCING BARS , USE SEPARATORS OF SIZE
NOT LESS THAN 25mm BARS SPACED ABOUT 1.00m ON CENTER AND PLACED DIAGONALLY.
IN NO CASE SHALL THERE BE LESS TWO (2) SEPARATORS BETWEEN LAYERS OF BARS.
LAP SPLICE & ANCHORAGE LENGTH TABLE
4.4 CONCRETE MASONRY UNITS (CMU)
4.4.1
6.2
7.0 FOUNDATIONS :
C. CONCRETE MASONRY UNIT (CMU) WALLS : VERTICAL BARS SHALL BE SPLICED
AT THE TOP OF WALL FOOTING OR TIE BEAM AND AT THE BOTTOM OF RC LINTEL
BEAM OR BEAMS. SPLICE LENGTHS SHALL BE 600mm MIN.
4.4.2
WHERE :
P = DESIGN WIND PRESSURE, KN/m2
4.2.4
4.1 NORMAL WEIGHT CONCRETE :
3.3. WIND LOAD (WL)
WIND LOADING ON MWFRS (MAIN WIND FORCE RESISTING SYSTEM) :
P = qh[(GCpf)-(GC pi )]
ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED
BEFORE POURING CONCRETE OR APPLYING MORTAR OR GROUT.
4.0 MATERIALS :
3.2. LIVE LOADS (LL) :
3.2.1
3.2.2
3.2.3
3.2.4
V = 8.5 Z Nv I (W)
R
WHERE:
3.0 BASIC DESIGN LOADS :
CONCRETE
STEEL
SOIL
CEILING
MISCELLANEOUS
100mm THK.CHB WALL
150mm THK.CHB WALL
FLOOR TILES PLUS MORTAR
4.2.3
BUT SHALL NOT BE LESS THAN THE FOLLOWING:
UNIFORM BUILDING CODE (UBC), VOL. 2 1997 EDITION
3.1.1
3.1.2
3.1.3
3.1.4
3.1.5
3.1.6
3.1.7
3.1.8
ALL REINFORCING BARS SHALL BE CLEANED OF RUST, GREASE OR OTHER
MATERIALS WHICH TEND TO IMPAIR BOND.
= RELIABILITY / REDUNDANCY FACTOR WHICH SHALL NOT BE TAKEN
LESS THAN 1.0 AND GREATER THAN 1.5, IS GIVEN BY THE
FOLLOWING FORMULA:
6.1
r =2rmax AB
rmax = THE MAXIMUM ELEMENT-STORY SHEAR RATIO. FOR A GIVEN
DIRECTION OF LOADING, THE ELEMENT-STORY SHEAR RATIO IS
THE RATIO OF THE DESIGN OF STORY SHEAR IN THE HEAVILY
LOADED SINGLE ELEMENT DIVIDED BY THE TOTAL DESIGN
STORY SHEAR.
FOR MOMENT FRAMES, IT SHALL BE TAKEN AS THE MAXIMUM
OF THE SUM OF THE SHEARS IN ANY TWO ADJACENT COLUMNS
IN A MOMENT FRAME BAY DIVIDED BY THE STORY SHEAR. FOR
COLUMNS COMMON TO TWO BAYS, 70 PERCENT OF THE SHEAR
IN THAT COLUMN MAY BE USED IN THE COLUMN SHEAR SUMMATION.
THE CONTRACTOR SHALL INFORM THE SUB-CONTRACTORS THAT NO CONSTRUCTION
MATERIALS SHALL BE STORED ON POURED FLOORS, AND SHALL ENSURE THAT THE
SUB-CONTRACTORS DO NOT VIOLATE THIS IMPORTANT REQUIREMENT.
4.2.2
5.0 CONSTRUCTION JOINTS :
5.1 CONTRUCTION JOINTS NOT INDICATED ON PLANS SHALL BE MADE SO AS
TO LEAST IMPAIR THE STRENGTH OF THE STRUCTURE AND SHALL BE SUBJECT
TO APPROVAL OF THE ENGINEER.
5.2 UNLESS SHOWN OTHERWISE, SLAB ON GRADE SHALL HAVE CONTROL JOINTS
@ 6.00m MAXIMUM CENTER TO CENTER.
6.0 NOTES ON BEAMS AND GIRDERS :
6.1 UNLESS OTHERWISE NOTED IN PLANS OR SPECIFICATIONS, CAMBER ALL BEAMS AND
GIRDERS AT LEAST 0.006m FOR EVERY 4.50m OF SPAN EXCEPT CANTILEVERS FOR WHICH
THE CAMBERS SHALL BE AS NOTED IN THE PLANS OR AS ORDERED BY THE DESIGNERS.
BUT IN NO CASE LESS THAN .019m FOR EVERY 3.00m OF FREE SPAN.
COLUMN/WALL
FACE
1. ACI SECTION 12.4 STATES THAT DEVELOPMENT LENGTH OF INDIVIDUAL BARS W/IN A BUNDLE,
IN TENSION OR COMPRESSION, SHALL BE THAT FOR THE INDIVIDUAL BAR, INCREASED 20%
FOR THREE BAR BUNDLE, AND 33% FOR FOUR BAR BUNDLE.
