3.
0 MATERIALS
4.1 CONCRETE
1.0 STANDARD AND REFERENCES
4.1.1 CONCRETE COVER OVER REINFORCING BARS SHALL BE AS FOLLOWS:
A. FOOTING, FOOTING TIE-BEAM (CAST AGAINST EARTH) 75mm
THE FOLLOWING SHALL GOVERN THE DESIGN, FABRICATION AND CONSTRUCTION OF THE B. BEAMS AND COLUMNS (TO STIRRUPS AND TIES) 40mm
PROJECT. C. WALL, SIDE OF FOOTING-TIE BEAMS (CAST AGAINST FORMS) 40mm
1.1 NATIONAL STRUCTURAL CODE OF THE PHILIPPINES (N.S.C.P.). VOL. 1, 6TH EDITION D. SUSPENDED SLAB 20mm
2010. CONSTRUCTION JOINT
4.1.2 BEFORE CONCRETE IS POURED, CHECK WITH ALL TRADES TO ENSURE PROPER
2.0 DESIGN CRITERIA PLACEMENT OF ALL OPENINGS, SLEEVES, CURBS, CONDUITS, ETC. RELATING TO
THE WORK.
2.1 LOADINGS
A. DEAD LOADS 4.2 REINFORCING BARS
CONCRETE -23.56kN/m³
STEEL -76.93kN/m³ 4.2.1 ALL REINFORCING BARS SHALL BE CLEAN OF RUST, GREASE OR OTHER MATERIALS
150mm THK. CHB WALL -2.73kPa THAT WILL IMPAIR BOND.
100mm THK. CHB WALL _2.11kPa
4.2.2 ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE
B. LIVE LOAD
ROOF -1.00kPa
POURING CONCRETE OR APPLYING MORTAR OR GROUT.
WEAKENED PLANE JOINT
CLASSROOMS, LABORATORY -1.90kPa 4.2.3 LAPPED SPLICES SHALL BE STAGGERED WHERE POSSIBLE.
TOILETS
CORRIDORS ABOVE, STAIRS
-2.40kPa
-3.80kPa 4.2.4 UNLESS OTHERWISE INDICATED, SPLICING OF REINFORCEMENT SHALL BE IN NOTE: CONTROL JOINT CAN BE EITHER CONSTRUCTION JOINT
CORRIDOR ON GROUND -4.80kPa ACCORDANCE WITH ACI-318M, EXCEPT THAT THE MINIMUM LAP SPLICE SHALL BE OR WEAKENED PLANE JOINT
40 BAR DIAMETER NOT LESS THAN 600mm.
C. WIND LOAD (NSCP 2010)
BASIC WIND VELOCITY, V=250KPH 4.2.5 UNLESS SHOWN OTHERWISE ON PLANS, SPLICE SHALL BE AS FOLLOW:
P = qh [(GCpf)-(GCpi)] (DESIGN WIND PRESSURE) 1C CONTROL JOINTS FOR SLAB-ON-FILL
WHERE: qh = VELOCITY PRESSURE, kPa A. INTERMEDIATE BEAMS: TOP BARS SHALL BE SPLICE AT MID-SPAN, AND BOTTOM
S-1 NOT TO SCALE
GCpf = EXTERNAL PRESSURE COEFFICIENT BARS AT THE SUPPORT.
GCpi = INTERNAL PRESSURE COEFFICIENT B. BEAMS FRAMING TO COLUMNS: TOP BARS SHALL BE SPLICED AT MID-SPAN AND
BOTTOM BARS SHALL NO BE SPLICED W/IN COLUMN OR W/IN A DISTANCE
D. SEISMIC LOAD (NSCP 2010) OF TWICE THE MEMBER DEPTH FROM THE FACE OF THE COLUMN. THE SPLICED
V = (Cvl/RT)(W) (DESIGN BASE SHEAR) LENGTH SHALL NOT BE LESS THAN 1.4 TIMES THE DEVELOPMENT LENGTH (Ld) IN
60mm (MIN.)
Vmax = (2.50 CaL/R)(W) Vmin = 0.11 CaLW 4.2.8 BELOW BUT NOT LESS THAN 600mm.
Vmin = (0.80ZNvl/R)(W) (ZONE 4) C. COLUMNS: LAP SPLICES SHALL BE MADE W/IN THE CENTER HALF OF HEIGHT
WHERE: W = TOTAL DEAD LOAD AND THE SPLICE SHALL NOT BE LESS THAN 30 BAR DIAMETER. WELDING OR
T = NATURAL PERIOD = Ct(hn) 2 3 THE USE OF APPROVED MECHANICAL DEVICES MAY BE PERMITTED PROVIDED
WHERE C = NUMERICAL COEFFICIENT NOT MORE THAN ALTERNATE BARS ARE WELDED OR SPLICED AT ANY LEVEL AND
h = BUILDING HEIGHT THE MINIMUM VERTICAL DISTANCE BETWEEN TWO ADJACENT BAR SPLICES SHALL
l = IMPORTANCE FACTOR = 1.50 BE 600mm.
