1. CONCRETE 400

L2/4 + 120

L1

L 2/7

L3

1 STRUCTURAL NOTES

S 1

NOTES ON COLUMNS

A. CONFINEMENT TIES SHALL BE PROVIDED ON THE COLUMNS AT BEAM COLUMN INTERSECTION AS SHOWN IN THE FIGURE 9 AND 10

UNLESS OTHERWISE SHOWN IN STRUCTURAL PLANS

B. COLUMN TIES AND SPIRAL SHALL BE PROTECTED EVERYWHERE BY COVERING OF CONCRETE CAST MONOLITHICALLY WITH CORE OF

MINIMUM THICKNESS OF 38mm AND NOT LESS THAN 1

1

2

TIMES THE SIZE OF COURSE AGGREGATES.

C. WHERE COLUMN CHANGES SIZE, VERTICAL REINFORCEMENT SHALL BE OFFSET OF A SLOPE OF NOT MORE THAN

1

5

WITH EXTRA TIES AT

100mm O.C. SHALL BE PROVIDED THROUGHOUT THE OFFSET REGION.

FIGURE 9 (EXTERIOR

COLUMN)

FIGURE 10 (INTERIOR COLUMN)

Y

50mm

75mm TYPICAL

50mm

75mm TYPICAL

100mm O.C. EXTRA TIES

TOP OF SLAB

Y

Y

50mm

75mm TYPICAL

50mm

75mm TYPICAL

Y

100mm O.C.

EXTRA TIES

Y=

1

6

STOREY HEIGHT

CR MAXIMUM COLUMN

DIMENSION WHENEVER

IS GREATER

GENERAL NOTES

A. IN THE INTERPRETATIONS OF THESE DRAWINGS, INDICATED DIMENSION SHALL GOVERN AND DISTANCES OF SIZES SHALL NOT BE SCALED FOR

CONSTRUCTION PURPOSES.

B. BARS ON REINFORCE CONCRETE EXPOSED TO WEATHER SHALL PREFERABLY BE PROTECTED WITH AT LEAST 40mm AND IN NO CASE NO LESS

THAN 25mm. THIS PROVIDED MAY BE WAIVED WHEN ADEQUATE WATERPROOFING IS PROVIDED.

C. ALL CONCRETE WORKS SHALL BE DONE IN ACCORDANCE WITH THE ACI CODE FOR REINFORCED CONCRETE AND ALL STRUCTURAL STEEL

WORKS IN ACCORDANCE WITH THE AISC SPECIFICATIONS IN SO FAR AS THEY WILL NOT CONFLICT WITH LOCAL BUILDING CODE AND THIS

NOTES.

D. FOOTINGS ARE DESIGNED AN ALLOWABLE SOIL BEARING CAPACITY OF 100 kpa AT FOUNDING DEPTH OF 1.5m FROM NATURAL GRADE LINE.THE

CONTRACTOR SHALL REPORT TO THE ENGINEER IN WRITING ACTUAL SOIL CONDITIONS UNCOVERED AND CONFIRMED ACTUAL BEARING

CAPACITY OF SOIL BEFORE DEPOSITING CONCRETE AND VERIFIED PRIOR TO CONSTRUCTION.

E. NO FOOTING SHALL REST ON FILL.

F. ALL FOOTING SHALL BE PROVIDED WITH 50mm THK. LEAN CONCRETE.

NOTES ON REINFORCED CONCRETE SLAB

A. ALL SLAB REINFORCEMENT SHALL BE 18mm CLEAR FROM BOTTOM/ TOP OF SLAB.

B. LENGTH OF CUT-OFFS SHALL BE AS SPECIFIED IN FIGURE 7.

C. IF SLABS ARE REINFORCED ON BOTH WAYS, BARS ALONG THE SHORT SPAN SHALL BE PLACE BE PLACED BELOW THOSE ALONG

THE LONG SPAN AT THE CENTER AND OVER THE LONGER SPAN BARS NEAR THE SUPPORT.

D. TEMPERATURE BARS FOR SLAB SHALL BE GENERALLY PLACED NEAR THE FACE IN TENSION. SEE TABLE 3 FOR SPACING.

E. UNLESS OTHERWISE NOTED IN PLANS OR SPECIFICATIONS, CAMBER ALL R.C. SLAB ALONG THE SHORTER SPAN, 3mm PER METER

SPAN.