180°
HOOK
2. FOR COLUMNS, AT ANY LEVEL NO MORE THAN ALTERNATE BARS SHOULD BE SPLICED. NOT
MORE THAN 33% OF THE BARS SHALL BE SPLICED W/IN THE REQUIRED LAP LENGTH.
MINIMUM DISTANCE BETWEEN TWO ADJACENT BAR SPLICES SHALL BE 600mm.
3. TOP BARS ARE HORIZONTAL BARS W/ MORE THAN 300mm DEPTH OF CONCRETE CAST BELOW
THE REINFORCEMENT.
4. AS MUCH AS POSSIBLE, SPLICES SUBJECTED TO TENSILE STRESSES ARE DISCOURAGE, THESE
SHOULD BE AVOIDED OR PROVIDED W/ STANDARD HOOKS.
ANCHORAGE
LENGTH
135°
HOOK
1
S-1
90°
HOOK
DETAIL
SCALE
NTS
STANDARD DETAIL CONNECTION
10mm Ø AS SHOWN
10mm Ø @ 400mm O.C.
t SION
ES
PR
DE
100
T/5
T/3
T
WEAKENED PLANE JOINT
CONSTRUCTION JOINT
NOTE:
PROVIDE 90° HOOK WHERE
t EXCEEDS 50mm
1. CONTROL JOINTS CAN BE EITHER CONSTRUCTION JOINTS OR
WEAKENED PLANE JOINTS.
DEPRESSED SLAB &
SLAB EDGE DETAILS
SCALE
T/3
50mm
2. FOR CLOSURE SLABS AT OPENINGS AND BLOCKS OUT,
REBARS TO BE THE SAME SIZE, AND 2/3 THE SPACING
OF BARS AS ADJACENT SLABS.
25mm-75mm TYP.
1
S-2
T/2
NOTE:
1. REINF. TO BE SAME BAR SIZE AND SPACING AS
ADJACENT REINF. BARS ON SLABS.
MAX.
SAWED JOINT
WITH SEALANT
TOOLED
JOINT
T/3
250mm Ø
2-10mmØ TYP.
6t OR
450 MIN
SLAB THICKNESS, T
25mm-75mm
TYP.
6mm
h<600
150
TYP. PIPE SLEEVE
OPENING FOR SLABS
2
S-2
NTS
SCALE
CONTROL JOINTS
FOR SLAB-ON GRADE
3
S-2
NTS
SCALE
NTS
250
100
CHB WALL
NOTE:
16mm Ø VERT. BARS
@ 400mm O.C.
DECK SLAB
L/3
L/3
L/3
2-10mmØ MAIN BARS
300
10mm Ø TIES/
STIRRUPS
@ 200mm O.C.
h<3000
DECK SLAB
R.C. EDGE
BEAM
WALL BASE
STIRRUPS @ 100mm O.C.
MAX. SPACING
2D
150
R.C. EDGE
BEAM
L
CL OF COLUMN
D
16mm Ø VERT. BARS
@ 200mm O.C.
h<3000
1000 < H < 3500
16mm Ø VERT. BARS
@ 400mm O.C.
10mm Ø TIES/
STIRRUPS
@ 200mm O.C.
UNLESS OTHERWISE NOTED IN THE PLAN, PROVIDE
FRAMING STIFFENER COLUMNS & STIFFENER BEAMS
NOT MORE THAN 3.0m APART.
10mm Ø HOR. BARS
@ 300mm O.C.
H/2
10mm Ø HOR. BARS
@ 400mm O.C.
H < 1000
R.C. WALL
100
150
TOP BARS
NOTE:
CASE 2
4
S-2
4-12mm Ø MAIN BARS
t<3000
TYPICAL DETAIL
SECTION OF PARAPET
SCALE
LINTEL IN BLOCK WALLS (SAME THICKNESS AS CMU)
1200
1500
1800
2100
2400
2700
13.8
13.8
13.8
17.2
17.2
17.2
200
225
250
250
300
300
2-10mm Ø
2-12mm Ø
2-10mm Ø
2-12mm Ø
2-16mm Ø
2-16mm Ø
2-16mm Ø
2-16mm Ø
2-16mm Ø
2-16mm Ø
2-16mm Ø
2-16mm Ø
3000
3300
3600
3800
4100
4400
17.2
17.2
17.2
350
400
450
3-16mm Ø
3-16mm Ø
2-16mm Ø
2-16mm Ø
4-16mm Ø
2-16mm Ø
HEIGHT OF LINTEL
BEAM (mm)
REINFORCEMENT
BOTTOM
SCALE
DOWELS
MIN. fc'
Mpa
STIRRUPS
TOP
12mm THK. COMPRESSIBLE
JOINT FILLER W/ SEALANT
(TYP.)
S-2
SCALE
STIFFENER/
BOND BEAM
BOT. OF
BEAM
12mm THK.
COMPRESSIBLE
JOINT FILLER
W/ SEALANT
(TYP.)
