GENERAL NOTES NOTES ON CONCRETE MIXES & PLACING TYPICAL BAR BENDING AND CUTTING DETAILS


JOINT HOOP SPACE @ "2Sh" WHEN THERE
1.0 STANDARDS AND REFERENCES
1. ALL CONCRETE SHALL DEVELOP A MIN. COMPRESSIVE STRENGTH AT THE END OF TWENTY FOR SLABS ARE BEAMS HAVING WIDTH OF AT LEAST


EIGHT (28) DAYS W/ CORRESPONDING MAXIMUM SIZE AGGREGATE & SLUMPS AS FOLLOWS. ONE-HALF THE COLUMN WIDTH & DEPTHS
THE FOLLOWING SHALL GOVERN THE DESIGN, FABRICATION AND CONSTRUCTION OF THE PROJECT. NOT LESS THAN THREE QUARTERS OF THE
1.1 NATIONAL STRUCTURAL CODE OF THE PHILIPPINES (NSCP) 2015, VOL. 1, 7TH EDITION 3. IF SLABS ARE REINFORCED BOTHWAYS BARS ALONG THE SHORTER SPAN DEEPEST BEAM THAT FRAME INTO FOUR


LOCATION 28 DAYS STRENGTH MAX. SIZE OF MAX. SLUMP
2.0 DESIGN CRITERIA SHALL BE PLACED BELOW THOSE ALONG THE LONG SPAN AT THE CENTER SIDES OF THE COLUMN. ALL OTHER
AGGREGATE CONDITIONS USE HOOP @ "Sh" CENTERS.
2.1 LOADINGS AND OVER THE LONGER SPAN FOR REINFORCING BARS NEAR THE
SUPPORTS. THE SPACING OF THE BARS AT THE COLUMN STRIPS SHALL NOT
COLUMNS 27.6 MPa (4,000 psi) 20mm 100mm BE MORE THAN ONE AND A HALF (1 1/2) SLAB THICKNESS.
A. DEAD LOAD


BEAMS, SUSPENDED SLABS 27.6 MPa (4,000 psi) 20mm 100mm
CONCRETE 23.56 kN/m


SLAB ON FILL 20.7 MPa (3,000 psi) 20mm 100mm 4. TEMPERATURE BARS FOR SLAB SHALL BE GENERALLY PLACED NEAR THE


STEEL 76.93 kN/m
CONCRETE WALLS 20.7 MPa (3,000 psi) 20mm 100mm FACE IN TENSION AND SHALL NOT BE LESS THAN 0.0025 x GROSS
SOIL 18.00 kN/m CROSS-SECTIONAL AREA (Ag) OF THE SLAB (SEE SCHEDULE BELOW)
LEAD
2. MAINTAIN MINIMUM CONCRETE COVER FOR REINFORCING STEEL AS FOLLOWS:
150mm THK CHB WALL (both faces plastered) 3.11 kPa FOR COL. BAR SPLICES SEE TABLE
SCHEDULE OF MINIMUM SLAB REINFORCEMENT



SUSPENDED SLABS --------------------------------------------------------------------------------------------- 20mm OF MIN. LAP SPLICE LENGTH OF
100mm THK CHB WALL (both faces plastered) 2.49 kPa
SLAB ON GRADE ------------------------------------------------------------------------------------------------- 40mm THICKNESS MINIMUM TEMPERATURE BARS COLUMN REINFORCEMENT (SPACING
WALLS ABOVE GRADE ----------------------------------------------------------------------------------------- 25mm OF TIES ALONG THIS REGION SHALL
B. LIVE LOAD 100 mm 10mm Ø @ 300mm EACH WAY
BEAM STIRRUPS AND COLUMN TIES --------------------------------------------------------------------- 40mm NOT LESS THAN 100mm)
ROOF 1.00 kPa
WHERE CONCRETE IS EXPOSED TO EARTH BUT AGAINST FORMS ------------------------- 50mm 125 mm 10mm Ø @ 250mm EACH WAY
HOSPITAL 1.90 kPa
WHERE CONCRETE IS DEPOSITED DIRECTLY AGAINST EARTH ------------------------------ 75mm


2.40 kPa 150 mm 10mm Ø @ 185mm EACH WAY
CORRIDORS ABOVE STAIRS 3.80 kPa


175 mm


3. CONCRETE SHALL BE DEPOSITED IN ITS FINAL POSITION WITHOUT SEGREGATION. RE-HANDLING 10mm Ø @ 150mm EACH WAY
CORRIDORS ON GROUND 4.80 kPa
OR PLACING SHALL BE DONE PREFERABLY WITH BUGGIES, BUCKETS OR WHEELBARROWS, NO 200 mm 10mm Ø @ 140mm EACH WAY
NOTE:


