1.50
3.00
7.50
3.00
0.10
1.50
3.00
0.10
7.50
3.00
0.10
3.00
7.50
3.00
1.50
1" X 12" X 12' FASCIA
BOARD ON 1" FLAT BAR
1.50
0.10
3.00
7.50
3.00
0.10
3.00
7.50
3.00
0.10
3.00
7.50
3.00
1.50
1" X 12" X 12' FASCIA
BOARD ON 1" FLAT BAR
1.50
1" X 12" X 12' FASCIA
BOARD ON 1" FLAT BAR
6.00
3.00
6.00
6.00
3.00
3.68
3.52
3.00
3.00
3.68
3.00
3.52
3.50
3.50
W2
7.00
3.50
W2
3.50
7.00
3.50
7.00
3.50
W1
D1
W1
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
OFFICE OF THE DISTRICT ENGINEER
3.00
IN CASE OF DISCREPANCIES AS TO THE LAYOUT, DIMENSIONS, AND ELEVATION BETWEEN
THE STRUCTURAL PLANS AND ARCHITECTURAL DRAWINGS, THE CONTRACTOR SHALL NOTIFY
BOTH THE STRUCTURAL ENGINEER AND THE ARCHITECT.
4.
ALL CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH THE ACI. 318 95 BUILDING
CODE REQUIREMENTS FOR REINFORCED CONCRETE AND ALL STRUCTURAL STEEL WORK
ACCORDING WITH AISC SPECIFICATION ( 9th EDITION ) IN SO FAR AS THEY DO NOT CONFLICT
WITH THE LOCAL BUILDING CODE REQUIREMENT.
5.
ACI REFERS TO AMERICAN CONCRETE INSTITUTE, AISC TO AMERICAN INSTITUTE OF STEEL
CONSTRUCTION AND ASTM TO AMERICAN SOCIETY FOR TESTING MATERIALS.
6.
CONSTRUCTION NOTES AND TYPICAL DETAILS APPLY TO ALL DRAWINGS UNLESS OTHERWISE
SHOWN OR NOTED. MODIFY TYPICAL DETAILS AS DIRECTED TO MEET SPECIAL CONDITION.
L1/6
1.
ALL CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH AT THE END OF
TWENTY EIGHT ( 28) DAYS W/ CORRESPONDING MAXIMUM SIZE AGGREGATE & SLUMPS AS
FOLLOW.
20mm
100mm
BEAMS, SLABS
4000 psi ( 27.6 MPA )
20mm
100mm
SLAB ON FILL
3000 psi ( 27.6 MPA )
20mm
100mm
4.
TEMPERATURE BARS FOR SLAB SHALL BE GENERALLY PLACED NEAR THE FACE IN TENSION
AND SHALL NOT BE LESS THAN 0.0025 x GROSS CROSS-SECTIONAL AREA ( Ag ) OF THE SLAB
( SEE SCHEDULE BELOW )
MAINTAIN MINIMUM CONCRETE COVER FOR REINFORCING STEEL AS FOLLOWS
SUSPENDED SLABS ------------------------------------------------------------------ 20mm
SLAB ON GRADE ----------------------------------------------------------------------- 40mm
WALLS ABOVE GRADE --------------------------------------------------------------- 25mm
BEAM STIRRUPS AND COLUMN TIES ----------------------------------------------- 40mm
WHERE CONCRETE IS EXPOSED TO
EARTH BUT POURED AGAINST FORMS -------------------------------------------- 50mm
WHERE CONCRETE IS DEPOSITED
SCHEDULE OF MINIMUM SLAB REINFORCEMENT
THICKNESS
100mm
125mm
DIRECTLY AGAINST THE EARTH ----------------------------------------------------75mm
CONCRETE SHALL BE DEPOSITED IN ITS FINAL POSITION WITHOUT SEGREGATION.
RE-HANDLING OR PLACING SHALL BE DONE PREFERABLY WITH BUGGIES, BUCKETS OR
WHEELBARROWS, NO CHUTES WILL BE ALLOWED EXCEPT TO TRANSFER CONCRETE FROM
HOPPER TO BUGGIES, WHEELBARROWS OR BUCKETS IN WHICH CASE THEY SHALL NOT EXCEED
SIX ( 6 ) METERS IN AGGREGATE LENGTH.
4.
NO DEPOSITING OF CONCRETE SHALL BE ALLOWED WITHOUT THE USE OF VIBRATORS
UNLESS AUTHORIZED IN WRITING BY THE DESIGNERS AND ONLY FOR UNUSUAL CONDITIONS
WHERE VIBRATIONS IS EXTREMELY DIFFICULT TO ACCOMPLISH.
