GENERAL CONSTRUCTION NOTES

GENERAL NOTES NOTES ON CONCRETE MIXES & PLACING

1. ALL CONCRETE SHALL DEVELOP A MIN. COMPRESSIVE STRENGTH AT THE END OF TWENTY EIGHT 3. IF SLABS AR E REINFORCED BOTHWAYS BARS ALONG THE SHORTER SPAN SHALL BE PLACED
1.0 STANDARDS AND REFERENCES
(28) DAYS W/ CORRESPONDING MAXIMUM SIZE AGGREGATE & SLUMP AS FOLLOWS. BELOW THOSE ALONE THE LONG SPAN AT THE CENTER AND OVER THE LONGER SPAN FOR
THE FOLLOWING SHALL GOVERN THE DESIGN FABRICATION AND CONSTRUCTION OF THE PROJECT.
MAX. SIZE OF REINFORCING BARS NEAR THE SUPPORTS. THE SPACING OF THE BARS AT THE COLUMN STRIPS
1.1 NATIONAL STRUCTURAL CODE OF THE PHILIPPINES (N.S.C.P 2015) VOL. 1, SEVENTH EDITION. LOCATION 28 DAYS STRENGTH MAX SLUMP SHALL NOT BE MORE THAN ONE AND A HALF ( 1 21 ) SLAB THICKNESS.
AGGREGATE
2.0 DESIGN CRITERIA ALL OTHERS, INCLUDING 20 mm 100mm 4. TEMPERATURE BARS FOR SLAB SHALL BE GENERALLY PLACED NEAR THE FACE IN TENSION AND
4000 PSI (27.6 MPa)
2.1 LOADINGS SHALL NOT BE LESS THAN 0.0025 X GROSS-SECTIONAL AREA (Ag) OF THE SLAB.

CONF. REINF.
SUSPENDED SLABS JOINT HOOP SPACE @ "2Sh" WHEN
COLUMNS 4000 PSI (27.6 MPa) 20 mm 100mm ( SEE SCHEDULE BELOW)
A. DEAD LOAD THERE ARE BEAMS HAVING WIDTH OF
4000 PSI (27.6 MPa) 20 mm 100mm

D JOINT REINF. D
CONCRETE 23.56 kN/m3 BEAMS AT LEAST ONE-HALF THE COLUMN
SLAB ON FILL 2500 PSI (17.5 MPa) 20 mm 100mm SCHEDULE OF MINIMUM SLAB REINFORCEMENT WIDTH & DEPTHS NOT LESS THAN
STEEL 76.93 kN/m3
THREE QUARTERS OF THE DEEPEST
150 mm THK. CHB WALL 2.73 kPa 2. MAINTAIN MINIMUM CONCRETE COVER FOR REINFORCING STEEL AS FOLLOWS. MINIMUM TEMPERATURE BARS BEAM THAT FRAME INTO FOUR

CONF. REINF.
100 mm THK. CHB WALL 2.11 kPa SUSPENDED SLABS 20mm 100 mm 10mm Ø @ 250mm EACH WAY SIDES OF THE COLUMN. ALL OTHER
B. LIVE LOAD SLAB ON GRADE 40mm 125 mm 10mm Ø @ 250mm EACH WAY CONDITIONS USE HOOPS @ "Sh" CENTERS.

Sh
WALLS ABOVE THE GRADE 25mm
ROOF 1.00 kPa 150 mm 10mm Ø @ 250mm EACH WAY
BEAM STIRRUPS AND COLUMN TIES 40mm

COLUMN TIES AS
CLASSROOMS 1.90 kPa

PER SCHEDULE
WHERE CONCRETE IS EXPOSED TO 175 mm 10mm Ø @ 250mm EACH WAY
TOILETS 1.90 kPa FOR COL. BAR SPLICES SEE TABLE
EARTH BUT POURED AGAINST FORMS 200 mm 10mm Ø @ 250mm EACH WAY OF MIN. LAP SPLICE LENGTH OF
CORRIDORS ABOVE, STAIRS 3.80 kPa 50mm
WHERE CONCRETE IS DEPOSITED COLUMN REINFORCEMENT
CORRIDORS ON GROUND 4.80 kPa 75mm 5. UNLESS OTHERWISE NOTED IN THE PLANS ALL BEDDED SLABS SHALL BE REINFORCED WITH 10mm Ø
DIRECTLY AGAINST EARTH

CONF. REINF.
C. WIND LOAD AT 250mm O.C. EACH WAY TO CENTER OF SLAB AND CONSTRUCTION JOINTS FOR SAME SHALL
NOT BE LESS THAN 3.65 METER APART.