200
LINTEL BEAM
200
13
S-2
HORIZONTAL
BARS
CHB WALL
VERTICAL
BARS
BOT. BARS
CLEAR SPAN
TOTAL LENGTH
FINISH
FLOOR LINE
FFL
MTS
8
S-2
TYP. CHB WALL ELEVATION
SCALE
MTS
1-16mm Ø VERT. BAR
DOWELS
DOWELS
REINF. CONCRETE LINTEL
BEAM IN CHB WALLS
SCALE
100
450
TYP.
OPENING
S-2
PLASTER
BOT. OF
BEAM
DOOR
OPENING
7
MTS
STIFFENER/
BOND BEAM
12
S-2
LINTEL
BEAM
10mm Ø @ 200
10mm Ø @ 200
10mm Ø @ 200
10mm Ø @ 200
10mm Ø @ 200
10mm Ø @ 200
10mm Ø @ 200
10mm Ø @ 200
10mm Ø @ 200
TYP. SPLICE DETAILS FOR
BEAMS FRAMING INTO COLUMN
6
NTS
TOP BARS
DEPTH OF
LINTEL BEAM
NO SPLICE
t<3000
TYPICAL DETAIL OF
STIFFENER BEAMS & COLUMNS
5
S-2
NTS
TOTAL
LENGTH
mm
1800
2100
2400
2700
3000
3300
CLEAR SPAN
L (mm)
BOTTOM BARS
(UNLESS OTHERWISE
NOTED ON PLANS)
12mm
CASE 1
9
S-2
SECTION
SCALE
MTS
10
S-2
SECTION
SCALE
MTS
W
SCHEDULE OF FOOTINGS
BARS ``A''
(TOP BAR ALONG L)
REINFORCEMENT
D
(DEPTH)
mm
t
(THICK.)
mm
L
(LENGTH)
mm
W
(WIDTH)
mm
''A''
''B''
''C''
''D''
F1
700
300
1800
1800
-
-
9-20mm Ø
9-20mm Ø
ISOLATED FOOTING
F2
700
300
2000
2000
-
-
9-20mm Ø
9-20mm Ø
ISOLATED FOOTING
F3
700
300
2000
2000
-
-
9-20mm Ø
9-20mm Ø
ISOLATED FOOTING
F4
700
300
2500
2500
-
-
15-20mm Ø
15-20mm Ø
ISOLATED FOOTING
0.3L2
0.3L2
B
AT SUPPORT
TOP
BARS
ARRANGEMENT
AT MID - SPAN
BOTTOM
TOP
BOTTOM
AT
AT
EXT.
MID
SUPP. SPAN
WEB BAR
ELEVATION
6
250x350
4-20mm Ø
4-20mm Ø
3-20mm Ø
3-20mm Ø
FTB2
300x450
5-20mm Ø
5-20mm Ø
3-20mm Ø
3-20mm Ø
10mm Ø STIRRUPS 1@ 50mm,
3@100mm, 5@150mm, REST@
200mm O.C.
4
3
3980
ST-3
7
6
4100
NOT
TO
C2
FTB-1
C2
FTB-1
4100
C2
FTB-1
8
4100
9
4100
10
4100
C2
FTB-1
C2
FTB-1
C2
FTB-1
C2
150mm THK.
CHB WALL
FTB-1
C1
FTB-1
C1
FTB-1
C1
FTB-1
C1
FTB-1
C1
FTB-1
C1
FTB-1
C1
FTB-2
C1
2
WF2
400
FTB-2
FTB-2
FTB-1
C1
1
LEAN CONCRETE
BASE
ST-3
FTB-2
FFL
3-10mm Ø LONG.
BARS
F1
10mm Ø BARS SPACED
TO MATCH SLAB
REINFORCING BARS
3-10mm Ø LONG.
BARS
10mm Ø @
250mm O.C.
3
C2
10mm Ø VERT. BARS
@ 400mm O.C.
10mm Ø VERT. BARS
@ 400mm O.C.
ALTERNATE
90° BEND
C2
FTB-1
100mm THK.
CHB WALL
10mm Ø HOR. BARS
@ EVERY 3RD
COURSE
3000
F3
FTB-2
F3
FTB-2
F3
FTB-2
F3
FTB-2
F2
FTB-2
F2
FTB-2
5010
FTB-2
F2
SCALE
NGL
11
3980
FTB-1
TO
SCALE
D
F1
NOT
ST-3
200
C2
DETAIL REFERENCE OF FOOTINGS
2
TYPICAL FOOTING TIE BEAM DETAIL
BOTTOM BARS
SECTION FOR THICKNESS, t 500mm
10mm Ø HOR. BARS
@ EVERY 3RD
COURSE
5
4100
SECTION
600
3300
PLAN
L2
REMARKS
FTB1
2
100mm THK.
WELL-COMPACTED
GRAVEL BASE
BOT. BARS
10mm Ø STIRRUPS 1@ 50mm,
3@100mm, 3@150mm, REST@
200mm O.C.
1
t
BARS ``D''
(BOT. BAR ALONG W)
L1
STIRRUPS
SIZE
SPACING
AT
INT.