F. UNLESS OTHERWISE NOTED, ALL SLABS ON GRADE ARE TO BE REINFORCED WITH 10MM BARS AT 400MM O.C. EACH WAY AT

CENTER OF SLAB CONSTRUCTION JOINT FOR SAME SHALL NOT BE MORE THAN 3000MM APART.

G. PROVIDE EXTRA REINFORCEMENT FOR SLAB, SEE FIGURE 8.

FIGURE 7

L1/4+ 120 L1/4 + 120 L2/4 + 120

L 1/7 L 1/7

TYPICAL EXTERIOR SPAN

L 2/7

L2

TYPICAL EXTERIOR SPAN CANTILEVER SPAN

WHERE D= DIAMETER OF REINFORCING

BARS USED

EXTRA TOP BARS

EXTERIOR TOP BARS

EXTRA TOP BARS

INTERIOR TOP BARS

CONTINUOUS TOP BARS

CANTILEVER TOP BARS

CONTINUOUS BOTTOM BARS

FIGURE 8

5-10mm Ø BARS SPACED @

200mm O.C. TOP BARS

5-10mm Ø BOTTOM BARS

SPACED @ 200mm

TABLE - 3

THICKNESS

(mm)

10mm Ø @ 270mm O.C.

SCHEDULE OF MINIMUM SLAB REINFORCEMENT

100

110

130

140

15010mm Ø @ 170mm O.C.

10mm Ø @ 190mm O.C.

MINIMUM TEMPERATURE BARS

10mm Ø @ 210mm O.C.

10mm Ø @ 240mm O.C.

MATERIALS

1. CONCRETE

UNLESS INDICATED OTHERWISE ON THE PLANS. THE CONCRETE CLASS AND STRENGTHEN

SHALL BE AS FOLLOWS:

2. REINFORCING STEEL

A. REINFORCING STEEL SHALL CONFORM TO ASSHTO M31 (ASTM A615), GRADE 40 FOR BARS 16mm

AND SMALLER (40,000psi), fy=275.80 Mpa, GRADE 60 FOR BARS 20mm AND LARGER (60,000psi),

fy=414 Mpa.

3. STRUCTURAL STEEL

A. STRUCTURAL STEELS ( A36)

FY = 248 MPA

B. ALL WELDING WORKS SHALL BE DONE BY SKILLED AND LICENSED WELDER

STRUCTURAL

MEMBER

CLASS

28-DAY CYLINDER STRENGTH

PSI MPa

MAX. SIZE OF

COARSE AGGREGATE

mm (in.)

FOOTINGS AA 4000 27.60 20

COLUMNS, BEAMS AA 4000 27.60 20

SLABS AA 4000 27.60 20

FIGURE 5

L1/4 + 120 L1/4 + 120 L2/4+ 120

400

L2/4 + 120 2/3 L3

L1/7 L1/7

L1


L2/7 L2/7

L2


L3

CANTILEVER SPAN

WHERE D= DIAMETER OF REINFORCING

BARS USED

NOTES ON REINFORCED CONCRETE BEAMS

A. UNLESS OTHERWISE NOTED IN THE PLAN OR SPECIFICATIONS, CAMBER ALL REINFORCED CONCRETE BEAMS AT LEAST

6mm FOR EVERY 4500mm CLEAR SPAN EXPECT CANTILEVERS FOR WHICH THE CAMBERS SHALL BE NOTED IN THE PLANS

OR ORDERED BY THE DESIGNERS BUT IN NO CASE LESS THAN 18mm FOR EVERY 3000mm FREE SPAN

FIGURE 6

R.C. SLAB

300mm

(MIN.)

38mm

CLEAR

38mm

CLEAR

25mm Ø SEPARATOR

38mm

CLEAR

B. LENGTH OF BAR CUT-OFFS AND BAR CLEARANCES SHALL BE AS

SPECIFIED IN FIGURE 5.