5.
ALL ANCHOR BOLTS, DOWELS, AND OTHER INSERTS, SHALL BE PROPERLY POSITIONED &
SECURED IN PLACE PRIOR TO PLACING OF CONCRETE.
6.
ALL CONCRETE SHALL BE KEPT MOIST FOR A MINIMUM OF SEVEN ( 7 ) CONSECUTIVE DAYS
IMMEDIATELY AFTER POURING BY THE USE OF WET BURLAP, FOG SPRAYING, CURING
COMPOUNDS OR OTHER APPROVED METHODS.
7.
STRIPPING OF FORMS AND SHORES :
FOUNDATION -------------------------------------------------------------------------- 24 hrs.
SUSPENDED SLAB EXCEPT WHEN ----------------------------------------------- 8 days
ADDITIONAL LOADS ARE IMPOSED
WALLS --------------------------------------------------------------------------------- 24 days
BEAMS --------------------------------------------------------------------------------- 24 days
COLUMNS ----------------------------------------------------------------------------- 24 days
MINIMUM TEMPERATURE BARS
10mm @ 250mm EACH WAY
10mm @ 225mm EACH WAY
150mm
10mm @ 185mm EACH WAY
175mm
10mm @ 150mm EACH WAY
200mm
10mm @ 140mm EACH WAY
5.
UNLESS OTHERWISE NOTED IN THE PLANS ALL BEDDED SLABS SHALL BE REINFORCED WITH
10mm AT 250mm O.C EACH WAY TO CENTER OF SLAB AND CONSTRUCTION JOINTS FOR SAME
SHALL NOT BE LESS THAN 3.65 METER APART
6.
PROVIDE EXTRA REINFORCEMENTS FOR CORNER SLAB ( TWO ADJACENT DISCONTINUOUS
EDGES ) AS SHOWN BELOW.
7.
CONCRETE SLAB REINFORCEMENTS SHALL BE PROPERLY SUPPORTED WITH 10mm STEEL
CHAIR OR APPROVED EQUIVALENT SPACED AT 1.0 METER ON CENTER BOTHWAYS
DOWN INTO EDGE BEAM. EXTENDED
4- 12@ 1800 LONG TOP BARS BEND
BARS MINIMUM OF 1200 ( 4'-0" ) INTO BARS. 1- 12 TOP &
BOTTOM BARS
4- 12 BOTTOM BARS
400
0
0
0
6
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
OFFICE OF THE DISTRICT ENGINEER
0
MINIMUM CONCRETE PROTECTION FOR REINFORCEMENTS SHALL BE 75mm CLEAR
FOR CONCRETE DEPOSITED THE GROUND AND 50mm FOR CONCRETE
DEPOSITED AGAINST A FORMWORK.
0
3.
L2
L2/3
2D
2D
L2/3
2D
L2/5
L3
L3/3
2D
L2/5
2-12mm SIDE BARS
L3/3
2D
L3/5
L3/6
WEB BARS
BOTTOM BARS
TOP BARS
TABLE "A"
TENSION BARS
EMBEDMENT LENGTHS AND LAPPED
SPLICES IN MILLIMETERS
TABLE "B"
COMPRESSION BARS
EMBEDMENT LENGTHS AND LAPPED
SPLICES IN MILLIMETERS
fc' = 20.7MPa (3000psi) fc' = 20.7MPa (4000psi)
BAR SIZE
(DEFORMED) EMBEDMENT LAPPED
EMBEDMENT
LAPPED
NOTE:
ALL CONCRETE REINF. DETAIL SHOULD BE
DONE IN ACCORDANCE WITH THE LATEST
EDITION OF ACI DETAILING MANUAL.
fc' = 20.7MPa (3000psi) fc' = 20.7MPa (4000psi)
BAR SIZE
(DEFORMED) EMBEDMENT LAPPED
EMBEDMENT
LAPPED
10mm
300
300
300
300
10mm
225
300
200
300
12mm
300
300
300
300
12mm
275
300
250
300
16mm
300
400
300
400
16mm
350
400
325
400
20mm
400
550
350
500
20mm
450
500
475
500
25mm
600
800
550
750
25mm
550
625
550
625
28mm
750
1000
650
850
28mm
625
675
625
675
32mm
950
1300
850
1100
32mm
700
775
700
775
3.