SUPP.
NGL
FTB
BARS ``C''
(BOT. BAR ALONG L)
TOP BARS
D
0.3L1
0.25L1
100 100
REINFORCING
SIZES
( mm )
+- 600
BARS ``B''
(TOP BAR ALONG W)
SCHEDULE OF FOOTING TIE BEAMS (FTB)
MARK
FGL
REMARKS
500
BOTTOM
L
TOP
H
MARK
2
1
100mm THK
COMPACTED
GRAVEL BASE
300
WALL FOOTING DETAIL
NOT
TO
SCALE
C2
F1
F4
WF1
FTB-2
F4
FTB-2
F4
FTB-2
F4
FTB-2
F4
FTB-2
F4
FTB-2
F4
FTB-2
FTB-2
FTB-2
5330
F4
FTB-2
F4
WF1
FTB-2
F1
SHAFT
SHAFT
C
WF1
150MM (EXTERIOR)
100MM (INTERIOR)
SHAFT
SHAFT
WF1
FACE OF WALL
12mm THK
PRE-FORMED ELASTOMERIC
JOINT FILLER WITH SEALANT
CHB WALL
C1
FTB-1
C1
FTB-1
C1
FTB-1
C1
FTB-1
C1
FTB-1
C1
FTB-1
C1
FTB-1
FTB-1
C1
FTB-2
F1
10mm Ø @ EVERY 3rd LAYER,
HORIZONTAL BARS
F4
FTB-2
F4
FTB-2
F4
FTB-2
WF2
F4
FTB-2
F4
FTB-2
F4
FTB-2
FTB-2
F4
FTB-2
F4
FTB-2
F4
5010
10mm Ø @ 600mm O.C.
VERTICAL BARS
C2
200
C1
F1
t
FTB-2
C2
t/3
B
REBARS OF SLAB ON FILL
100mm THK COMPACTED
GRAVEL BASE
125
G.F.L.
200
A
C2
FTB-1
F1
C2
FTB-1
C2
F2
FTB-1
F2
C2
FTB-1
C2
F2
FTB-1
F3
C2
FTB-1
C2
F3
FTB-1
F3
C2
FTB-1
F3
C2
N.G.L.
F1
USE: 125mm THK SLAB ON FILL WITH 10mm Ø BARS
SPACED @ 250mm O.C. BOTHWAYS
1
ST-3
LOWER GROUND FOUNDATION & FRAMING PLAN
SCALE
1:100
M.
100mm THK.
COMPACTED
GRAVEL FILL ON
A COMPACTED
EARTH FILL
5
ST-3
FTB
4
ST-3
WALL ON FOOTING TIE BEAM
NOT
TO
SCALE
100
TYP. SLAB ON
TYPICAL SLAB ON GRADE DET.
NOT
TO
SCALE
1
2
REINFORCING BARS
125
SHORT SPAN
LONG SPAN
END
MIDDLE
END
REMARKS
MIDDLE
TOP
Ø10
200
200
200
200
BOT.
Ø12
300
300
300
300
TWO-WAY
GRID
38MM CLR.
10mmØ BAR @ 0.3m O.C
12mmØ BAR @ 0.3m O.C
GRID
S2
S1
S1/3
1-Ø16 TOP &
BOT. BARS
(TYP. ALL AROUND)
75MM MAX.
GRID
S1/4
0.60
db
4
(T 0 db
YP
.)
40db
S-1
BAR DIA.
0.10
ALL
BAR
THICKNESS
LOCATION
(mm)
MARK
0.12
FLOOR
LEVEL
"Ø GROOVE
40
40db
(TYP.)
SCHEDULE OF SLABS
2-Ø16 @ 75
DIAGONALS AT
MID-DEPTH OF
SLAB AT EACH
CORNER
BEAM
(FOR ONE-WAY SLAB)
S1/3
S2/3
(FOR TWO-WAY SLAB)
S1/4
S2/4
S2/3
S2/4
5
ST-4
DISCONTINUOUS END
TYPICAL CANOPY DETAIL
NOT
TO
SCALE
1. ALL TOP AND BOTTOM SLAB BARS INTERRUPTED BY OPENING SHALL BE REPLACED BY
ADDITIONAL REINFORCING EQUAL TO THAT INTERRUPTED. PLACE HALF OF THE
ADDITIONAL REINFORCING ON EACH SIDE OF OPENING AND EXTEND SAME LENGTH AS
REQUIRED OR BAR LAP OF INTERRUPTED REINFORCING.
S2/5
S2/5
S1/5
NOTE (1) AT
75MM SPACING
NOTES:
CONTINUOUS END
S1/7
EXTEND BARS UP
TO BEAM SUPPORT
2. SEE ARCHITECTURAL & MECHANICAL PLANS FOR SLAB OPENING LOCATION.
NOT
2
3300
TO
3
3980
3. OMIT TRIMMER BARS WHERE OPENING IS FRAMED BY BEAMS.
SCALE
4
5
4100
4100
6
4100
7
8
4100
4100
9
4100
10
3980
4. BOXED OUT OPENINGS, RECESSES AND PIPE SLEEVE CLUSTERS SHALL BE TREATED AS
FRAMED SLAB OPENING.