C. IF BEAM REINFORCING BARS ENDS IN A WALL THE CLEAR DISTANCE

FROM THE BAR TO THE FURTHER FACE OF THE WALL SHALL NOT BE

LESS THAN 5 BAR DIAMETERS. THE REINFORCING BARS SHALL

TERMINATE ON A STANDARD 90° HOOK, MINIMUM EMBEDMENT SHALL

BE 40 BAR DIAMETER FOR COMPRESSION BARS.

D. IF THERE ARE TWO OR MORE LAYER OF REINFORCING BARS AT 900mm O.C IN NO CASE SHALL THERE BE LESS THAN TWO

SEPARATORS BETWEEN LAYER OR BARS.

E. MINIMUM CONCRETE PROTECTION OF REINFORCING BARS SHALL BE AS

SHOWN IN FIGURE 6.

F. WHEN BEAM CROSSE A GIRDER, REST REST BEAM BARS ON TOP OF THE GIRDERS. AT COLUMN INTERSECTION, GIRDER

BARS SHALL BE ON TOP OF BARS.

C. GENERALLY, NO SPLICE SHALL BE PERMITTED IN BEAMS A POINT WHERE CRITICAL BENDING STRESS OCCUR, SPLICE

WHERE SO PERMITTED SHALL BE SIXTY (60) BAR DIAMETER FOR PLAIN BARS AND FORTY (40) BAR DIAMETER FOR

DEFORMED BARS. NOT MORE THAN BARS AT ANY SECTION SHALL BE SPLICED THEREIN.

NOTES ON REINFORCED CONCRETE WALLS

A. ALL WALLS SHALL BE REINFORCED ACCORDING TO THE FOLLOWING SCHEDULE OF WALL

REINFORCEMENT UNLESS OTHERWISE NOTED ON PLANS

WALL

THICKNESS

(mm)

100

10mm Ø @ 250mm O.C.

VERTICAL BARS AT CENTER, HORIZONTAL BARS STAGGERED

TABLE - 1

10mm Ø @ 300mm O.C.

REINFORCEMENT

12mm Ø @ 250mm O.C.

12mm Ø @ 250mm O.C.

130

150

180

200

230

250

280

300

350

400

10mm Ø @ 200mm O.C.

10mm Ø @ 250mm O.C.

12mm Ø @ 300mm O.C.

12mm Ø @ 250mm O.C.

HORIZONTAL VERTICAL

12mm Ø @ 250mm O.C.

12mm Ø @ 200mm O.C.

16mm Ø @ 300mm O.C.

10mm Ø @ 250mm O.C.

10mm Ø @ 300mm O.C.

12mm Ø @ 300mm O.C.

12mm Ø @ 100mm O.C.

10mm Ø @ 250mm O.C.

10mm Ø @ 300mm O.C.

12mm Ø @ 350mm O.C.

12mm Ø @ 300mm O.C.

12mm Ø @ 280mm O.C.

12mm Ø @ 250mm O.C.

16mm Ø @ 350mm O.C.

VERTICAL

SECTIONS




BOTH FACES

BOTH FACES

BOTH FACES

BOTH FACES

BOTH FACES

BOTH FACES

BOTH FACES

SEE FIG. 2

SEE FIG. 2

SEE FIG. 2

SEE FIG. 2

SEE FIG. 2

SEE FIG. 2

SEE FIG. 2

SEE FIG. 1

SEE FIG. 1

SEE FIG. 1

SEE FIG. 1

FIGURE 1 FIGURE 2

REINFORCING BARS SHALL HAVE 40mm MINIMUM CLEAR DISTANCE FROM WALL FACE

EXCEPT FOR WALLS IN CONTACT WITH THE GROUND WHERE A MINIMUM OF 70mm SHALL

BE PROVIDED.

B. CARRY VERTICAL BARS AT LEAST 800mm ABOVE FLOOR LEVEL TO PROVIDE FOR

SPLICES. ELSEWHERE STOP AT 50mm BELOW THE TOP OF THE SLAB OR SOLID BOND

WHERE THE WALLS ENDS. HORIZONTAL AND VERTICAL BARS SHALL BE SPLICED BY

LAPPING A DISTANCE EQUAL TO 40 BAR DIAMETER AND WIRED SECURELY WITH NO. 16 G.I.

WIRE PROVIDED AT LEAST 1530mm ON CENTER.