Sh
BUILDING CATEGORY = 1 (ESSENTIAL FACILITIES) 3. CONCRETE SHALL BE DEPOSITED IN ITS FINAL POSISITON WITHOUT SEGREGATION. RE-HANDLING

D
OR PLACING SHALL BE DONE PREFERABLY WITH BUGGIES , BUCKETS OR WHEELBARROWS, 6. PROVIDE EXTRA REINFORCEMENTS FOR CORNER SLAB ( TWO ADJACENT DISCONTINUOES EDGES) NOTE:

JOINT REINF.
OPTION 1 OPTION 2
EXPOSURE CAT. (FLAT UNOBSTRUCTED AREAS AND/OR (URBAN OR SUBURBAN AREAS WITH NO CHUTES WILL BE ALLOWED EXCEPT TO TRANSFER CONCRETE FROM HOPPERS TO BUIGGIES, AS SHOWN BELOW. ALL CONCRETE REINF. DETAIL SHOULD
D NEAR BODIES OF WATER) B NUMEROUS CLOSELY SPACED OBSTRUCTIONS) BE DONE IN ACCORDANCE WITH ACI
WIND VELOCITY WHEELBARROWS OR BUCKETS IN WHICH CASE THEY SHALL NOT EXCEED SIX (6) METERS 7. CONCRETE SLAB REINFORCEMENT BE PROPERLY SUPPORTED WITH 10mm STEEL CHAIR
V=340 KPH V=270 KPH DETAILING MANUAL (LATEST EDITION)

CONF. REINF.
IN AGGREGATE LENGTH. OR APPROVED EQUIVALENT SPACED AT 1.0 METER ON CENTER BOTHWAYS.
P = qh [(GCpf)-(GCpi)] (DESIGN WIND PRESSURE)
4. NO DEPOSITING OF CONCRETE SHALL BE ALLOWED WITHOUT THE USE OF VIBRATORS UNLESS

D
WHERE: qh = VELOCITY PRESSURE (kPa) AUTHORIZED IN WRITING DESIGNER AND ONLY FOR UNUSUAL CONDITIONS WHERE VIBRATIONS
GCpf = EXTERNAL PRESSURE COFFECIENT Ø12x1000 LONG AT
ARE EXTREMELY DIFFICULT TO ACCOMPLISH. MID-DEPTH OF SLAB
GCpf = INTERNAL PRESSURE COFFECIENT
5. ALL ANCHOR BOLTS, DOWELS, AND OTHER INSERTS SHALL BE PROPERLY POSITIONED & SECURED TYPICAL COLUMN ELEV. SHOWING
D. SEISMIC LOAD IN PLACE PRIOR TO PLACING OF CONCRETE. DOWN INTO EDGE BEAM. EXTENDED AT EACH CORNER DOWELS AND TIES SPACING
4-Ø 12@ 1800 LONG TOP BARS BEND 1-Ø12 TOP &
Cvl W (DESIGN BASE SHEAR) 6. ALL CONCRETE SHALL BE KEPT MOST FOR A MINIMUM OF SEVEN CONSECUTIVE DAYS IMMEDIATELY BARS MIN. OF 1,200 (4'-0") INTO BARS. BOTT. BARS
V=
RT AFTER POURING BY THE USE O WET BURLAP, FOG SPRAYING, CURING COMPOUNDS OR OTHER
APPROVED METHODS. 4-Ø12 BOTT. BARS
Vmax = 2.50CaI W

400
Vmin = 0.11 CalW
RT 7. STRIPPING OF FORMS AND SHORES: LAP SPLICE LENGTH:
Vmin = 0.80 ZNvI W (ZONE 4) FOUNDATION 24 HOURS AT ANY LEVEL NO MORE THAN
R

0
SLAB ALTERNATE BARS SHOULD BE

60
SUSPENDED SLAB EXCEPT WHEN 8 DAYS 38mm

0
WHERE: W = TOTAL DEAD LOAD OPENING CLEAR SPLICED. MIN. DISTANCE BET.

60
ADDITIONAL LOADS ARE IMPOSED
T = NATURAL PERIOD = Ct (h) 21 DAYS TWO ADJACENT BARS SPLICES
WALLS SHALL BE 600mm.
WHERE: C = NUMERICAL COEFFICIENT

CONF. REINF. TIES LAT. TIES H (CLEAR HEIGHT OF COL.)