5. MAXIMUM DIMENSION FOR EACH SIDE OF OPENING SHALL BE 1200MM. OPENINGS
BEYOND THE SAID DIMENSION ARE SUBJECT TO THE APPROVAL OF THE ENGINEER.
11
3000
3
ST-4
TYPICAL SLAB OPENING DETAIL
NOT
TO
150
G3
G3
G3
G3
G3
G3
S-1
G3
S-1
BB2
G3
G3
B
G3
G3
B
G3
VARIES
G2
STAIRS
Ø10 @ 300
HOR. BARS
Ø10 @ 300
HOR. BARS
G3
G3
G3
G3
G3
G3
G3
S-1
S-1
G1
S-1
G1
S-1
G1
S-1
G1
S-1
G1
G1
G1
S-1
G2
G2
G2
G2
G2
S-1
S-1
S-1
B
B
G2
LOWER GROUND
FLOOR LEVEL
G2
S-1
S-1
S-1
B
B
B
B
1
ST-4
B
UPPER GROUND FRAMING PLAN
SCALE
1:100
M.
LOWER GROUND
FLOOR LEVEL
WF1
Ø100MM PERFORATED
PIPE TAP TO
NEAREST DRAIN
Ø100MM PERFORATED
PIPE TAP TO
NEAREST DRAIN
FTB
Ø100MM PERFORATED
PIPE TAP TO
NEAREST DRAIN
FTB
G2
VERIFY
S-1
Ø12 @ 200
VERT. BARS
Ø10 @ 300
HOR. BARS
LOWER GROUND
FLOOR LEVEL
S-1
G1
G1
5010
10mm Ø @ 600mm O.C.
VERTICAL BARS
Ø12 @ 200
VERT. BARS
FTB
A
BB2
CHB WALL
S-1
B
BB2
Ø12 @ 200
VERT. BARS
SHAFT
S-1
G1
S-1
UPPER GROUND LEVEL
SHAFT
S-1
G1
S-1
G1
S-1
G1
S-1
G1
G1
G1
G1
SHAFT
G1
S-1
SHAFT
G2
5330
S-1
150
UPPER GROUND LEVEL
WF1
C
STAIRS
150
UPPER LEVEL
G1
S-1
G2
G1
S-1
G2
G1
S-1
G2
G1
S-1
G2
G1
G2
G1
S-1
G2
H
G3
S-1
G2
G1
G1
5010
G2
G1
D
SCALE
LESS THAN H/2
1
TYPICAL SLAB DETAIL
GREATER THAN H/2
2
ST-4
VERIFY
4
ST-4
VERIFY
TYPICAL RETAINING WALL DETAIL
NOT
TO
SCALE
SCHEDULE OF COLUMNS
COL. MARK
C1
FLOOR LEVEL
COL. MARK
C2
C1
FLOOR LEVEL
FOUNDATION
THIRD FLOOR
TO
TO
SECOND FLOOR
ROOF BEAM
C2
TOP OF BEAM
CANTILEVER BEAM
400X400
350X350
SIZE (mm)
300X300
300X300
4-25mm Ø & 4-20mmØ
8-20mm Ø
VERT. REINF.
8-16mm Ø
8-16mm Ø
TIES
300
SIZE (mm)
1@50mm,2@100mm,3@150mm, rest @ 200mm
200
2-16mmØ
VERT. REINF.
TIES
CANTILEVER BEAM
L
1@50mm,2@100mm, 3@150mm, rest @ 200mm
10mm Ø STIRRUPS 1@ 50mm,
3@100mm, 4@150mm,REST@
200mm O.C.
ELEVATION
2-16mmØ
VERT. BARS
SECTION
SECOND FLOOR
3
THIRD FLOOR
ST-5
SIZE (mm)
350X350
300X300
VERT. REINF.
8-20mm Ø
8-20mm Ø
TIES
TYPICAL BEAM DETAIL (B)
NOT
TO
H2
TO
SCALE
1@50mm,2@100mm,3@150mm, rest @ 200mm
TOP OF BEAM
10
G2
G2
G2
G2
G2
S-1
G3
S-1
G3
S-1
G3
S-1
G3
S-1
G3
S-1
G1
G2
G1
G2
G1
3980
G3
S-1
11
3000
G3
G3
SHAFT
G2
G2
G2
G2
G2
G2
S-1
G2
S-1
G3
G2
H1/4
G3
G1
S-1
G3
G1
S-1
G3
G1
S-1
G3
G1
S-1
G3
G1
S-1
G3
G1
S-1
G3
G1
G3
G1
5010
G3
G1
B
STAIRS
G1
S-1
TIES
SHAFT
S-1
G1
S-1
G1
S-1
G1
S-1
G1
S-1
G1
S-1
G1
S-1
G1
G1
STAIRS
SHAFT
G2
5330
SHAFT
C
LAP
SPLICE
9
4100
LAP
SPLICE
8
4100
H1/4
7
4100
H1/2
G3
6
4100
H1
G3
S-1
G1
G1
5010
G2
5
4100
G1
D
4
4100
G1
3
3980
G1
2
3300
G1
1
G2
A
1
ST-5
TYPICAL SECOND & THIRD FLOOR FRAMING PLAN
SCALE
1:100
M.