SCHEDULE OF CONCRETE HOLLOW BLOCKS REINFORCEMENT

WALL

THICKNESS

(mm)

76

A. MINIMUM LAP AT SPLICE = 250mm

B. PROVIDE RIGHT ANGLE REINFORCEMENT AT

CENTERS 910mm LONG.

C. WHERE CHB WALLS ADJOIN R.C. COLUMNS,

R.C. BEAMS AND WALLS, DOWELS SHALL

PROVIDED.

10mm Ø @ 610mm O.C.

REINFORCEMENT

12mm Ø @ 610mm O.C.

100

150

200

HORIZONTAL VERTICAL

REMARKS

10mm Ø @ 610mm O.C.

10mm Ø @ 610mm O.C.

10mm Ø @ 610mm O.C.

10mm Ø @ 610mm O.C.

10mm Ø @ 610mm O.C.

10mm Ø @ 610mm O.C.

C. UNLESS OTHERWISE NOTED IN THE PLAN, ALL OPENING WALL 250mm THK. OR THICKNESS SHALL BE REINFORCED AROUND

WITH 2 (TWO) - 20mm Ø BARS. FOR 230mm THICK WALL AND BELOW, USE 2-16mm Ø, FOR

130mm 10mm THICK WALL, USE 2-12mm Ø BARS.

ALL WALL OPENING SHALL HAVE VERTICAL REINFORCEMENT BENT TO U-FORM LIKE STIRRUPS AND SPACED ACCDG.

TO SCHEDULE (TABLE -1). ALL CONCRETE WORKS SHALL BE REINFORCED WITH BARS OF AREA AT LEAST EQUAL TO THAT

SPECIFIED IN THE LATEST EDITION OF ACI CODE.

4

0

0

40

0

40

0

400

FIGURE 3

WHERE:

D=DIAMETER OF

REINFORCING BAR

USED.

FIGURE 4

SEE NOTE C NOTES

ON CONCRETE

WALLS

OIC - ASSISTANT REGIONAL DIRECTOR

EMMANUEL W. DIAZ, CESE

REGIONAL DIRECTOR

RONNEL M. TAN, CESO IV

ENGINEER II

BILLY JOE M. MOSTER

CHARRY B. RABAGO

REPUBLIC OF THE PHILIPPINES

DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS

REGIONAL OFFICE NO. 1

Planning and Design Division

Bridges & Other Public Works Design Section

AGUILA ROAD, SEVILLA, SAN FERNANDO CITY, LA UNION

DESIGNED:

DATE:

CHIEF, PLANNING AND DESIGN DIVISION

ALBERTO B. ESQUEJO, JR.

DRAWN:

DRAFTSMAN II

PROJECT & LOCATION: SHEET CONTENTS: REVIEWED: SUBMITTED: RECOMMENDED: APPROVED:

DATE: DATE: DATE:

CHIEF, BRIDGES & OTHERS PUBLIC WORKS DESIGN SECTION

RUEL O. BODESTYNE

SET NO.: SHEET NO.:

S

DINGRAS, ILOCOS NORTE

S1

12 30

STRUCTURAL NOTES

CONSTRUCTION OF STANDARD TYPE B/C

DINGRAS MPS BUILDING



REGIONAL DIRECTOR


ENGINEER II

BILLY JOE M. MOSTER

CHARRY B. RABAGO







DESIGNED:

DATE:



DRAWN:

DRAFTSMAN II


DATE: DATE: DATE:


RUEL O. BODESTYNE

SET NO.: SHEET NO.:

S


SCALE 1:100 M

1 FOUNDATION PLAN

S 2

8.0

0m

C1F2

TB

C1F2

C1F2

TB TB

WF

2

12.00m

WF2

WF

2

WF2

WF2

WF2

WF2

C1F2C1F2

C2F1C2F1

TB

TB

C1F2

C1F2

TB

TB

TB

TB

C1F2

TB

4.0

04

.0

0

4.00 4.00 4.00

C1F2

C1F2

TB

TB

TB

TB

TB

TB

TB

FFE 0.00 - 0.60M

FFE 00.00

FFE 00.00

FFE 00.00

FFE 00.00

FFE 0.0 - 0.05M

FFE 0.0 - 0.05M

WF

2

WF2

1

2

3

4

FFE 0.00 - 0.60M

WF

1

WF

1

WF1 WF1 WF1

WF

1W

F1

WF1WF1 WF1

0.3

0

0.10

STIFFENER COLUMN

4-12mmØ VERT.