CHUTES WILL BE ALLOWED EXCEPT TO TRANSFER CONCRETE FROM HOPPERS TO BUGGIES,
C. WIND LOAD (NSCP 2015) ALL CONCRETE REINF. DETAIL
WHEELBARROWS OR BUCKETS IN WHICH CASE THEY SHALL NOT EXCEED SIX (6) METERS IN SHOULD BE DONE IN ACCORDANCE
BASIC WIND VELOCITY, V = 280.00 kph
AGGREGATE LENGTH. WITH THE LATEST EDITION OF ACI
P = qh [(GCpf ) - (CGpi) ] (DESIGN WIND PRESSURE)
DETAILING MANUAL
WHERE: qh = VELOCITY PRESSURE 5. UNLESS OTHERWISE NOTED IN THE PLANS ALL BEDDED SLABS SHALL BE


4. NO DEPOSITING OF CONCRETE SHALL BE ALLOWED WITHOUT THE USE OF VIBRATORS UNLESS REINFORCED WITH 10mm Ø AT 250mm O.C. EACH WAY TO CENTER OF
GCpf = EXTERNAL PRESSURE COEFFICIENT
AUTHORIZED IN WRITING BY THE DESIGNERS AND ONLY FOR THE UNUSUAL CONDITIONS WHERE SLAB AND CONSTRUCTION JOINTS FOR THE SAME SHALL NOT BE LESS


GCpi = INTERNAL PRESSURE COEFFICIENT
VIBRATIONS ARE EXTREMELY DIFFICULT TO ACCOMPLISH. THAN 3.65 METER APART.

D. SEISMIC LOAD (NSCP 2015) 6. PROVIDE EXTRA REINFORCEMENTS FOR CORNER SLAB (TWO ADJACENT
5. ALL ANCHOR BOLTS, DOWELS, AND OTHER INSERTS, SHALL BE PROPERLY POSITIONED &
V = CMW (DESIGN BASE SHEAR) SECURED IN PLACE PRIOR TO PLACING OF CONCRETE.
DISCONTINUOUS EDGES) AS SHOWN BELOW.
TYPICAL COLUMN SECTION SHOWING
RT
Vmax = 2.50CalW Vmin = 0.11CalW 7. CONCRETE SLAB REINFORCEMENTS SHALL BE PROPERLY SUPPORTED DOWELS AND TIES
R 6. ALL CONCRETE SHALL BE KEPT MOIST FOR MINIMUM OF SEVEN CONSECUTIVE DAYS WITH 10mmØ STEEL CHAIR OR APPROVED EQUIVALENT SPACED AT 1.0
Vmin = 0.80ZNvI
R W (ZONE 4) IMMEDIATELY AFTER POURING BY THE USE OF WET BURLAP, FOG SPRAYING CURING METER ON CENTER BOTHWAYS
COMPOUNDS OR OTHER APPROVED METHODS.
WHERE: W = TOTAL WEIGHT OF STRUCTURE
T = NATURAL PERIOD = Ct (hn)3/4 A
7. STRIPPING OF FORMS AND SHORES: DOWN INTO EDGE BEAM. EXTENDED
WHERE: C = NUMERICAL COEFFICIENT 
FOUNDATION ------------------------------------------------------------------------------------------------------- 24 HRS. 4-Ø 12@ 1800 LONG TOP BARS BEND
h = BUILDING HEIGHT Ø12x1000 LONG AT MID-DEPTH 
SUSPENDED SLAB EXCEPT WHEN ADDITIONAL LOADS ARE IMPOSED --------------------- 7 DAYS BARS MIN. OF 1200 (4' -0'") INTO BARS. OF SLAB AT EACH CORNER
I = IMPORTANCE FACTOR = 1.25 
WALLS ----------------------------------------------------------------------------------------------------------------- 21 DAYS
R = NUMERICAL FACTOR = 8.50 1 -Ø12 TOP & BOTT. BARS 
BEAMS -----------------------------------------------------------------------------------------------------------------14 DAYS 
SEISMIC COEFFICIENT Cv = 1.50
COLUMNS ------------------------------------------------------------------------------------------------------------ 21 DAYS 


Ca = 0.64N






4 - Ø 12 1 - Ø12 EA. 
NEAR SOURCE FACTOR 3.30 km (West Valley Fault) TOP & BOT.
8. THE CONTRACTOR SHALL SUBMIT THE SCHEDULE OF POURING AND LOCATION OF THE BOTTOM 
Nv = 1.6 BARS
CONSTRUCTION JOINTS TO THE STRUCTURAL ENGINEER AT LEAST (4) DAYS PRIOR TO THE





Na = 1.2 SLAB  
POURING FOR APPROVAL. 
Z = SEISMIC ZONE = 0.40 (ZONE 4) OPENING
S = SOIL TYPE = Sd
9. THE CONTRACTOR SHALL FURNISH AND MAINTAIN ADEQUATE FORMS AND SHORINGS UNTIL THE


2.2 MATERIAL DESIGN STRENGTH
CONCRETE MEMBERS HAVE ATTAINED THEIR WORKING CONDITION AND STRENGTH.


1 - Ø12 EA.