400
BEAMS 14 DAYS
h = BUILDING HEIGHT 21 DAYS L
COLUMNS
I = IMPORTANCE FACTOR = 1.50

WITHIN CENTER
IN TWO WAY SLAB EXTEND
8. THE CONTRACTOR SHALL SUBMIT THE SCHEDULE OF POURING AND THE LOCATION OF THE

HALF OF "H"
R = NUMERICAL FACTOR = 8.50 BARS UP TO BEAM SUPPORT

60
CONSTRUCTION JOINTS TO THE STRUCTURAL ENGINEER AT LEAST (4) DAYS PRIOR TO THE

0
SEISMIC COEFFICIENT Cv = 0.44 Nv 0.25L
POURING FOR APPROVAL. OMIT TRIMMER BARS WHERE
Ca = 0.64 Nv OPENING IS FRAMED BY BEAM TOP BARS @ SUPPORT (CONT.)
NEAR SOURCE FACTOR (5 km) Nv = 1.6 9. THE CONTRACTOR SHALL FURNISH AND MAITAIN ADEQUATE FORMS AND SHORINGS UNTIL THE TYPICAL CORNER SLAB DETAIL REQ'D. BOTT. BARS @ SUPPORT
Na = 1.2 CONCRETE MEMBERS HAVE ATTAINED THEIR WORKING CONDITION AND STRENGTH. TYPICAL SLAB