IF THE BEAM REINFORCING BARS END IN A WALL THE CLEAR DISTANCE FROM THE BAR TO THE
FARTHER FACE OF THE WALL NOT BE LESS THAN 25mm. EMBEDMENT LENGTH SHALL BE AS
SHOWN IN A TABLE "A" FOR TENSION BARS AND TABLE "B" FOR COMPRESSION BARS UNLESS
SPECIFIED IN PLAN. TOP BAR SHALL NOT BE SPLICED WITHIN THE COLUMN. AT LEAST TWO
STIRRUPS SHALL BE PROVIDED AT ALL SPLICES.
4.
IF THERE ARE TWO OR MORE LAYERS OF REINFORCING BARS, USE 25mm BAR SEPARATORS
SPACED AT 1.0m ON CENTER IN NO CASE SHALL THERE BE LESS THAN TWO
( 2 ) SEPARATORS BETWEEN TWO LAYERS OF BARS.
5.
MINIMUM CONCRETE PROTECTION FOR REINFORCING BARS OR STEEL SHAPES BE AS
SHOWN IN FIG. B - 2 UNLESS SPECIFIED ELSEWHERE.
LAP SPACE LENGTH:
AT ANY LEVEL NO MORE THAN ALTERNATE BARS SHOULD BE SPLICED MIN.
DISTANCE BETWEEN TWO ADJACENT BARS SPLICES SHALL BE 600mm.
1- 12 EA.
TOP & BOTTOM
38mm
CLEAR
400
6
0
SLAB
OPENING
6
2.
FOOTINGS SHALL REST AT LEAST 15800mm BELOW NATURAL GRADE LINE UNLESS
OTHERWISE INDICATED IN PLANS. NO FOOTING SHALL REST ON FILL.
L1
FOR COL. BAR SPLICES SEE TABLE OF MIN. LAP
SPLICE LENGTH OF COLUMN REINFORCEMENT
(SPACING OF TIES ALONG THIS REGION SHALL NOT
BE LESS THAN 100mm)
12 x 1000 LONG @
MID-DEPTH OF SLAB
@ EACH CORNER
THE CONTRACTOR SHALL SUBMIT THE SCHEDULE OF POURING AND THE LOCATION OF THE
CONSTRUCTION JOINTS TO THE STRUCTURAL ENGINEER AT LEAST ( 4 ) DAYS PRIOR TO THE
POURING FOR APPROVAL.
FOOTINGS ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 96 kpa
( 2000 psf ). CONTRACTOR SHALL REPORT TO THE ENGINEER, IN WRITING, THE ACTUAL
SOIL CONDITION UNCOVERED AND CONFIRM ACTUAL BEARING CAPACITY OF SOIL BEFORE
DEPOSITING CONCRETE.
LAP SPLICES ARE ALLOWED
ONLY IN THIS PORTION
JOINT HOOP SPACE @ "2Sh" WHEN THERE ARE
BEAMS HAVING WIDTH OF AT LEAST ONE-HALF THE
COLUMN WIDTH & DEPTHS NOT LESS THAN THREE
QUARTERS OF THE DEEPEST BEAM THAT FRAME
INTO FOUR SIDES OF THE COLUMN. ALL OTHER
CONDITIONS USE HOOP @ "Sh" CENTER
A
9.
THE CONTRACTOR SHALL FURNISH AND MAINTAIN ADEQUATE FORMS AND SHORING UNTIL
THE CONCRETE MEMBERS HAVE ATTAINED THEIR WORKING CONDITION AND STRENGTH
1.
BOTTOM BAR
IF SLABS ARE REINFORCED BOTHWAYS BARS ALONG THE SHORTER SPAN SHALL BE PLACED
BELOW THOSE ALONG THE LONG SPAN AT THE CENTER AND OVER THE LONGER SPAN
FOR REINFORCING BARS NEAR THE SUPPORTS. THE SPACING OF THE BARS AT THE COLUMN
STRIPS SHALL NOT BE MORE THAN ONE AND A HALF ( 1 21 ) SLAB THICKNESS
3.
8.
L2/5
TYPICAL BARS BENDING AND CUTTING DETAILS SHALL BE AS SHOWN IN FIG. B - 1
INTO TWO WAY SLAB EXTEND
BARS UP TO BEAM SUPPORT
OMIT TRIMMER BARS WHERE
OPENING IS FRAMED BY BEAM
1- 12 EA.
TOP & BOTTOM
LAP SPLICE LENGTH:
AT ANY LEVEL NO MORE THAN
ALTERNATE BARS SHOULD BE
SPLICED. MIN. DISTANCE BET.