A. CONCRETE FOR FOOTING, COLUMN, BEAMS, RC WALLS, AND SUSPENDED SLABS
TOP & BOT.
COMPRESSIVE STRENGTH @ 28 DAYS fc' = 27.6 Mpa (4,000 psi)
B. CONCRETE FOR SLAB ON GRADE AND SHIELDING WALLS NOTES ON FOOTINGS IN TWO WAY SLAB EXTEND
SECTION "A" 

COMPRESSIVE STRENGTH @ 28 DAYS fc' = 20.7 Mpa (3,000 psi) 1.1. FOOTINGS ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 144 kPa (3000 psf). BARS UP TO BEAM SUPPORT

A. REINFORCING STEEL BARS CONTRACTOR SHALL REPORT TO THE ENGINEER, IN WRITING, THE ACTUAL SOIL CONDITIONS  OMIT TRIMMER BARS WHERE
a. FOR BARS 16mmØ AND GREATER, (HIGH TENSILE GRADE DEFORMED BAR) fy = 415 MPa (60,000 psi) UNCOVERED AND CONFIRM ACTUAL BEARING CAPACITY OF SOIL BEFORE DEPOSITING OPENING IS FRAMED BY BEAM
b. FOR BARS LESS THAN 16mmØ (INTERMEDIATE GRADE DEFORMED BAR) fy = 275 MPa (40,000 psi) CONCRETE. TYPICAL SLAB
TYP. DETAIL OF COLUMN LAP
B. STRUCTURAL STEEL, ASTM A36
TYPICAL CORNER SLAB DETAIL OPENING DETAIL SPLICE AND GIRDER TO COLUMN
FOR TRUSSES, BRACING & STRUTS fy = 248MPa (36,000 psi) 2.0. FOOTING SHALL REST AT LEAST 1.50 m BELOW NATURAL GRADE LINE UNLESS OTHERWISE CONNECTION
C. PURLINS INDICATED IN PLANS. NO FOOTING SHALL REST ON FILL. NOTES ON COLUMNS
COLD FORMED LIGHT GAGE SHAPES fy = 248MPa (36,000 psi) 1. PROVIDE EXTRA SETS OF TIES AT 100mm O.C. FOR TIED COLUMN REINFORCEMENT
D. MASONRY UNIT (CHB) 3.0. MINIMUM CONCRETE PROTECTION FOR REINFORCEMENTS SHALL BE 75mm CLEAR FOR ABOVE AND BELOW BEAM-COLUMN CONNECTIONS FOR A DISTANCE FROM FACE OF NOTES ON BEAMS AND GIRDERS
NON-LOAD BEARING CHB WALLS fm' = 3.45MPa (500 psi) CONCRETE DEPOSITED THE GROUND AND 50mm FOR CONCRETE DEPOSITED AGAINST A CONNECTION EQUAL TO THE GREATER OF THE OVERALL THICKNESS OF COLUMN, 61
E. WELDS FORMWORK. THE CLEAR HEIGHT OF COLUMN OR 450mm. 1. UNLESS, OTHERWISE NOTED IN PLANS, CAMBER ALL BEAMS AND GIRDER
USE E60xx ELECTRODE AT LEAST 6 mm-Ø FOR EVERY 4.50M OF SPAN, EXCEPT CANTILEVERS FOR
2. COLUMN TIES SHALL BE PROTECTED EVERYWHERE BY A COVERING OF CONCRETE WHICH THE CAMBER SHALL BE AS NOTED IN PLAN OR AS ORDERED BY THE
F. STRUCTURAL BOLTS, ASTM A-307 3.1. IN CASES WHERE THE ACTUAL SOIL CONDITION IS SUCH THAT THE MINIMUM ALLOWABLE SOIL
CAST MONOLITHICALLY WITH THE CORE WITH THE MINIMUM THICKNESS OF 40mm ENGINEER BUT IN NO CASE LESS THAN 20mm FOR EVERY 3.0M OF FREE
a. Ft = 96.60 MPa (14,000 psi) b. Fv = 69 MPa (10,000 psi) PRESSURE OF 150 kPa (3,000 psf) CAN NOT BE ATTAINED, THE STRUCTURAL ENGINEER MUST BE AND NOT LESS THAN 40 TIMES THE MAXIMUM SIZE OF COARSE AGGREGATE IN SPAN.
INFORMED FOR PROPER RESIZING OF FOOTING DIMENSION. MILLIMETERS.
3.0 IN THE INTERPRETATION OF THE DRAWING, INDICATED DIMENSIONS SHALL GOVERN AND DISTANCES AND SIZES SHALL 2. TYPICAL BARS BENDING AND CUTTING DETAILS FOR BEAMS SHALL BE AS
NOT BE SCALED FOR CONSTRUCTION PURPOSES. NOTES ON REINFORCEMENT 3. WHERE COLUMNS CHANGE IN SIZE, VERTICAL REINFORCEMENTS SHALL BE OFFSET
AT A SLOPE OF NOT MORE THAN 1 IN 6 AND EXTRA 10mm TIES AT 100mm SHALL BE
SHOWN IN FIG. B-1.
1. UNLESS OTHERWISE NOTED IN PLANS, THE YIELD STRENGTH OF REINFORCING BARS SHALL BE: PROVIDED THRU OUT THE OFFSET REGION.  
4.0 IN REFERENCE TO OTHER DRAWINGS, SEE ARCHITECTURAL DRAWINGS FOR DEPRESSIONS IN THE FLOOR SLABS,
A. FOOTINGS, BEAMS AND GIRDERS--------------------------------------------------- fy = 414 MPa (60,000 psi)    
OPENING IN THE WALLS AND SLABS, INTERIOR PARTITIONS, LOCATION OF DRAINS ETC.    
B. COLUMNS AND SHEAR WALLS ------------------------------------------------------- fy = 414 MPa (60,000 psi) 4. UNLESS OTHERWISE INDICATED IN THE PLANS, LAP SPLICES FOR THE VERTICAL
C. BEAMS AND GIRDER --------------------------------------------------------------------- fy = 414 MPa (60,000 psi) COLUMN REINFORCEMENT SHALL BE MADE WITHIN THE CENTER HALF OF COLUMN
5.0 IN CASE OF DISCREPANCIES AS TO THE LAYOUT, DIMENSIONS, AND ELEVATIONS BETWEEN THE STRUCTURAL PLANS, AND HEIGHT, AND THE SPLICE LENGTH SHALL NOT BE LESS THAN 40 BAR DIAMETERS,
D. NON - LOAD BEARING WALL PARTITIONS, BEDDED SLABS, FLOOR & ROOF SLABS,PARAPETS,
ARCHITECTURAL DRAWINGS, THE CONTRACTOR SHALL NOTIFY BOTH THE STRUCTURAL ENGINEER AND THE ARCHITECT. WELDING OR APPROVED MECHANICAL DEVICES MAT BE USED PROVIDED THAT NOT
CATCH BASIN, SIDEWALK. ----------------------------------------------------------------- fy = 275 MPa (40,000 psi)
MORE THAN ALTERNATE BARS ARE WELDED OR MECHANICALLY SPLICED AT ANY    
   