TIES,[email protected],[email protected],

[email protected] REST

@ 0.20 M. O.C

12

3

4

A

B

c

2.5

0

2.1

0

12.00M

4.00 4.00 4.00

4.0

04

.0

0

8.0

0M

STAIRWELL

2.9

31

.0

84

.0

0

C2

0.5

0

0.50

0.50

0.5

0

0.7

0

0.45

MANHOLE

0.70

C2 C2 C2

C2 C2 C2 C2

0.70

SCALE 1:100 M

3 THIRD FLOOR FRAMING PLAN

S 2

1 2

3

4

A

c

B2

B2

B2

S1

S1

S1

S1

S1

B3

C2

B2

12.00

4.00

8.0

0

4.0

04

.0

0

1.2

01

.2

0

4.00 4.00

1.20 1.20

RB RB RB

RB

RB

RB RB RB

SCALE 1:100 M

4 ROOF BEAM PLAN

S 2

1 2

3

4

A

c

C2 C2 C2 C2

C2 C2 C2 C2

C2

C2 C2 C2

S2

THIRD FLOOR FRAMING PLAN

ROOF BEAM PLAN

12.00M

4.00 4.00 4.00

4.0

04

.0

0

8.0

0M

2.0

0

STAIRWELL

C1 C1 C1 C1

C1 C1

C1 C1 C1 C1

4.00

2.9

31

.0

84

.0

0

1 2

3

4

A

B

c

B2

B2

B2

S1

S1

S1

S1

B1B1B1

S1

B3

S2

C2C2

B1B1B1

SCALE 1:100 M

2 SECOND FLOOR FRAMING PLAN

S 2

13 30

(ONE WAY SLAB) BENT BARS

@ L/4 FROM SUPPORT Ø12MM

@ 300MM PARALLEL TO

SHORTER DIRECTION

S2

120mm THK SLAB WITH

12mm Ø TEMP. BARS

SPACED @ 250mm B.W.

S2 DETAIL

S2

Ø 12MM STRAIGHT TOP

AND BOTTOM BARS

@ 300 MM B.W

L

TF-B1

L

TF

-B

1

BENT BARS @ L/4

FROM SUPPORT

Ø12MM @ 300MM B.W.

Ø 12MM STRAIGHT TOP

AND BOTTOM BARS

@ 300 MM B.W

S1 DETAIL



12.00

4.00

8.0

0

4.0

04

.0

0

1.2

01

.2

0

4.00 4.00

1.20 1.20

RB RB RB

RB RB RB

RB RB

TRU

SS-1

TRU

SS-1

TRU

SS-1

HT-2

HT-2

HT-1 HT-1

HT-3

HT-3

HT-2

HT-2

HT-3

HT-3

HT-3

HT-3

HT-3

HT-3

10MM∅ SAG ROD

PRE-PAINTED GUTTER

(PNP BLUE)

CONCRETE COLUMN

1 2

3

4

A

B

c

0.4

0

8-25mm Ø VERTICAL BAR W/

TIES SPACED AT 2@50mm,

4@75mm, 4@100mm and REST

@200mm O.C

16mm Ø REBAR

SPACED @ 180mm

O.C.,B.W.

1.4

0

50mm GRAVEL BED

elev. 0.00m N.G.L.

0.6

0

120mm thk. SLAB w/ 12mm

TEMP. BARS SPACED @

250mm B.W. O.C.



REGIONAL DIRECTOR


ENGINEER II

BILLY JOE M. MOSTER

CHARRY B. RABAGO







DESIGNED:

DATE:



DRAWN:

DRAFTSMAN II


DATE: DATE: DATE:


RUEL O. BODESTYNE

SET NO.: SHEET NO.:

S


SCALE 1:80

2 ROOF FRAMING PLAN

S 3

SCALE 1:25

3 C1F2 DETAIL

S 3

PLAN

SECTION

SECTION

SCALE 1:25

2C2F1 DETAIL

S 3

S3

12MM∅ CROSS BRACING W' TURNBUCKLE

14 30

ROOF FRAMING PLAN

C2F1 DETAIL

C1F2 DETAIL

12-25mm Ø VERTICAL BAR W/ 10mm Ø HOOP &

TIES SPACED AT 2@50mm, 3@75mm, 4@100mm

and REST @150mm CL

2.50

1.05 1.050.40

0.4

0

2.5

0

0.40 0.40

0.87 0.88

2.10

0.4

0




@200mm O.C

16mm Ø REBAR

SPACED @ 175mm

O.C.,B.W.