TWO ADJACENT BARS SPLICES
SHALL BE 600mm.
b
see note
WEB BARS
see note
MAIN REINFORCEMENT
L/4
TOP BARS @ SUPPORT (CONT.)
REQ'D. BOTT. BARS @ SUPPORT
see note
0.025m SEPARATOR
t or 1/4D
4000 psi ( 27.6 MPA )
TOP BAR
2.
t
100mm
BOTTOM BAR L1/5
L2
D
20mm
L2/3
t
4000 psi ( 27.6 mpa )
TOP BAR
L1/3
UNLESS , OTHERWISE NOTED IN PLANS, CAMBER ALL BEAMS AND GIRDER AT
LEAST 6mm FOR EVERY 4.50m OF SPAN, EXCEPT CANTILEVERS FOR WHICH THE
CAMBER SHALL BE AS NOTED IN PLANS OR AS ORDERED BY THE ENGINEER BUT
IN NO CASE LESS THAN 20mm FOR EVERY 3.0m OF FREE SPAN.
ht
2.
ALL OTHERS, INCLUDING
SUSPENDED SLABS
COLUMNS
3.
L1
1.
0.96
ALL RESULTS OF MATERIAL TESTING FOR CONCRETE, REINFORCING BARS & STRUCTURAL
STEEL MUST BE NOTED & APPROVED BY THE STRUCTURAL DESIGNER.
L1/3
THE DESIGN CONSULTANT SHALL BE HELD FULLY
RESPONSIBLE FOR THE FAILURE OF THE FACILITY / IES /
STRUCTURES DUE TO FAULTY DESIGN EXCEPT FOR THE CHANGES
MADE WITHOUT THE CONFORMITY OF THE CONSULTANTS.
SLEEVES FOR UTILITY
PIPES MAX 1/5D
PROVIDE 3-10 EXTRA STIRR.
EACH SIDE OF SLEEVES
D
9.
2.
NOTE:
PURSUANT TO SECTION 4 OF ANNEX "A" OF THE REVISED
IMPLEMENTING RULES AND REGULATION OF R.A. 9184, APPROVAL
BY AUTHORIZED DPWH OFFICIALS OF DETAILED ENGINEERING
SURVEYS AND DESIGN UNDERTAKEN BY CONSULTANTS NEITHER
DIMINISHES THE RESPONSIBILITY OF THE LATTER FOR THE
TECHNICAL INTEGRITY OF THE SURVEYS AND DESIGN NOR
TRANSFER ANY PART OF THAT RESPONSIBILITY TO THE APPROVING
OFFICIALS.
H
CROSS-TIE
WITHIN CENTER
HALF OF "H"
CONTRACTOR SHALL NOTE AND PROVIDE ALL MISCELLANEOUS CURBS, SILLS, STOOLS,
EQUIPMENT'S AND MECHANICAL BASES THAT ARE REQUIRED BY THE ARCHITECTURAL,
ELECTRICAL AND MECHANICAL DRAWINGS.
ALL SLAB REINFORCEMENTS SHALL BE 20mm CLEAR MINIMUM FROM BOTTOM AND FROM
TOP OF SLAB.
UNLESS OTHERWISE SHOWN, REINFORCEMENT IN CONTINUOUS SLAB SHALL BE CUT AS
FOLLOWS.
n.
8.
4.
mi
SHOP DRAWINGS WITH ERECTION AND PLACING DIAGRAMS OF ALL STRUCTURAL STEEL,
MISCELLANEOUS IRON, PRE-CAST CONCRETE, ETC. SHALL BE SUBMITTED FOR ENGINEERS
APPROVAL BEFORE FABRICATION.
3.
d
10
7.
1.
2.
PROVIDE EXTRA SETS OF TIES AT 100mm OC FOR TIED COLUMN REINFORCEMENT ABOVE AND
BELOW BEAM - COLUMN CONNECTIONS FOR A DISTANCE FROM FACE OF CONNECTION
EQUAL TO THE GREATER OF THE OVERALL THICKNESS OF COLUMN, 1 / 6 THE CLEAR HEIGHT
OF COLUMN OR 450mm.
COLUMN TIES SHALL BE PROTECTED EVERYWHERE BY A COVERING OF CONCRETE CAST
MONOLITHICALLY WITH THE CORE WITH THE MINIMUM THICKNESS OF 40mm AND NOT LESS
THAN 40 TIMES THE MAXIMUM SIZE OF COARSE AGGREGATE IN MILLIMETERS.