6.0 ALL CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH THE ACI 318-18M BUILDING CODE REQUIREMENTS FOR LEVEL AND THE VERTICAL DISTANCES BETWEEN THESE WELDS OR SPLICES OF
2. ALL REINFORCING BARS SIZE 10mm OR LARGER SHALL BE DEFORMED IN ACCORDANCE WITH ADJACENT BARS IS NOT LESS THAN 600mm.
REINFORCEMENTS FOR REINFORCED CONCRETE AND ALL STRUCTURAL STEEL WORK ACCORDING WITH AISC EXTRA TOP BARS TOP BARS WEB BARS
ASTM A706. BARS SMALLER THAN 10mm MAY BE PLAIN.
SPECIFICATION (9th EDITION) IN SO FAR AS DO THEY NOT CONFLICT WITH THE LOCAL BUILDING CODE REQUIREMENT. EXTRA BOTTOM BARS BOTTOM BARS
3. SPLICES SHALL BE SECURELY WIRED TOGETHER & SHALL LAP OR EXTEND IN ACCORDANCE W/
7.0 ACI REFERS TO AMERICAN CONCRETE INSTITUTE, AISC TO AMERICAN INSTITUTE OF STEEL CONSTRUCTION AND, ASTM TO
TABLE A & TABLE B (TABLE OF LAP SPLICE & ANCHORAGE LENGTH) UNLESS OTHERWISE SHOWN FIG. B-1
AMERICAN SOCIETY FOR TESTING MATERIALS.
ON DRAWINGS, SPLICES SHALL BE STAGGERED WHENEVER POSSIBLE. CROSS- TIE
8.0 CONSTRUCTION NOTES AND TYPICAL DETAILS APPLY TO ALL DRAWINGS UNLESS OTHERWISE SHOWN OR NOTED. MODIFY
NOTES ON CONCRETE SLABS


TYPICAL DETAILS AS DIRECTED TO MEET SPECIAL CONDITIONS.
1. ALL SLAB REINFORCEMENTS SHALL BE 20mm CLEAR MINIMUM FROM BOTTOM AND FROM THE
9.0 SHOP DRAWINGS WITH ERECTION AND PLACING DIAGRAMS OF ALL STRUCTURAL STEELS. MISCELLANEOUS IRON, TOP OF SLAB.
PRE-CAST CONCRETE, ETC. SHALL BE SUBMITTED FOR ENGINEERS APPROVAL BEFORE FABRICATION.





2. UNLESS OTHERWISE SHOWN, REINFORCEMENT IN CONTINUOUS ELEVATED SLAB SHALL BE CUT 
10.0 CONTRACTOR SHALL NOTE AND PROVIDE ALL MISCELLANEOUS CURBS, SILLS, STOOLS, EQUIPMENTS AND MECHANICAL AS FOLLOWS:
BASES THAT ARE REQUIRED BY THE ARCHITECTURAL, ELECTRICAL, AND MECHANICAL DRAWINGS. BENT BAR BENT BAR
 
  
11.0 ALL RESULTS OF MATERIAL TESTING FOR CONCRETE, REINFORCING BARS, & STRUCTURAL STEEL MUST BE NOTED &
TOP BAR TOP BAR
APPROVED BY THE STRUCTURAL DESIGNER.