JT. REINF.
Z = SEISMIC ZONE = 0.40 (ZONE 4) OPENING DET.
S = SOIL TYPE = D
NOTES ON FOOTINGS
2.2 DESIGN STRESSES 1. FOOTINGS ARE DESIGNED FOR AN ALLOWANCE SOIL BEARING PRESSURE OF 96 KPa (2000psf).
CONTRACTOR SHALL REPORT TO THE ENGINEER, IN WRITING ,THE ACTUAL SOIL CONDITIONS
NOTES ON COLUMNS 0.165L SPLICE BOTTOM BARS
A. CONCRETE COMPRESSIVE STRENGTH @ 28 DAYS: AT MID SPAN
a. FOOTINGS, COLUMNS, BEAMS AND SLABS f'c = 27.6 MPa (4,000 psi) UNCOVERED AND CONFIRM ACTUAL BEARING CAPACITY OF SOIL BEFORE DEPOSITING CONCRETE. 1. PROVIDE EXTRA SETS OF TIES AT 100 O.C. FOR TIED COLUMN REINFORCEMENT ABOVE 0.22L EXTRA TOP BARS
b. SLAB ON FILL f'c = 17.5 MPa (2,500 psi) 2. FOOTING SHALL REST AT LEAST 1500mm BELOW NATURAL GRADE LINE UNLESS OTHERWISE AND BELOW BEAM-COLUMN CONNECTIONS FOR A DISTANCE FROM FACE OF CONNECTION @ SUPPORT
C. SLAB f'c = 27.6 MPa (4,000 psi) INDICATED IN PLANS. NO FOOTING SHALL REST ON FILL EQUAL TO GREATER OF THE OVERALL THICKNESS OF COLUMN, 1/6 THE CLEAR HEIGHT OF
3. MINIMUM CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE 75mm CLEAR FOR CONCRETE COLUMN OR 450mm.
B. REINFORCING STEEL BARS
DEPOSITED THE GROUND AND 50mm FOR CONCRETE DEPOSITED AGAINST A FORMWORK.
a. FOR BARS 16mm AND GREATER (INTERMEDIATE GRADE DEFORMED BAR) fy = 414 MPa (60,000 psi) 2. COLUMN TIES SHALL BE PROTECTED EVERYWHERE BY A COVERING OF CONCRETE CAST TYP. DETAIL OF COL. LAP SPLICE
4. IN CASES WHERE THE SOIL CONDITION IS SUCH THAT THE MINIMUM ALLOWABLE SOIL PRESSURE
b. FOR BARS LESS THAN 16mm (STRUCTURAL GRADE DEFORMED BAR) fy = 275 MPa (40,000 psi) MONOLITHICALLY WIT HTHE CORE WITH A MINIMUM THICKNESS OF 40mm AND NOT LESS
OF 96KPa (2000 psf) CAN NOT BE ATTAINED AT A PRACTICAL DEPTHS THE USE OF MICROPILES ,
C. STRUCTURAL STEEL ASTM-A36
BORED PILES, OR DRIVEN PILES MAY BE ADOPTED IN LIEU OF STANDARD ISOLATED FOOTINGS. THAN 40 TIMES THE MAXIMUM SIZE OF COARSE AGGREGATE IN MILLIMETERS. & EXT. GIRDER TO COL. CONNECT.
FOR TRUSSES, BRACINGS , & STRUTS fy = 248 MPa (36,000 psi) 3. WHERE COLUMNS CHANGE IN SIZE ,VERTICAL REINFORCEMENT SHALL BE OFFSET AT A
D. PURLINS SLOPE MONOLITHICALLY WITH THE CORE WITH MINIMUM THICKNESS OF 40mm AND
COLD FORMED LIGHT fy = 248 MPa (36,000 psi) NOTES ON REINFORCEMENT NOT LESS THAN 40 TIMES THE MAXIMUM SIZE COARSE AGGREGATE IN MILLIMETERS
E. MASONRY UNIT (CHB)
NON - LOADING BEARING CHB WALLS fm' = 3.45 MPa (500 psi)
1. UNLESS OTHERWISE NOTED IN PLANS, THE YIELD STRENGTH OF REINFORCING BARS SHALL BE: 4. UNLESS OTHERWISE INDICATED IN THE PLANS, LAP SPLICES FOR VERTICAL COLUMN NOTES ON BEAMS AND GIRDERS
A. FOOTINGS , FOOTING BEAMS AND GIRDERS fy = 414 MPa ( 60,000 psi ) REINFORCEMENT SHALL BE MADE WITHIN THE CENTER HALF OF COLUMN HEIGHT, AND
F. WELDS E - 60XX ELECTRODE
B. COLUMNS AND SHEAR WALLS fy = 414 MPa ( 60,000 psi ) THE SPLICE LENGTH SHALL BE LESS THAN 40 BAR DIAMETERS. WELDING OR APPROVED 1. UNLESS, OTHERWISE NOTED IN PLANS , CAMBER ALL BEAMS AND GIRDER AT
G. STRUCTURAL BOLTS ASTM- A307 a. Ft = 96.60 mPa (14, 000 psi) fy = 414 MPa ( 60,000 psi )
C. BEAMS AND GIRDER MECHANICAL DEVICES MAY BE USED PROVIDED THAT NOT MORE THAN ALTERNATE BARS LEAST 6mmØ FOR EVERY 4.5O M OF SPAN , EXCEPT CANTILEVERS FOR WHICH
b. Fv= 69.00 mPa (10, 000 psi)
3.0 IN THE INTERPRETATION OF THE DRAWING, INDICATED DIMENSIONS SHALL GOVERN. D. NON-LOAD BEARING WALL PARTITIONS ,BEDDED SLABS , FLOOR & ROOF SLABS, THE CAMBER SHALL BE AS NOTED IN PLANS OR AS ORDERED BY THE ENGINEER
PARAPETS ,CATCH BASIN,SIDE WALK fy = 275 MPa ( 40,000 psi ) ARE WELDED OR MECHANICALLY SPLICED AT ANY LEVEL AND THE VERTICAL DISTANCES
DISTANCES AND SIZES SHALL NOT BE SCALED FOR CONSTRUCTIONS PURPOSES BETWEEN THESE WELDS OR SPLICES OF ADJACENT BARS IS NOT LESS THAN 600mm. BUT IN NO CASE LESS THAN 20 mm FOR EVERY 3.0 M OF FREE SPAN.
2. ALL REINFORCING BARS SIZE 10mm OR LARGER SHALL BE DEFORMED IN ACCORDANCE WITH THE ASTM A-706
4.0 IN REFERENCES TO OTHER DRAWINGS, SEE ARCHITECTURAL DRAWINGS FOR DEPRESSIONS IN FLOOR 2. TYPICAL BARS BENDING AND CUTTING DETAILS FOR BEAMS SHALL BE AS
BARS SMALLER THAN 10mm MAY BE PLAIN.
SLABS , OPENINGS IN THE WALLS AND SLABS , INTERIOR PARTITIONS , LOCATIONS OF DRAINS ETC. 3. SPLICES SHALL BE SECURELY WIRED TOGETHER & SHALL LAP OR EXTEND IN ACCORDANCE w/ TABLE B SHOWN IN FIG. B-1
5.0 IN CASE OF DISCREPANCIES AS TO THE LAYOUT, DIMENSIONS AND ELEVATIONS BETWEEN THE (TABLE OF LAP SPLICE & ANCHORAGE LENGTH) UNLESS OTHERWISE SHOWNON DRAWINGS , SPLICES SHALL BE H
STRUCTURAL PLANS AND ARCHITECTURAL DRAWINGS, THE CONTRACTORS SHALL NOTIFY BOTH THE STAGGERED WHENEVER POSSIBLE.
6.0 ALL CONCRETE WORKS AND CONCRETE REINFORCEMENTS SHALL BE DONE IN ACCORDANCE WITH THE CROSS-TIE
NOTES ON CONCRETE SLABS