WHERE COLUMNS CHANGE SIZE, VERTICAL REINFORCEMENTS SHALL BE OFFSET AT A SLOPE
OF NOT MORE THAN 1 IN 6 AND EXTRA 10mm TIES AT 100mm SHALL BE PROVIDED THRU OUT
THE OFFSET REGION
UNLESS OTHERWISE INDICATED IN THE PLANS , LAP SPLICES FOR VERTICAL COLUMN
REINFORCEMENT SHALL BE MADE WITHIN THE CENTER HALF OF COLUMN HEIGHT, AND THE
SPLICE LENGTH SHALL NOT BE LESS THAN 40 BAR . WELDING OR APPROVED MECHANICAL
DEVICES MAY BE USED PROVIDED THAT NOT MORE THAN ALTERNATE BARS ARE WELDED OR
MECHANICALLY SPLICED AT ANY LEVEL AND THE VERTICAL DISTANCES BETWEEN THESE
WELDS OR SPLICES OF ADJACENT BAR IS NOT LESS THAN 600mm
350mm MAX.
H
3.
C. BEAMS AND GIRDER -------------------------------------------fy = 275 mpa
( 40,000 psi )
D. NON-LOAD BEARING WALL PARTITION, BEDDED SLABS, FLOOR & ROOF SLABS,
PARAPET, CATCH BASIN, SIDE WALK ------------------------- fy = 227.5 mpa ( 33,000 psi )
2.
ALL REINFORCING BARS SIZE 10mm OR LARGER SHALL BE DEFORMED IN ACCORDANCE WITH
ASTM A 706. BARS SMALLER THAN 10mm MAY PLAIN.
3.
SPLICES SHALL BE SECURELY WIRED TOGETHER & SHALL LAP OR EXTEND IN ACCORDANCE
WITH TABLE A. & TABLE B ( TABLE OF LAP SPLICE & ANCHORAGE LENGTH ) UNLESS OTHERWISE
SHOWN ON DRAWINGS, SPLICES SHALL BE STAGGERED WHENEVER POSSIBLE.
1.
Sh
IN REFERENCE TO THE DRAWING, SEE ARCHITECTURAL DRAWINGS FOR DEPRESSIONS
IN FLOOR SLABS, OPENINGS IN THE WALLS AND SLABS, INTERIOR PARTITIONS, LOCATION
OF DRAWING ETC.
UNLESS OTHERWISE NOTED IN PLANS, THE STRENGTH OF REINFORCING BARS SHALL BE:
A. FOOTINGS, FOOTING BEAMS AND GIRDERS -------------fy = 275 mpa
( 40,000 psi )
B. COLUMNS AND SHEAR WALLS ------------------------------- fy = 275 mpa
( 40,000 psi )
Sh
2.
1.
JT. REINF.
IN THE INTERPRETATION OF THE DRAWING, INDICATED DIMENSIONS SHALL GOVERN
AND DISTANCES AND SIZES SHALL NOT BE SCALED FOR CONSTRUCTION PURPOSES.
D
D
COLUMN TIES AS
D
D
CONF. REINF.
JOINT REINF.CONF. REINF. PER SCHEDULE CONF. REINF.JOINT REINF.
CONF. REINF.
1.
SPLICE
BOTTOM BARS AT
MID SPAN
EXTRA TOP BARS
@ SUPPORT
6.
WHEN A BEAM CROSSES A GIRDER, REST BEAM ON TOP OF GIRDER BARS, BEAM
REINFORCING BAR SHALL BE SYMMETRICAL ABOUT CENTER LINE WHENEVER POSSIBLE.
7.
GENERALLY NO SPLICES SHALL BE PERMITTED AT POINTS WHERE CRITICAL BENDING
STRESSES OCCUR, SPLICES WHERE NO PERMITTED SHALL BE INDICATED IN THE TABLE "A"
AND "B" WELDED SPLICES SHALL BE DEVELOP IN TENSION AT LEAST 125% OF THE
SPECIFIED YIELD STRENGTH OF THE BAR. NOT MORE THAN 50% OF THE BARS AT ANY ONE
SECTION IS ALLOWED TO BE SPLICED THEREIN.
1.60m
1.90m
2.20m
14.0
200
200
200
111-
10
10
12
111-
10
10
10
6mm @ 200mm
6mm @ 200mm
6mm @ 200mm
2.10m
2.40m
2.70m
2.50m
2.90m
3.10m
17.0
250
250
250
111-
12
12
16
111-
10
10
12
6mm @ 200mm
6mm @ 200mm
10mm @ 200mm
3.00m
3.30m
3.60m
3.40m
3.70m
4.00m
20.0
300
300
300
1 - 16
1 - 16
1 - 20
111-
12
12
12
10mm @ 200mm
10mm @ 200mm
10mm @ 200mm
550
=
=
275 MPa (40,000 psi)
230 MPa (33,000 psi)
fy
=
248MPa (36,000 psi)
fy
=
248MPa (36,000 psi)
fm'
=
3.45 MPa (500psi)
b)
Fv
=
69MPa(10,000 psi)
t/3
30 BAR DIA.
(min.)