BOTTOM BAR BOTTOM BAR

1 GENERAL NOTES
S-1 SCALE NTS

PROJECT TITLE: REVIEWED BY: CONCURRED BY: RECOMMENDING APPROVAL: APPROVED BY: SHEET CONTENTS: DESIGNED BY: E.A.D.R. SHEET NO.
Department of Science and Technology
Philippine Nuclear Research Institute GENERAL NOTES 1 DESIGN DEV'T: E.A.D.R.
E. A. RAMIREZ CONSTRUCTION, INC.
Ed Angelo D. Ramirez

  Innovating Nuclear Medicine Research and Services:
DRAWING PRODUCTION: E.A.D.R. S-1
 



Development of Emerging PET Radiopharmaceuticals



DESIGNER DEVELOPER BUILDER



 

PROJECT MANAGER for Early Cancer Staging and Assessment of Biological ACAD BY: B.M.E.F.
Location : EARCON Bldg., 31 Commonwealth Ave. Ext., Brgy. Sta. Monica, Quezon City 1117
Functions in Cancer Cells (C.Y. 2021) (PHASE 1)
Tels. +63 9259169 Telefax. +63 2779125
Engr. Rosalino B. Rejas Engr. Arturo F. Salih Engr. Andrew C. Barrida Engr. Renato T. Bañaga Adelina DM. Bulos Preciosa Corazon B. Pabroa, Ph. D. Vallerie Ann I. Samson, Ph. D. Carlo A. Arcilla, Ph. D. CHECKED BY:
PAGE NO. OF TOTAL NO.
OF PAGES
LOCATION: PNRI Compound, Commonwealth Avenue, Diliman, Quezon City
SENIOR SCIENCE RESEARCH SPECIALIST SENIOR SCIENCE RESEARCH SPECIALIST ENGINEER II ESS HEAD END-USER/ ITS HEAD NSD CHIEF OIC, DEPUTY DIRECTOR DIRECTOR

PROJECT NUMBER: 9 OF
19
 TABLE 'A' TABLE 'B' REINFORCING CONCRETE LINTEL BEAM IN
TENSION BARS COMPRESSION BARS CONCRETE BLOCK WALLS
SEE CONSTRUCTION NOTES
FOR MASONRY WALL NOTES ON STIRRUPS
FIN. FLR. LVL. REINFORCEMENTS (TYPICAL)
1. ALL REINFORCEMENT SHALL BE BENT COLD UNLESS
EMBEDMENT LENGTHS AND EMBEDMENT LENGTHS AND OTHERWISE PERMITTED BY THE STRUCTURAL ENGINEER.


LAPPED SPLICED IN MILLIMETERS LAPPED SPLICED IN MILLIMETERS LINTELS IN BLOCK WALLS NAT. GRD. LVL.
fc'= 20.7MPa(3000psi) fc'= 20.7MPa(3000psi) fc'= 20.7MPa(3000psi) fc'= 20.7MPa(3000psi) TOTAL HEIGHT OF 2. REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE SHALL
BAR SIZE BAR SIZE CLEAR MIN. fc' REINFORCEMENT DOWEL BARS TO MATCH
4-Ø16 VERT. BARS
(DEFORMED) EMBEDMENT LAPPED EMBEDMENT LAPPED (DEFORMED) EMBEDMENT LAPPED EMBEDMENT LAPPED CHB VERTICAL BARS NOT BE FILLED BENT, EXCEPT AS SHOWN IN THE DESIGN
SPAN ("L") LENGTH LINTEL


Ø10 BOTTOM BARS 4-Ø16 VERT. BARS
(MPa)


DRAWINGS OR PERMITTED BY THE STRUCTURAL ENGINEER.
10mm Ø 300 300 300 300 10mm Ø 225 300 200 300 (L+0.40M) (mm) BOTTOM TOP STIRRUPS @ 300 O.C.

3 - Ø10 BOTTOM BARS



12mm Ø 300 300 300 300 12mm Ø 275 300 250 300 1.20M 1.60M 200 1 - Ø 10 1 - Ø 10 Ø6mm @ 200mm 
3. TIES & CLOSE STIRRUPS MUST BE BENT AT 135°.

16mm Ø 300 400 300 400 16mm Ø 350 400 325 400
1.50M 1.90M 14.0 200 1 - Ø 10 1 - Ø 10 Ø6mm @ 200mm 

1.80M 2.20M 200 1 - Ø 12 1 - Ø 10 Ø6mm @ 200mm 





20mm Ø 400 550 350 500 20mm Ø 450 500 475 500


2.10M 2.50M 250 1 - Ø 12 1 - Ø 10 Ø6mm @ 200mm
25mm Ø 600 800 550 750 25mm Ø 550 625 550 625 TYPICAL CONNECTION DETAIL OF R.C. WALL AT CORNERS 

2.40M 2.90M 17.0 250 1 - Ø 12 1 - Ø 10 Ø6mm @ 200mm 180° END HOOK

28mm Ø 750 1000 650 850 28mm Ø 625 675 625 675 2.70M 3.10M 250 1 - Ø 16 1 - Ø 12 Ø10mm @ 200mm
32mm Ø 950 1300 850 1100 32mm Ø 700 775 700 775 3.00M 3.40M 300 1 - Ø 16 1 - Ø 12 Ø10mm @ 200mm DOWEL BARS TO MATCH CHB
NOTES ON WELDS