1.4

0

50mm GRAVEL BED

elev. 0.00m N.G.L.

0.6

0

120mm thk. SLAB w/ 12mm

TEMP. BARS SPACED @

250mm B.W. O.C.

0.40 0.40

2.10

2.1

0

2.50

PLAN

0.3

5

0.35

12-20mm Ø VERTICAL BAR W/ 10mm Ø HOOP &

TIES SPACED AT 2@50mm, 3@75mm, 4@100mm

and REST @150mm CL



S4



REGIONAL DIRECTOR


ENGINEER II

BILLY JOE M. MOSTER

CHARRY B. RABAGO







DESIGNED:

DATE:



DRAWN:

DRAFTSMAN II


DATE: DATE: DATE:


RUEL O. BODESTYNE

SET NO.: SHEET NO.:

S


15 30

MARK

DIMENSION

F1

1800

l

(mm)

w

(mm)

t

(mm)

REINFORCEMENTS

Bar X

13-25mmØ

1800

400

SPACING

150mm O.C.

Bar Y

13-25mmØ

SPACING

150mm O.C.

FOOTING SCHEDULE

MARK

THICKNESS

S1120

(mm)

REINFORCEMENTS

12mmØ @ 300mm

PARALLEL TO SHORT SPAN

SLAB SCHEDULE

S2

F2

2000

10-25mmØ

2000

400 150mm O.C. 10-25mmØ 150mm O.C.

120

PARALLEL TO LONG SPAN

AT SUPPORT AT MIDSPAN AT SUPPORT AT MIDSPAN

12mmØ @ 300mm

12mmØ @ 150mm12mmØ @ 150mm 12mmØ @ 200mm12mmØ @ 200mm

12mmØ @ 300mm 12mmØ @ 300mm

COLUMN SCHEDULE

C2

C1

30

0

300

0.30x0.30 M.4-16mmØ VERT.TIES,

[email protected], [email protected], [email protected] @ 0.20 M. O.C

35

0

350

8 - 25 MM

4 - 16 MM

35

0

350

8 - 25 MM

0.35x0.35 M.

8-20mmØVERT.TIES,

[email protected],[email protected], [email protected] @ 0.20 M. O.C

0.35x0.35 M.

8-25mmØ VERT.TIES,


LOCATION

35

0

350

8 - 20 MM

0.35x0.35 M.