350mm. MAX.
L1 L2
ACI.318-14M BUILDING CODE REQUIREMENT AND ALL STRUCTURAL STEEL WORKS ACCORDING WITH THE
WITH THE AISC-05 IN SOFAR AS THEY DO NOT CONFLICT WITH THE LOCAL BUILDING CODE REQUIREMENT. 1. ALL SLAB REINFORCEMENTS SHALL BE 20mm CLEAR MINIMUM FROM BOTTOM AND FROM THE TOP OF SLAB. L1 31 L1 31 L2 31 L2 31

7.0 ACI REFERS TO AMERICAN CONCRETE INSTITUTE, AISC REFERS TO AMERICAN INSTITUTE OF STEEL 2. UNLESS OTHERWISE SHOWN, REINFORCEMENT IN CONTINUOUS ELEVETED SLAB SHALL BE CUT AS FOLLOWS:

10

H
dm
CONSTRUCTION AND ASTM REFERS TO AMERICAN SOCIETY FOR TESTING MATERIALS.

in.
8.0 CONSTURCTION NOTES AND TYPICAL DETAILS APPLY TO ALL DRAWINGS UNLESS OTHERWISE SHOWN OR
BENT BAR
NOTED. MODIFY TYPICAL DETAILS AS DIRECTED TO MEET SPECIAL CONDITIONS.
L1 L2
9.0 SHOP DRAWING WITH ERECTION AND PLACING DIAGRAMS OF ALL STRUCTURAL STEELS, MISCELLANEOUS L1 51 L1 51 L2 51 L2 1
5
L1/4 L1/4 L2/4 TOP BARS
IRON, PRE-CAST CONCRETE, ETC. SHALL BE SUBMITTED FOR ENGINEERS APPROVAL BEFORE FABRICATION. TOP BAR 2 Ø 12mm SIDE BARS WEB BARS
10. CONTRACTOR SHALL NOTE AND PROVIDE ALL MISCELLANEUOS CURBS, SILLS , STOOLS EQUIPMENT AND BOTTOM BARS
MECHANICAL BASES THAT ARE REQUIRED BY THE ARCHITECTURAL , ELECTRICAL AND MECHANICAL DRAWINGS. FIGURE B-1
11. ALL RESULTS OF THE MATERIAL TESTING FOR CONCRETE, REINFORCING BARS & STRUCTURAL STEEL MUST
BE NOTED & APPROVED BY THE MATERIALS ENGINEER/STRUCTURAL DESIGNER. BOTTOM BAR

REPUBLIC OF THE PHILIPPINES PROJECT NAME AND LOCATION: SHEET CONTENTS: DRAFTED: REVIEWED: SUBMITTED: RECOMMENDED: APPROVED: SET NO. SHEET NO.
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
REGION - X FRANKLIN L. EUGENIO
CONSTRUCTION (COMPLETION) OF ARCHITECT II
MISAMIS ORIENTAL FIRST DISTRICT ENGINEERING OFFICE S
MULTI-PURPOSE BUILDING JOSHUA B. DELA PEÑA HAROLD C. CAERMARE
14
* GENERAL CONSTRUCTION NOTES DESIGNED: MARCELINO O. CABEGUIN, JR., A.E.R. MARIVEL FRANCES L. ONG, A.E.R.
ENGINEER II CHIEF, PLANNING AND DESIGN SECTION OIC-ASSISTANT DISTRICT ENGINEER DISTRICT ENGINEER
OFFICE OF THE DISTRICT ENGINEER BARANGAY POBLACION, MAGSAYSAY, DATE: DATE: DATE: DATE:
1 11 24
Brgy. 26, Gingoog City MISAMIS ORIENTAL ODILON D. OCLARET, JR.
ENGINEER II