VERTICAL BARS
3.30M 3.70M 20.0 300 1 - Ø 16 1 - Ø 12 Ø10mm @ 200mm
1. USE E60xx ELECTRODES FOR ALL MEMBERS WELDED.
3.60M 4.00M 300 1 - Ø 20 1 - Ø 12 Ø10mm @ 200mm







2. WELDS SHALL DEVELOP THE FULL STRENGTH OF MEMBERS JOINED UNLESS 90° END HOOK



3. IF THE BEAM REINFORCING BARS END IN THE WALL THE CLEAR DISTANCE FROM THE 12 THK EXPANSION JOINT
WITH MASTIC FILLER
FIN. FLR. LVL. OTHERWISE SHOWN OR DETAILED IN THE DRAWINGS.
BAR TO THE FARTHER FACE OF THE WALL NOT BE LESS THAN 25mm. EMBEDMENT
1 - Ø16 VERT. BARS
MAIN BAR END HOOKS


LENGTH SHALL BE AS SHOWN IN TABLE 'A' FOR TENSION BARS AND TABLE 'B' FOR
NOTES ON STRUCTURAL STEEL


COMPRESSION BARS UNLESS SPECIFIED IN THE PLAN. TOP BAR SHALL NOT BE SPLICED CHB WALL
(ALL GRADES)


1 - Ø16 VERT. BARS
WITHIN THE COLUMN OR WITHIN A DISTANCE TWICE THE MEMBER DEPTH FROM THE FOR SIZE AND SPACING OF 3 - Ø10 BARS (AS SHOWN) Ø10 1. STRUCTURAL STEEL TO BE USED FOR FABRICATION AND ERECTION OF THIS
CHB WALL HOR. & WERT. BARS SEE BOTT. BARS @ 300 O.C.
FACE OF THE COLUMN. AT LEAST TWO STIRRUPS SHALL BE PROVIDED AT ALL SPLICES. CONSTRUCTION NOTES  STRUCTURE SHALL COMPLY WITH ALL THE PERTINENT PROVISION OF AISC BAR SIZE 180° HOOK 90° HOOK
DIAMETER
FOR SIZE AND SPACING OF SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL (DEFORMED) (mm) D+2db L L
HOR. & VERT. BARS SEE
4. IF THERE ARE TWO OR MORE LAYERS OF REINFORCING BARS, USE 25mmØ BAR CONSTRUCTION NOTES
STEEL FOR BUILDING LATEST EDITION.
SEPARATORS SPACED AT 1.0M ON CENTER. IN NO CASE SHALL THERE BE LESS THAN 10mm Ø 60 75 300 150
CORNER WALL OPENING OR END WALL
DOWEL BARS TO MATCH CHB
TWO (2) SEPARATORS BETWEEN TWO LAYERS OF BARS. VERTICAL BARS 2. ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A36 STRUCTURAL STEEL 12mm Ø 75 100 300 200
1 - Ø16 VERT. BARS WHERE DEPRESSED SLAB UNLESS OTHERWISE INDICATED.
OCCURS 16mm Ø 95 125 300 250
5. MINIMUM CONCRETE PROTECTION FOR REINFORCING BARS OR STEEL SHAPES SHALL 12 THK EXPANSION JOINT R.C. COLUMN OR WALL
BE AS SHOWN IN FIG B-2 UNLESS SPECIFIED ELSEWHERE. WITH MASTIC FILLER 3. ALL WELDED CONNECTIONS SHALL DEVELOP THE FULL STRENGTH OF THE MEMBERS 20mm Ø 115 150 350 300
DOWEL BARS TO MATCH CHB HOR. BARS
CHB WALL CONNECTED. UNLESS OTHERWISE SPECIFIED ALL WELDING RODS SHALL CONFORM
12 THK. EXPANSION JOINT 25mm Ø 150 200 550 450



WITH MASTIC FILLER AWS E60 ELECTRODES.



28mm Ø 240 300 650 550


b 4. ALL BOLTS USED UNLESS OTHERWISE SPECIFIED SHALL BE ASTM A307 BOLTS.


MAIN REINFORCEMENT 32mm Ø 300 335 850 600


 FOR SIZE AND SPACING OF
INTERSECTING R.C. COL. OR WALL
 HOR. & VERT. BARS SEE
NOTES ON EMBEDDED PIPES 
D

3 - Ø10 BARS (AS SHOWN) Ø10

t

CONSTRUCTION NOTES
BOTT. BARS @ 300 O.C.
INTERSECTION WALL
t

A. ALL EMBEDDED PIPES FOR UTILITIES , ETC. THAT PASS THRU BEAMS SHALL NOT
1
4

 135° HOOK

WEB BARS SLEEVES FOR UTILITY


t or

EXCEED 100mm IN DIAMETER OR 31 OF BEAM DEPTH WHICHEVER IS LESS, UNLESS

D

PIPES MAX. 15 D
ht


TYPICAL CONNECTION DETAIL OF MASONRY WALL OTHERWISE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER.