8-20mmØ VERT.TIES,


ROOFING

TO

ROOF DECK

SECOND FLOOR

TO

ROOF DECK

FOUNDATION

TO

SECOND FLOOR

1 STRUCTURAL SCHEDULE

S 4

STIRRUPSMARK

REINFORCEMENTS

@SUPPORT @MID-SPAN

SECTION

B H

300 400

TB

250 450

3 - 16mm Ø

3 - 16mm Ø

B1

10mm Ø STIRRUPS SPACED @

2 @ 50mm

3 @ 75mm

4 @ 100mm

REST @ 200mm

BEAM SCHEDULE

3 - 16mm Ø

3 - 16mm Ø

250

5 - 20mm Ø

2 - 20mm Ø

2 - 20mm Ø

5 - 20mm Ø

5 -16mm Ø

2 - 16mm Ø

H

40

B

40

2 -16mm Ø

5 - 16mm Ø

B

40

40

B

40

40

H

40

B

40

H

40

B

40

H

40

B

40

450

RDB2

250

3 -16mm Ø

2 - 16mm Ø

2 -16mm Ø

3 - 16mm Ø

H

40

B

40

H

40

B

40

350

RB


2 @ 50mm

3 @ 75mm

4 @ 100mm

REST @ 200mm


2 @ 50mm

3 @ 75mm

4 @ 100mm

REST @ 200mm


2 @ 50mm

3 @ 75mm

4 @ 100mm

REST @ 200mm

250

4 - 16mm Ø

2 - 16mm Ø

2 - 16mm Ø

4 - 16mm Ø

H

40

B

40

H

40

B

40

450

RDB1


2 @ 50mm

3 @ 75mm

4 @ 100mm

REST @ 200mm

AT SUPPORT

BOTTOM BARS

AT MIDSPAN

BOTTOM BARS

AT MIDSPAN

AT SUPPORT

AT SUPPORT

BOTTOM BARS

END

DISCONTINUOUS

AT CANTILEVER'S

END

DISCONTINUOUS

CANTILEVER'S

2d

NO SPLICE

SHALL BE

ALLOWED 2d

FROM THE

FACE OF THE

SUPPORT

HOOP REINFORCEMENT

SEE SCHEDULE

HOOP REINFORCEMENT

SEE SCHEDULE

50mm MAX.

AT SUPPORT

0.165 L1

EQ.EQ.2d

SPLICE LENGTH

SEE TABLE

EQ.EQ.

LC

TOP BARS

TOP BARS

TOP BARS AT

d

BOTTOM BARS

0.75 LC

L/4

L

L/4

(SEE REMARKS)

CONTINUOUS END

"A" OR "B""A" OR "B"

(SEE REMARKS)

CONTINUOUS END

FREE END

DISCONTINUOUS

(L/4)(L/4)

(L)

10mm Ø BENT BARS @

1

4

FROM SUPPORT

10mm Ø TOP AND BOTTOM BARS

SPACED @ 250mm B.W.

120mm. THK. SLAB

NTS

3 SLAB DETAIL

NTS

3 TYPICAL BEAM DETAIL

NTS

2 COLUMN-FOOTING-BEAM CONNECTION DETAIL

S 4

S 4

S 4

0.4

0

11-25mm Ø REBAR

SPACED @ 175mm

O.C.,B.W.

1.4

0

50mm GRAVEL BED

elev. 0.00m N.G.L.

0.6

0




@200mm O.C

16mm Ø BAR W/ 10MM Ø STIRRUPS

SPACED AT 2@50MM, 3@75MM,

4@100MM and REST @200MM

elev. 0.40m F.F.L.

0.40 0.40



S5

16 30



REGIONAL DIRECTOR


ENGINEER II

BILLY JOE M. MOSTER

CHARRY B. RABAGO







DESIGNED:

DATE:



DRAWN:

DRAFTSMAN II


DATE: DATE: DATE:


RUEL O. BODESTYNE

SET NO.: SHEET NO.:

S


1.5

0

1.20 1.00 1.00 1.00 1.00 1.201.001.001.001.00

1.5

0

1.20 1.00 1.00 1.00 1.00

8.00

4.00

0.7

5

1.20 1.00 1.00

2.00

TRUSS-1

HT-1

BC - 2 < 2" X 2" X 1/4" THK AB

TC - 2 < 2" X 2" X 1/4" THK AB

VM - 2 < 2" X 2" X 3/16" THK AB

DM - 2 < 2" X 2" X 1/8" THK AB

2" X 4" C-PURLINS SPACED AT 0.60M O.C.

HT-3

1.5

0

1.001.001.001.001.000.661.20

HT-2

SCALE 1:100

SCHEMATIC TRUSS DIAGRAM

S 4

WF1 DETAIL

SCALE NTS

WF2 DETAIL

SCALE NTS

400

25

0

30

B

AR

DIA

ME

TE

R

DO

WE

LS

300

(TYP.)

10mm Ø BOT. BARS

@ 300mm O.C.

6-10mm Ø BARS

(AS SHOWN)

NAT. GRD. LVL.

FIN. FLR. LVL.

@ 300 O.C.

Ø10 BOT. BARS

3-Ø10 BOT. BARS

400

25

0

60

0 (M

IN

.)