40
t
t/3
50
500
20.70 MPa ( 3,000 psi)
t/3
1.20m
1.50m
1.80m
30 BAR DIA.
(min.)
D
STIRRUPS
=
WHERE A CONSTRUCTION JOINT IS TO BE MADE, THE SURFACE OF CONCRETE SHALL BE
CLEANED AND ALL LAITANCE AND STANDING WATER REMOVED. SHEAR KEY SHALL BE
PROVIDED AT THE JOINT.
D/3
TOP
1
fc'
250
BOTTOM
600 (MIN.)
HEIGHT
OF
LINTEL
(mm)
VARIES
LINTELS IN BLOCK WALLS
500
550
REINFORCING BARS SHALL HAVE 25mm CLEAR CONCRETE COVER FROM FACE OF WALL EXCEPT
FOR WALLS IN CONTACT WITH THE GROUND WHERE A MINIMUM OF 60mm SHALL BE PROVIDED,
AND FOR EXPOSED FACES FORMED WALLS WHERE THE MINIMUM SHALL BE 50mm CLEAR.
CARRY VERTICAL BARS AT LEAST 60mm ABOVE FLOOR LEVEL TO PROVIDE FOR SPLICES WHEN
NECESSARY STOP AT 50mm BELOW TOP SLAB OR SOLID BAND WHERE THE WALL ENDS
VERTICAL AND HORIZONTAL BARS SHALL BE SPLICED BY LAPPING A DISTANCE EQUAL TO 30
AND WIRED SECURELY WITH 16 G.I. WIRE PROVIDED THAT SPLICES IN ADJACENT BARS ARE
STAGGERED AT LEAST 1.50M OC
UNLESS OTHERWISE NOTED IN THE PLANS, ALL OPENINGS IN WALLS 250mm OR THICKER SHALL
BE REINFORCED AROUND WITH 2 - 20mm BARS FOR 225mm, 200mm, 175mm, 150mm, USE 2 - 16mm
. FOR 125mm AND 100mm WALLS, USE 2 - 12mm BARS. ALL WALLS SPANNING SHALL HAVE
VERTICAL REINFORCEMENT BENT TO A U - FORM LIKE STIRRUPS AND SPACED ACCORDING TO THE
SCHEDULE UNLESS OTHERWISE NOTED ( SEE FIG. 1 )
D/3 D/3
2.
3.
CLEAR TOTAL
MIN.
SPAN LENGTH
fc'
("L") (L + 0.40m) (MPa)
2. DESIGN STRESS
A. CONCRETE
COMPRESSIVE STRENGTH AT 28 DAYS
B REINFORCING BARS
a) FOR BARS 16mm AND GREATER
fy
b) FOR BARS LESS THAN 16mm
fy
C STRUCTURAL STEEL, ASTM - A36
FOR TRUSSES, BRACINGS, AND STRUTS
D PURLINS
COLD FORMED LIGHT CAGE SHAPES
E MASONRY UNIT (CHB)
NON - LOADING BEARING CHB WALLS
F WELDS - USED E - 60xx ELECTRODE
G STRUCTURAL BOLTS, ASTM - A307
a) Ft
=
96.60
MPa (14,000 psi)
ALL WALLS SHALL BE REINFORCED ACCORDING TO THE FOLLOWING SCHEDULE OF WALL
REINFORCEMENT UNLESS OTHERWISE INDICATED IN THE PLANS.
400
(DOWEL)
400
(DOWEL)
SCHEDULE OF CONCRETE HOLLOW BLOCK AND CERAMIC BLOCK REINFORCEMENT
400
1.
2.
250
400
DOWEL
300
(TYP.)
400
DOWEL
1.
2.
3.
4.
5.
USE E70xx ELECTRODES FOR ALL MEMBERS WELDED.
WELDS SHALL DEVELOP THE FULL STRENGTH OF MEMBERS JOINED UNLESS OTHERWISE SHOWN
OR DETAILED IN THE DRAWINGS.
STRUCTURAL STEEL TO BE USED FOR FABRICATION AND ERECTION OF THIS STRUCTURE SHALL
COMPLY WITH ALL THE PERTINENT PROVISION OF AISC SPECIFICATION OR DESIGN, FABRICATION
AND ERECTION OF STRUCTURAL STEEL FOR BUILDING LATEST EDITION.
ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A36 STRUCTURAL STEEL UNLESS
OTHERWISE INDICATED.
ALL WELDED CONNECTIONS SHALL DEVELOP THE FULL STRENGTH OF THE MEMBERS CONNECTED.
UNLESS OTHERWISE SPECIFIED ALL WELDING RODS SHALL CONFORM AWS E60 ELECTRODES.
ALL BOLTS USED UNLESS OTHERWISE SPECIFIED SHALL BE ASTM A 307 BOLTS.
38mm CLEAR
400
LOADINGS
A. DEAD LOAD
CONCRETE
STEEL
150mm THK. CHB WALL
100mm THK. CHB WALL
-
23.56 KN / m3
76.93 KN / M3
2.73 kPA
2.11 kPA
-
1.00 kPA
3
B.
LIVE LOAD
ROOF
L
4db or 65mm
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
OFFICE OF THE DISTRICT ENGINEER
D = FOR BEAM
2t = FOR SLAB
30 BAR DIA.
(min.)
THE DESIGN CONSULTANT SHALL BE HELD
FULLY RESPONSIBLE FOR THE FAILURE OF THE
FACILITY / IES / STRUCTURES DUE TO FAULTY
DESIGN EXCEPT FOR THE CHANGES MADE WITHOUT
THE CONFORMITY OF THE CONSULTANTS.
WHERE : W = TOTAL DEAD LOAD
T = NATURAL PERIOD
=
Ct (hn)
;
WHERE : C
=
NUMERICAL COEFFICIENT
h
=
BUILDING HEIGHT
I
=
IMPORTANCE FACTOR
=
1.50
R
=
NUMERICAL FACTOR
=
8.50
SEISMIC COEFFICIENT
Cv =
0.44Nv
Ca =
0.64N
NEAR SOURCE FACTOR ( 10km )
Nv =
1.20
Na =
1.00
Z
=
SEISMIC ZONE
=
0.40
( ZONE 4 )
S
=
SOIL TYPE
=
D
L
12db
NOTE:
PURSUANT TO SECTION 4 OF ANNEX "A" OF THE
REVISED IMPLEMENTING RULES AND REGULATION
OF R.A. 9184, APPROVAL BY AUTHORIZED DPWH
OFFICIALS OF DETAILED ENGINEERING SURVEYS
AND DESIGN UNDERTAKEN BY CONSULTANTS
NEITHER DIMINISHES THE RESPONSIBILITY OF THE
LATTER FOR THE TECHNICAL INTEGRITY OF THE
SURVEYS AND DESIGN NOR TRANSFER ANY PART
OF THAT RESPONSIBILITY TO THE APPROVING
OFFICIALS.
db
VERIFY DEPRESSION
D = FOR BEAM
t = FOR SLAB
30 BAR DIA. 30 BAR DIA
(min.)
(min.)
db
200(mm)
6
C.
200(mm)
WIND LOAD ( NSCP 2010 )
BASIC WIND VELOCITY, V = 250 KPH
P = qh [(GCpf) - (GCpi)] (DESIGN WIND PRESSURE)
WHERE: qh = VELOCITY PRESSURE, kPA
GCpf = EXTERNAL PRESSURE COEFFICIENT
GCpi = INTERNAL PRESSURE COEFFICIENT
D. SEISMIC LOAD ( NSCP 2010 )
V = [( Cvl / RT ) W] ( DESIGN BASE SHEAR )
Vmax = ( 2.50CAL / R ) W
Vmin = 0.11 CalW
Vmin = ( 0.80 ZNvl / R ) W (ZONE 4)
db
D
L
L1
D
1.
L
2
ALL REINFORCEMENT SHALL BE BENT
COLD UNLESS
OTHERWISE PERMITTED BY THE STRUCTURAL
ENGINEER.
REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE
SHALL NOT BE FILLED
BENT, EXCEPT AS SHOWN IN
THE DESIGN
DRAWINGS OR PERMITTED BY THE
STRUCTURAL ENGINEER.
TIES AND CLOSE STIRRUPS MUST BE
D + 2db
1
D
1.25
NOTES OF STIRRUPS:
db
250
400
DOWEL
400
DOWEL
A. ALL EMBEDDED PIPES FOR UTILITIES, ETC. THAT PASS THRU BEAMS SHALL NOT EXCEED 100mm IN
OR 1 / 3 BEAM DEPTH WHICHEVER IS LESS, UNLESS OTHERWISE APPROVED IN WRITING BY THE
STRUCTURAL ENGINEER
B. NO PIPES SHALL BE ALLOWED TO PASS THRU BEAMS VERTICALLY.
C. NO PIPES SHALL BE EMBEDDED IN COLUMNS.
300
(TYP)
400
200 (DOWEL)
2.