TYPICAL CHB FOOTING DETAILS



 PROVIDE 3-Ø10 EXTRA STIRR. B. NO PIPES SHALL BE ALLOWED TO PASS THRU BEAMS VERTICALLY.
(WHERE APPLICABLE)

EACH SIDE OF SLEEVES
0.025mØ

 SEPARATOR TYP. DET. FOR SLEEVES   C. NO PIPES SHALL BE EMBEDDED COLUMNS.
NOTE 1
20mm CLEAR FOR JOIST
40mm CLEAR FOR BEAMS AND GIRDERS
Ø10 STIRRUPS FOR SIZE AND SPACING OF  NOTES ON CONSTRUCTION JOINTS IN CONCRETE
FIG. B-2 FIG. B-3 @ 150 O.C. HOR. & VERT. BARS SEE 

1. WHERE A CONSTRUCTION JOINT IS TO BE MADE, THE SURFACE OF CONCRETE SHALL
90° HOOK
CONSTRUCTION NOTES  BE CLEANED AND ALL LAITANCE AND STANDING WATER REMOVED. SHEAR KEY

CHB WALL SHALL BE PROVIDED AT THE JOINT. 

6. WHEN A BEAM CROSSES A GIRDER, REST BEAM ON TOP OF GIRDER BARS, BEAM


DOWEL BARS TO MATCH MAIN REINFORCEMENTS TO
REINFORCING BAR SHALL BE SYMMETRICAL ABOUT CENTER LINE WHENEVER CHB VERT. BARS BE CONTINUOUS (TOP &

POSSIBLE. 
BOTT. BARS)
STIRRUP AND TIE HOOKS




WHERE JOINTS IS AT POINT
OPENING
(ALL GRADES)
MAIN REINFORCEMENTS TO
  OF STRESS, PROVIDE SHEAR BE CONTINUOUS
RODS WITH ENGINEERS
7. GENERALLY NO SPLICES WHERE SO PERMITTED AT POINTS WHERE CRITICAL BENDING 1 - Ø16 VERT. APPROVAL Ø10x1000 LONG @ 300 O.C.
2 - Ø12 TOP BARS 180° HOOK 90° HOOK
 
BARS TYPICAL  30 BAR DIA. 50 30 BAR DIA.
BAR SIZE DIAMETER
STRESSES OCCUR, SPLICES WHERE SO PERMITTED SHALL BE INDICATED IN THE TABLE (MIN.) (MIN.) 


(DEFORMED) (mm) D+2db L L

t/3
'A' AND 'B' WELDED SPLICES SHALL DEVELOP IN TENSION AT LEAST 125% OF THE
TYPICAL DETAIL FOR BEAM OR

D/3
2 - Ø12 BOTT. BARS

t/3

t
SPECIFIED YIELD STRENGTH OF THE BAR. NOT MORE THAN 50% OF THE BARS AT ANY 10mm Ø 40 125 85 100

D/3

t/3

ONE SECTION IS ALLOWED TO BE SPLICED THEREIN. FIN. FLR. LVL.
SECTION SLAB CHANGE SOFFIT BEAM

D/3
12mm Ø 50 165 115 115
BEAM
NOTES ON CONCRETE HOLLOW BLOCK WALLS ELEVATION 16mm Ø 65 200 140 150
1. UNLESS OTHERWISE SHOWN IN PLANS ALL CONCRETE HOLLOW BLOCKS AND CERAMIC
BLOCKS SHALL BE REINFORCED AS SHOWN IN THE SCHEDULE OF CONCRETE HOLLOW
TYPICAL DETAIL OF LINTEL BEAM AT NOTES ON CONCRETE WALLS TYPICAL SLAB & BEAM CONSTRUCTION JOINT DETAIL 20mm Ø 115 250 165 300

1. ALL WALLS SHALL BE REINFORCED ACCORDING TO THE FOLLOWING SCHEDULE OF 25mm Ø 150 365 230 405
BLOCKS AND CERAMIC BLOCK REINFORCEMENT.
CHB WALL OPENING WALL REINFORCEMENT UNLESS OTHERWISE INDICATED IN THE PLANS.

2. PROVIDE 150mm x 300mm STIFFENER COLUMN REINFORCED WITH 4-12mm WITH 6mmØ
TIES AT 150mm ON CENTER WHERE CONCRETE HOLLOW BLOCKS TERMINATES AND AT WALL REINFORCEMENT VERTICAL
DOWEL BARS TO
EVERY 3.0M LENGTH OF CONCRETE HOLLOW BLOCK WALLS UNLESS NOTED IN
FLR. SLAB OR BEAM
MATCH VERT. BARS THICKNESS HORIZONTAL VERTICAL REMARKS SECTION NOTE:
STRUCTURAL PLANS. 100 mm 10mmØ @ 250mm O.C. 10mmØ @ 300mm O.C. PROVIDE THESE ADDITIONAL BARS FOR ALL OPENINGS
HORIZONTAL BARS
AT CENTERS PLUS BARS (NOT SHOWN) PARALLEL TO SIDE OF OPENING
125 mm 10mmØ @ 200mm O.C. 10mmØ @ 250mm O.C.
VERTICAL BARS EQUAL TO THE NUMBER OF TERMINATED BARS AT OPENING
150 mm 12mmØ @ 250mm O.C. 12mmØ @ 300mm O.C. STAGGERED OUT
(DOWEL)
400