2
ST-5
100mm THK COMPACTED
TYPICAL COLUMN DETAIL GRAVEL BASE
NOT
TO
SCALE
L1
L2
0.3L2
0.3L1
0.25L1
B
TOP BARS
SEE TYP. BEAM (B) DEATILS
SEE SCHEDULE OF BEAMS AND
GIRDERS
L2
L1
CANTILEVER BEAM
L3
L 2 /3
1200
2D
LAP SPLICES ARE ALLOWED
ONLY IN THIS POINT
BUNDLED BARS
L 2 /3
L 3 /3
2D
2D
ADDITIONAL TOP BARS
ADDITIONAL TOP BARS
2D
CONT. TOP BARS
0.125L1
0.15L2
0.15L2
600
WEB BARS
600
h
300
H
L 3 /3
LAP SPLICES ARE ALLOWED
ONLY IN THIS POINT
SEE SECTION OF
CANTILEVER BEAM
ELEVATION
ADDITIONAL BOT. BARS
2 - 12mm Ø STIFF. BARS
L 2 /5
CONTINUOUS BOT. BARS
L 2 /5
L 3 /5
BOT. BARS
SECTION
L 3 /5
b
STIFF. BARS
TOP BARS
B
H
3-25mmØ MAIN BARS
3-16mmØ MAIN BARS
SECTION (CANTILEVER BEAM)
2
ST-6
1
2
3300
TYPICAL BEAM DETAIL
NOT
TO
3
3980
4
4100
NOT
ST-6
5
4100
TYPICAL BEAM DETAIL WITH CUT-OFF BARS
3
SCALE
6
4100
7
8
4100
4100
9
4100
10
3980
TO
SCALE
11
3000
SCHEDULE OF BEAMS AND GIRDERS
REINFORCING
MARK
RG1
RG1
RG1
RB1
RG1
RG1
RG1
RB1
RG1
RG1
RG1
RG1
ARRANGEMENT
AT MID - SPAN
TOP
BOTTOM
TOP
BOTTOM
AT
AT
EXT.
MID
SUPP. SPAN
AT
INT.
SUPP.
STIRRUPS
SIZE
SPACING
SHAFT
G1
350X450
5-25mm Ø
3-25mm Ø
3-25mm Ø
3-25mm Ø
10mm Ø STIRRUPS 1@ 50mm,
3@100mm, 4@150mm,REST@
200mm O.C.
G2
300X400
4-20mm Ø
2-20mm Ø
2-20mm Ø
3-20mm Ø
10mm Ø STIRRUPS 1@ 50mm,
3@100mm, 4@150mm,REST@
200mm O.C.
G3
350X450
5-20mm Ø
3-20mm Ø
3-20mm Ø
4-20mm Ø
10mm Ø STIRRUPS 1@ 50mm,
3@100mm, 4@150mm,REST@
200mm O.C.
RG1
RG1
SECOND FLOOR
SHAFT
RG1
RG1
RG1
RG1
RG1
RG1
RG1
RG1
SHAFT
RG1
5330
SHAFT
C
G1
350X450
5-25mm Ø
3-25mm Ø
3-25mm Ø
3-25mm Ø
10mm Ø STIRRUPS 1@ 50mm,
3@100mm, 4@150mm,REST@
200mm O.C.
G2
300X400
4-20mm Ø
2-20mm Ø
2-20mm Ø
3-20mm Ø
10mm Ø STIRRUPS 1@ 50mm,
3@100mm, 4@150mm,REST@
200mm O.C.
G3
350X450
5-20mm Ø
3-20mm Ø
3-20mm Ø
4-20mm Ø
10mm Ø STIRRUPS 1@ 50mm,
3@100mm, 4@150mm,REST@
200mm O.C.
THIRD FLOOR
RB1
RB1
RB1
RG1
RG1
RG1
1
ST-6
RB1
RG1
RB1
R.C. GUTTER
RB1
RG1
RG1
ROOF BEAM FRAMING PLAN
SCALE
1:100
M.
RG1
RB1
RG1
RG1
RG1
RG1
RG1
RG1
RG1
RG1
RG1
RG1
RG1
RG1
RG1
RG1
RG1
RG1
RG1
5010
RG1
RG1
B
A
AT SUPPORT
BARS
GROUND FLOOR
RB1
RG1
RB1
RG1
RG1
5010
RG1
RB1
RG1
RG1
RB1
RG1
RG1
RB1
R.C. GUTTER
RG1
RB1
RG1
RG1
RG1
RG1
RG1
RG1
RG1
RG1
D
SIZES
( mm )
RB1
RG1
G1
300X400
6-20mm Ø
3-20mm Ø
3-20mm Ø
4-20mm Ø
10mm Ø STIRRUPS 1@ 50mm,
3@100mm, 4@150mm,REST@
200mm O.C.