R = NUMERICAL FACTOR = 8.50 D. CHB WALLS: VERTICAL BARS SHALL BE SPLICED AT THE TOP OF WALL FOOTING
SEISMIC COEFFICIENT Cv = 0.44Nv OR FOOTING TIE-BEAMS AND AT THE BOTTOM OF REINFORCED CONCRETE LINTEL
NEAR SOURCE FACTOR (10km)
Ca = .64N
Nv = 1.2
BEAMS OR BEAMS. 90° HOOK 180° HOOK TIE HOOK
Na = 1.0 4.2.6 UNLESS OTHERWISE INDICATED: ALL BEAMS TERMINATING AT A COLUMN SHALL
Z = SEISMIC ZONE = 0.40 (ZONE 4) HAVE TOP AND BOTTOM BARS EXTENDING TO THE FAR FACE OF THE COLUMN. D
S = SOIL TYPE = D TERMINATING IN A STANDARD 90 HOOK LENGTH OF ANCHORAGE SHALL NOT BE
LESS THAN 600mm. BAR SIZE
2.2 DESIGN STRESSES 90° HOOK 180° HOOK
A. CONCRETE 4.2.7 SHOP DRAWING FOR REINFORCEMENT SHALL BE SUBMITTED FOR APPROVAL OF
COMPRESSIVE STRENGTH @ 28 DAYS fc' = 20.7 MPa (3000 psi) THE ENGINEER PRIOR TO FABRICATION OR INSTALLATION.
B. REINFORCING BARS
10mm Ø THRU 25mm Ø 6d 4d
a. FOR BARS 16mmØ AND GREATER fy = 275 MPa (40,000 psi) 4.2.8 DEVELOPMENT LENGTH (Ld) OF REINFORCING BARS SHALL BE AS FOLLOWS:
b. FOR BARS LESS THAN 16mmØ fy = 230 MPa (33,000 psi) 28mm Ø THRU 36mm Ø 8d 4d
C. STRUCTURAL STEEL, ASTM-A36 SIZE OF REBARS DEVELOPMENT LENGTH
FOR TRUSSES, BRACING & STRUTS
D. PURLINS
fy = 248 MPa (36,000 psi) 10 mm
12 mm
170 mm
220 mm NOTE: 1. ALL BENDS SHOWN IN DETAIL/SCHEDULE SHALL BE
COLD FORM LIGHT GAGE SHAPE fy = 248 MPa (36,000 psi) 16 mm 270 mm STANDARD HOOK OTHERWISE NOTED.
E. MASONRY UNIT (CHB) 20 mm 380 mm
NON-LOAD BEARING CHB WALL fm' = 3.45 MPa (500 psi) 25 mm 600 mm
F. WELDS-USED E-60xx ELECTRODES 2. 180° HOOKS MAY BE SUBSTITUTE FOR 90° HOOK
G. STRUCTURAL BOLTS, ASTM-A307 4.3 STRUCTURAL STEEL
a. Ft = 96.60 MPa (14,000 psi) 6
b. Fv = 69 MPa (10,000 psi) 1
4.3.1 ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 AND SHALL HAVE A MINIMUM
YIELD STRESS, Fy = 248 MPa (36,000 psi)
3.0 FOUNDATION 4.3.2 ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH
THE AISC SPECIFICATIONS AND CODE OF STANDARD PRACTICE AS AMENDED TO DATE.
OFFSET LAP SPLICE
3.1 ASSUMED SOIL BEARING CAPACITY SHALL BE 96 KPa (2,000 PSF) 4.3.3 ALL BOLTS SHALL CONFORM TO ASTM A-307 UNLESS OTHERWISE INDICATED.
3.1.1 IN CASE THE ACTUAL LOCATION OF THE STRUCTURE IS LESS THAN THE ASSUMED
4.3.4 SHOP AND FIELD WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1 AND PERFORMED
BY QUALIFIED WELDERS.
1C TYPICAL REINFORCEMENT DETAIL
DISTANCE FROM THE SEISMIC SOURCE 40 Km; NOTIFY THE DIRECTOR, BUREAU OF 4.3.5 UNLESS OTHERWISE INDICATED, WELDING ELECTRODES SHALL BE E60. S-1 NOT TO SCALE
DESIGN FOR PROPER REVISION OF THE DESIGN. REFER TO THE SEISMIC SOURCE 4.3.6 NO STEEL SHALL BE FABRICATED OR ERECTED UNTILL SHOP DRAWINGS HAVE BEEN
MAP PROVIDE IN THE NATIONAL STRUCTURAL CODE OF THE PHILIPPINES OR PHIVOLCS APPROVED BY THE STRUCTURAL ENGINEER.
SEISMIC SOURCE MAP. 4.3.7 WELDS/(CONFORM WITH AMERICAN STANDARDS) USING E 60xx ELECTRODES.