UNLESS OTHERWISE SHOWN IN PLANS ALL CONCRETE HOLLOW BLOCKS AND CERAMIC BLOCKS
SHALL BE REINFORCED AS SHOWN IN THE SCHEDULE OF CONCRETE HOLLOW BLOCKS AND
CERAMIC BLOCK REINFORCEMENT
PROVIDE 150mm X 300mm STIFFENER COLUMN REINFORCED WITH 4 -12mm WITH 6mm TIES AT
150mm ON CENTER WHERE CONCRETE HOLLOW BLOCK TERMINATES AND AT EVERY 3.00m
LENGTH OF CONCRETE HOLLOW BLOCK WALLS UNLESS NOTED IN STRUCTURAL PLANS.
400
DOWEL
1.
VERIFY ARCHITECTURAL
1.
0.20 0.20 0.20
L/4
L
RCB-1
L/4
@
SUPPORT
10mm TEMP.BARS
@0.20m OC, BOTHWAYS
12mm CUT BARS
@0.20m OC, BOTHWAYS
@
MIDSPAN
L/5
L/5
7 - 16mm DOWEL,
1.00m EXTENDED
L/4
0.40
12mm BENT UP BARS
@0.20m OC, BOTHWAYS
PLAN
10mm TEMP.BARS
@0.20m OC, BOTHWAYS
3.50
12mm CUTBARS
@0.20m OC, BOTHWAYS
L
L/5
0.20
L/5
@
SUPPORT
@
MIDSPAN
L/4
L/4
0.125
0.20 0.20 0.20 0.20 0.20 0.20
0.30
0.30
0.20
RCB-1
12mm BENTBARS
@0.20m OC, BOTHWAYS
L/2
L
M
S
RCB-1
0.20
0.40
0.20
L/4
0.20 0.20 0.20 0.20
L/4
L
L/2
SECTION
L/4
RCB-1
L/2
L/4
0.10
L/4
DESIGN CRITERIA:
RCB-1
0.05
0.20
0.20
0.05
0.20
12mm BENTBARS
@0.20m OC, BOTHWAYS
RCB-1
10mm CUTBARS
10mm TEMP.BARS
@0.20m O.C. BOTHWAYS @0.10m OC, BOTHWAYS
fy = 230 MPa
4. ASSUMED ALLOWABLE BEARING CAPACITY
Y = 100KPa
NOTE:
WATER TABLE IS 1500 BELOW GROUND LEVEL.
SLOPE DIRECTION OF FLOOR DRAIN
0.35
10mm BASE BAR
SPACED @ 0.20mm O.C.
1.20
0.25
i. LIVE LOAD ________________________1000Pa
ii. ALLOWABLE STRESSER
1. CONCRETE
a. FOR FOOTING, BEAMS AND SLABS
fc" = 20 MPa
2. CONCRETE MASONRY UNITS
(LOAD BEARING CHB)
fm' = 6.90 MPa, fM = 2.41 MPa
3. REINFORCING STEEL BARS
L
3.52
6.00
3.00
3.00
S-1
S-1
3.68
3.52
3.00
0.075
3.68
3.50
3.00
3.50
3.00
6.00
3.00
3.50
6.00
7.00
S-1
0.075
1.20
0.30
3.50
3.50
7.00
3.50
S-1
0
7.00
.5
0
S-1
0.25
1.20
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
OFFICE OF THE DISTRICT ENGINEER
0.075
GENERAL ELECTRICAL NOTES:
ELECTRICAL LEGEND:
SYMBOL
TYPICAL SCHEDULE OF LOAD
OUTLET VOLTS WATTS
AMPERE PER
CIRCUIT
PROTECTION
WIRE SIZE
CONDUIT
DISTRIBUTION BOARD / PANEL
CIRCUIT HOMERUN
LIGHT OUTLET
WALL LAMP
M
KILOWATTHOUR METER
CIRCUIT BREAKER
USE:
AMP. MOLDED CIRCUIT BREAKER, 2-WIRE
WITH 4 BRANCH CIRCUIT.
6.00
3.00
3.50
7.00
3.50
3.00
x 2400mm LENGTH
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
OFFICE OF THE DISTRICT ENGINEER
250 VOLTS