G2
300X400
4-16mm Ø
3-16mm Ø
2-16mm Ø
3-16mm Ø
10mm Ø STIRRUPS 1@ 50mm,
3@100mm, 4@150mm,REST@
200mm O.C.
G3
300X400
3-20mm Ø
2-20mm Ø
2-20mm Ø
3-20mm Ø
10mm Ø STIRRUPS 1@ 50mm,
3@100mm, 4@150mm,REST@
200mm O.C.
ROOF BEAM LEVEL
RG1
250X300
3-16mm Ø
2-16mm Ø
2-16mm Ø
3-16mm Ø
10mm Ø STIRRUPS 1@ 50mm,
3@100mm, 4@150mm,REST@
200mm O.C.
RB1
250X300
2-16mm Ø
2-16mm Ø
2-16mm Ø
3-16mm Ø
10mm Ø STIRRUPS 1@ 50mm,
3@100mm, 4@150mm,REST@
200mm O.C.
REMARKS
2000
b
a
a
300
STRUT1
TOP CHORD : 2L 50X50X6MM
BOT CHORD : 2L 50X50X6MM
WEB MEMB : L 50X50X3MM
BP1
a
1133
1133
1133
1133
1133
2
4
5
4100
1133
6
4100
TRUSS 1 DETAIL
NOT
TO
7
4100
VERIFY
SCALE
8
4100
4100
9
4100
10
3980
11
3000
0
3
3980
1133
10
2
1133
6800
ST-7
3300
a
BP1
a : 2L 50X50X3MM
b : 2L 50X50X6MM
6800
1
a
STRUT1
VERIFY
a
a
a
0
45
Ø10 @ 400 E.W.
(UNLESS NOTED
OTHERWISE)
12mmØ ROUND BAR CROSS
BRACING W/ 12mm TURN BUCKLE
D
COMPACTED SELECT
BORROW SUBBASE
300
R.C. GUTTER
RB1
2-Ø10 CONT. W/ Ø10 TRANSV.
BARS @ 400 O.C. MAX.
5010
55
RB1
250
6800
60cm X 60cm MANHOLE WITH
200mm HEIGHT CONCRETE UPSTAND
RAMP ON-FILL DETAIL
3
NOT
ST-7
RG1
C
TO
12mmØ VERTICAL BARS SPACE @ 300mm O.C.
10mmØ HORIZONTAL BARS @ EVERY 3RD LAYER
2000
680
RG1
400
450
RB1
100 150
10
0
5010
6800
B
RB1
A
150
R.C. GUTTER
RG1
10mmØ REINF. BARS
SPACE @ 300mm O.C.
12mmØ REINF. BARS
SPACE @ 300mm O.C.
USE LC 90X45X15X3.0MM THICK
PURLINS SPACED @ 500MM O.C.
WITH 10MMØ SAG RODS
1
ST-7
ROOF FRAMING PLAN
SCALE
1:100
M.
4
ST-7
300
S -1
13600
TRUSS 1
TRUSS 1
TRUSS 1
TRUSS 1
TRUSS 1
TRUSS 1
TRUSS 1
TRUSS 1
S -1
TRUSS 1
5330
CONCRETE HOLLOW BLOCKS 6'' THK
WITH PLASTER FINISH
RB1
250
TYP. CON. GUTTER DETAILS
NOT
TO
SCALE
SCALE
RIDGE LINE
6
10
SIZE OF FILLET
WELD, t (mm)
3.O
3.O
5.0
3.0
6.O
4.5
8.O
150
RIDGE PURLIN
4
ROOF PURLINS
WP
NOTE:
2.
COLUMN JOINT GUSSET AND CONTINUITY PLATES SHALL
HAVE 100% ULTRASONIC INSPECTION FOR DELAMINATION
BEFORE AND AFTER WELDING.
6 THK STEEL
BENT PLATE W/ 6 THK
STIFF. PLATE
t
t
70
30
50
GUSSET PLATE DIMENSION (WHERE REQ'D.) SHALL BE
DICTATED BY THE MINIMUM REQUIRED
LENGTH OF WELD.
80
SAGROD
W/ STD NUTS
& WASHER
2-12mm Ø x40 LONG
BOLTS W/ STD.NUTS
& WASHERS (EACH SIDE)
6 THK STEEL
BENT PLATE W/ 6
THK STIFF. PLATE
SAG ROD
LINE
6.O
1.
PURLIN
2-12mm Ø x40 LONG
BOLTS W/ STD.NUTS
& WASHERS (EACH SIDE)
150
SAG ROD W/STD
NUTS & WASHER
70 50
MEMBER
THICKNESS (mm)
30
GUSSET PLATE
THICKNESS (mm)
TOP CHORD
OF TRUSS
2
PURLIN
50
TOP CHORD OF TRUSS
60
-
TOP CHORD OF TRUSS
GUSSET PLATE
120
(MIN.)
90
(MIN.)