3.1.2 SOIL TEST SHALL BE CONDUCTED PRIOR TO START OF CONSTRUCTION. Fy = 93.77 MPa.
3.1.3 IN CASE THE ACTUAL SOIL BEARING CAPACITY IS FOUND LESS THAN THE ASSUMED 4.3.8 ANCHOR BOLTS (CONFORM WITH ASTM A-307) ft = 96.6 MPa, fv = 69 MPa. NOTE:
96 KPa; NOTIFY THE DIRECTOR, BUREAU OF DESIGN FOR PROPER REVISION OF
PURSUANT TO SECTION 4 OF ANNEX "A" OF THE REVISED
FOUNDATION. 4.4 CONCRETE HOLLOW BLOCKS (CHB): IMPLEMENTING RULES AND REGULATION OF R.A. 9184, APPROVAL
3.1.4 NO FOOTING SHALL REST ON FILL BY THE AUTHORIZED DPWH OFFICIALS OF DETAILED ENGINEERING
3.1.5 BOTTOM OF FOOTING SHALL BE ATLEAST 1.00m. BELOW NATURAL GRADE LINE. SURVEYS AND DESIGN UNDERTAKEN BY CONSULTANTS NEITHER
4.4.1 UNLESS OTHERWISE INDICATED, CHB USED IN THIS WORK SHALL HAVE A MINIMUM DIMINISHES THE RESPONSIBILITY OF THE LATTER FOR THE
3.1.6 SOIL BEARING CAPACITY SHALL BE INCREASED BY 33% WHEN IN COMBINATION WITH ULTIMATE COMPRESSIVE STRENGTH f'm = 3.45 MPa (500 psi) TECHNICAL INTEGRITY OF THE SURVEYS AND DESIGN NOR
SEISMIC OR WIND LOAD. 4.4.2 ALL CHB CELLS SHALL BE FILLED SOUNDLY WITH GROUT. TRANSFER ANY PART OF THAT RESPONSIBILITY TO THE APPROVING
OFFICIALS
3.2 ALL COLUMN FOOTING & TIE BEAMS SHALL REST ON 100mm THK. WELL COMPACTED
GRAVELBASE COURSE. 5.0 CONSTRUCTION JOINT THE DESIGN CONSULTANT SHALL BE HELD FULLY
RESPONSIBLE FOR THE FAILURE OF THE FACILITY/IES
/STRUCTURE DUE TO FAULTY DESIGN EXCEPT FOR
3.3 BACK FILL SHALL BE PLACE IN LAYER AND EACH LAYER SHALL BE 200mm THK. AND 5.1 CONSTRUCTION JOINT NOT INDICATED ON THE PLANS SHALL BE MADE AS TO ATLEAST THE CHANCES MADE WITHOUT THE CONFORMITY OF THE
SHALL BE COMPACTED TO 95% MAXIMUM DRY DENSITY. IMPAIR THE STRENGTH OF THE STRUCTURE AND SHALL BE SUBJECT TO THE APPROVAL CONSUTANTS.
OF THE ENGINEER EXCEPT SLAB ON GRADE.
3.4 WHERE LOOSE/SOFT MATERIAL IS ENCOUNTERED AT DEPTH OF EMBEDMENT INDICATED.
EXCAVATION TO FIRM LAYER AND REPLACE LOOSE/MATERIALS UNDERNEATH THE FOOTING 5.2 UNLESS SHOWN OTHERWISE, SLAB ON GRADE SHALL HAVE CONTROL JOINTS SPACED AT 1C BEAM CONSTRUCTION JOINT
WITHIN THE FOOTING AREA PLUS 12 DEPTH OF SOFT MATERIAL ON ALL SIDES WITH 6000mm MAXIMUM CENTER TO CENTER. S-1 NOT TO SCALE
SELECT GRANULAR BACKFILL. COMPACT SELECT GRANULAR BACKFILL TO 95% OF
MAXIMUM DRY DENSITY. 5.3 BEAMS CONSTRUCTION JOINT SHALL BE LOCATED W/IN THE MIDDLE THIRD OF THE SPAN.
IT SHALL BE APPROVED WITH 3 EXTRA STIRRUPS @ 75mm O.C. ON EACH OF THE
JOINT.
Republic of the Philippines PREPARED BY: RECOMMENDING APPROVAL: NOTED BY: APPROVED BY: SHEET CONTENT: SHEET NO.
DEPARTMENT OF SOCIAL WELFARE & DEVELOPMENT
KALAHI- CIDSS: NCDDP Additional Financing
Construction of Quarantine Facility cum Evacuation REXTER S. PANGANIBAN ENGR. ROSENDO E. VELASCO ENGR. RAYMOND B. LIBARRA AS SHOWN CE- 7
Center and Purchase of Medical Supply and Equipment Technical Facilitator Municipal Engineer PDO IV for Infrastructure BDC TWG- Chairperson
Location: Brgy. Rumbang, Rizal, Occidental, Mindoro NOTE: All units are in meters unless otherwise stated