VA

RIE

S

30

B

AR

DIA

ME

TE

R

DO

WE

LS

DOWEL BARS TO MATCH

CHB VERT. BARS

0.22

NTS

1 WALL FOOTING DETAILS

S 6

1.001.00

1.5

0

1.00 1.00 1.00 1.00 1.201.001.00

8.00

0.6mm PRE-PAINTED RIB TYPE ROOF

SHEET

1.20

16mm Ø SAG ROD

2" X 4" C-PURLIN WITH ANGLE CLEAT

2∠-2" X 2" X

1

4

" TC/ BC/ WM

0.5mm PRE-PAINTED RIDGE ROLL

WALL FOOTING DETAIL

SCHEMATIC TRUSS DIAGRAM

TRUSS DETAIL

SPOT DETAILS

SCALE 1:50 M

3 TRUSS DETAIL

S 5

01

S-5

02

S-5

0.5mm PRE-PAINTED RIDGE ROLL

0.6mm PRE-PAINTED RIB TYPE

ROOF SHEET

16mm Ø SAG ROD


2∠-2" X 2" X

1

4

" BC

4 SPOT DETAILS

S 6

16mm Ø SAG ROD


0.6mm PRE-PAINTED RIB TYPE ROOF SHEET

3" PVC DOWNSPOUT

PRE-FAB (PAINTED) GUTTER

COVERED PLASTIC SCREEN

DETAIL 01

SCALE 1:30 M

DETAIL 02

SCALE 1:20 M

2



AutoCAD SHX Text

FFL

GROUND FLOOR PLAN SECOND FLOOR PLAN ROOFDECK FLOOR PLAN

UP

7654321 8 9 10 11

20 19

12 13

14

18 17 16 15

UP

87654321

1110

4.00

2.88

canopy ln.

canopy ln.

9

12

20 19

2 3 4 5 6 7 81

9

1011121314151618

DN

8.2

D

19

GROUND TO SECOND STEPS:RISER @ 0.175 M.TREAD @ 0.30 M.

SECOND TO ROOFDECK STEPS:RISER @ 0.184 M.TREAD @ 0.30 M.

4

c

4

c

4

SCALE 1:100

1 STAIR PLAN

S 6

SCALE 1:15

3 STAIR ON GRADE

S 6

0.30 MTREAD

0.90

MHT

. OF

HAND

RAIL

SQUARE BAR GRILLS

PAINTED FIN.

CONCRETE STAIR

SEE STRUC. DET.

FLR. FIN.

B2- SEE

STRUC. DET.

FLOOR TILE

FIN.

VERI

FYRI

SER

2" NON-SLIP

BRASS NOZING

0.05

0.05

HANDRAIL

2"Ø STAINLESS

TYPICAL HANDRAIL DETAIL

SCALE 1:20

STAIR DETAIL

17 30

S6

225mm

36

0m

m

10Ø @ 250

10Ø

T=125

10Ø

12Ø @ 250

12Ø @ 250

4-12Ø

SLAB ON GRADE

.2

0 M

RIS

ER

0.30 M

TREAD

0

.

1

2

5

1-10MMØ NOZING BAR W/

10MMØ TIES @ 300 MM.O.C.

TEMP. BARS (TYP.)

10MMØ @ 300 MM. O.C.

12MMØ @ 100 MM. O.C.

BOTT. BARS (TYP.)

STEPS DETAIL

SCALE: 1:10 M

RAILING

0.1

0

0.7

00

.2

0

0.10

NON-SKID PLAIN CEMENT FLOOR

FINISH W/ GROOVE LINES

0.9

0

0.006

0.0

2

0.02

0.02

0.0

2

0.02

GROOVES

3 RAMP DETAIL

S 6

STAIR PLAN

STAIR DETAIL

RAMP DETAIL

MAIN STAIR(PORCH) ENTRY

SPOT DETAILS

.6

0

0.125

.2

0.7

0

GROUND FLR FFL

NGL

.80

4.00

STEPS WIDTH

12

34

1213

1415

16

1.60

STAIR LANDING

0.30

RUN

0.2

0

RIS

ER

2

S 6

STAIR ELEVATION

SCALE 1:20



REGIONAL DIRECTOR


ENGINEER II

BILLY JOE M. MOSTER

CHARRY B. RABAGO







DESIGNED:

DATE:



DRAWN:

DRAFTSMAN II


DATE: DATE: DATE:


RUEL O. BODESTYNE

SET NO.: SHEET NO.:

S




1. CONCRETE 400

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