PURLIN
FILLET WELD
WEB MEMBER
1
TYPICAL SAGROD
CONNECTION DETAIL
S-
SCALE
NTS
2
SECTION
3
TYPICAL PURLIN
CONNECTION DETAIL
S-
SCALE
S-
SCALE
NTS
NTS
4
SECTION
S-
SCALE
NTS
SCHEDULE OF WELDS
SCALE
NTS
TOP CHORD
GUSSET
PLATE
WP
WEB MEMBERS
TOP CHORD
WEB
MEMBERS
GUSSET PLATE
TOP CHORD
WEB MEMBERS
WP
TYP
GUSSET PLATE
WP
TYP
t
t
TYP
GUSSET PLATE
t
t
t
GUSSET PLATE
WP
WEB MEMBER
TYP
t
5
DETAIL
6
DETAIL
7
DETAIL
8
DETAIL
9
DETAIL
S-
SCALE
S-
SCALE
S-
SCALE
S-
SCALE
S-
SCALE
NTS
NTS
GUSSET PLATE
WEB MEMBERS
WEB MEMBER
TOP CHORD
TYP
GUSSET PLATE
PER REQUIRED
LENGTH
TYP
t
t
DETAIL
SCALE
t
t
t
t
TYP
L50x50x5
GUSSET PLATE
t
BOTTOM CHORD
WP
PER REQ'D.
LENGTH
WEB MEMBERS
NTS
12
S-
DETAIL
SCALE
13
NTS
S-
1
ST-8
50x100x6 THK.
STEEL PLATE
PER REQ'D.
LENGTH
BOTTOM
CHORD
DETAIL
SCALE
S-
TYP
WP
S-
10
WP
t
11
PER REQ'D.
LENGTH
TOP CHORD
t
WP
GUSSET PLATE
TYP
BOTTOM
CHORD
NTS
75
NTS
WP
BOTTOM
CHORD
PER REQUIRED
LENGTH
t
t
WEB MEMBERS
NTS
TYP
t
WP
WEB MEMBERS
PER
REQ'D LENGTH
t
PER REQ'D
LENGTH
t
t
GUSSET
PLATE
TYP
t
20
1
S-12
WEB MEMBERS
DETAIL
SCALE
14
NTS
S-
TRUSS CONNECTION DETAIL
NOT
TO
75
SCALE
DETAIL
SCALE
NTS
15
S-
ANGULAR BUCKLE DETAIL
SCALE
NTS
NTS
Ø12 @ 250
TOP & BOT BARS
Ø16 @ 125
Ø16 @ 125
MAIN ENTRANCE
PORCH LVL
± 456
GRADIENT =1:12
Ø10 NOSING BAR
SIDEWALK LVL
Ø10 @ 400 E.W.
(UNLESS NOTED
300
Ø16 @ 125
TOP BAR
15
0
Ø12 @ 250
Ø16 @ 125
100
Ø16 @ 125
Ø10 @ 300
450
3-Ø16
150
LANDING
LEVEL
2-Ø10 CONT. W/
Ø10 TRANSV. BARS
@ 400 O.C. MAX.
400
L/4
Ø10 STIRRUPS,
SPACED 1@50,
4@100, REST
@ 200 TO CL
50
2
3-Ø16
ST-9
OTHERWISE)
SECTION
DETAIL
SECTION OF PWD RAMP
NOT
TO
SCALE
175
Ø16 @ 125
COMPACTED
SELECT BORROW
SUBBASE
250
Ø16 @ 150
SEE ARCH DWG.
VERIFY STEPS
Ø12 @ 250
TOP & BOT. BARS
400
Ø16 @ 125
L/4
Ø10 @ 400 E.W.
(UNLESS NOTED
OTHERWISE)
3-Ø16
Ø10 STIRRUPS,
SPACED 1@50,
4@100, REST
@ 200 TO CL
COMPACTED SELECT
BORROW SUBBASE
250
300
Ø10 NOSING BAR
(TYP. AT ALL STEPS)
0
45
2-Ø10 CONT. W/ Ø10 TRANSV.
BARS @ 400 O.C. MAX.
55
0
15
Ø10 BAR CHAIRS
@ 450 (BOTH ENDS)
(TYP. AT ALL STEPS)
SEE ARCH DWG.
VERIFY RISER
LANDING
LEVEL
0
15
Ø10 BAR CHAIRS
@ 450 (BOTH ENDS)
(TYP. AT ALL STEPS)
MAIN/SERVICE/ REAR
ENTRANCE LVL
Ø10 NOSING BARS W/ Ø10
CHAIR BARS @ 450 O.C. (TYP.)
3-Ø16
150
300
L
Ø10 @ 300
Ø16 @ 150
250
L/4
FFL
300
NGL
200
TYPICAL3 STAIR
ON GRADE DETAIL
DETAIL OF STAIR ON-FILL
Ø16 @ 150
VERT. BARS E.F.
ST-9
250
3-Ø10 LONG.
BARS
Ø10 @ 300
TRANS BARS
600
100mm THK. WELLCOMPACTED GRAVEL
BASE
1
ST-9
DETAIL OF FIRE ESCAPE STAIR
NOT
TO
SCALE
NOT
TO
SCALE