SCHEDULE OF CONCRETE HOLLOW BLOCKS AND CERAMIC BLOCK REINFORCEMENT

2. REINFORCING BARS SHALL HAVE 25mm CLEAR CONCRETE COVER FROM FACE OF
BLOCK REINFORCEMENT NOTES 1. ALL JOINTS AND CELLS
VERIFY ARCHITECTURAL

CONTAINING REINFORCING WALL EXCEPT FOR WALLS IN CONTACT WITH THE GROUND WHERE A MINIMUM OF
THICKNESS HORIZONTAL VERTICAL A. MINIMUM LAPS AT SPLICE = 0.25M BARS SHALL BE FILLED WITH 60mm SHALL BE PROVIDED, AND FOR EXPOSED FACES OF FORMED WALLS WHERE
75 mm 10mmØ @ 600mm O.C. 10mmØ @ 600mm O.C. B. PROVIDE RIGHT ANGLED REINFORCEMENT AT CONCRETE GROUT.
THE MINIMUM SHALL BE 50mm CLEAR. DOOR 
SEE ARCHITECTURAL & MECHANICAL PLANS FOR SLAB
CORNERS 0.92M LONG 2. FOR REINFORCEMENTS SEE
CONSTRUCTION NOTES.
OPENING  OPENING LOCATION.
125 mm 10mmØ @ 600mm O.C. 10mmØ @ 600mm O.C. C. WHERE CHB OR CER. BLK. WALL DOWELS JOIN
COL. R.C. BEAMS AND WALL DOWELS WITH THE 3. CARRY VERTICAL BARS AT LEAST 60 mm ABOVE FLOOR LEVEL TO PROVIDE FOR
150 mm 10mmØ @ 600mm O.C. 10mmØ @ 600mm O.C. SAME SIZE AS VERT. OR HOR. REINFORCEMENTS SPLICES WHEN NECESSARY STOP AT 50 mm BELOW TOP SLAB OR SOLID BAND
200 mm 12mmØ @ 600mm O.C. 12mmØ @ 600mm O.C. SHALL BE PROVIDED WHERE THE WALL ENDS VERTICAL AND HORIZONTAL BARS SHALL BE SPLICED BY
LAPPING A DISTANCE EQUAL TO 30 DIAMETERS AND WIRED SECURELY WITH #16 G.I.
(DOWEL)

 WINDOW
400

1 - Ø16 CONT. HOR. BARS

WIRE PROVIDED THAT SPLICES IN ADJACENT BARS ARE STAGGERED AT LEAST 1.50
FOR FLOOR SLAB ONLY OPENING
m O.C.

4. UNLESS OTHERWISE NOTED IN THE PLANS, ALL OPENINGS IN WALLS 250mm OR

THICKER SHALL BE REINFORCED AROUND WITH 2 -20 mm-Ø BARS FOR 225mm, 200

TYP. SECTION OF MASONRY mm, 175 mm, 150 mm, USE 2-16 mm-Ø. FOR 125 mm AND 100 mm WALLS, USE 2-12
mm-Ø BARS. ALL WALLS SPANNING SHALL HAVE VERTICAL REINFORCEMENT BENT

PARTITION REINFORCEMENTS TO A U-FORM LIKE STIRRUPS AND SPACED ACCORDING TO THE SCHEDULE UNLESS
OTHERWISE NOTED (SEE FIG.1)
TYP. EXTERIOR WINDOW & DOORS OPENING

1 GENERAL NOTES
S-2 SCALE NTS

PROJECT TITLE: REVIEWED BY: CONCURRED BY: RECOMMENDING APPROVAL: APPROVED BY: SHEET CONTENTS: DESIGNED BY: E.A.D.R. SHEET NO.
Department of Science and Technology
Philippine Nuclear Research Institute GENERAL NOTES 2 DESIGN DEV'T: E.A.D.R.
E. A. RAMIREZ CONSTRUCTION, INC.
Ed Angelo D. Ramirez

  Innovating Nuclear Medicine Research and Services:
DRAWING PRODUCTION: E.A.D.R. S-2
 



Development of Emerging PET Radiopharmaceuticals



DESIGNER DEVELOPER BUILDER



 

PROJECT MANAGER for Early Cancer Staging and Assessment of Biological ACAD BY: B.M.E.F.
Location : EARCON Bldg., 31 Commonwealth Ave. Ext., Brgy. Sta. Monica, Quezon City 1117
Functions in Cancer Cells (C.Y. 2021) (PHASE 2)
Tels. +63 9259169 Telefax. +63 2779125
Engr. Rosalino B. Rejas Engr. Arturo F. Salih Engr. Andrew C. Barrida Engr. Renato T. Bañaga Adelina DM. Bulos Preciosa Corazon B. Pabroa, Ph. D. Vallerie Ann I. Samson, Ph. D. Carlo A. Arcilla, Ph. D. CHECKED BY:
PAGE NO. OF TOTAL NO.
OF PAGES
LOCATION: PNRI Compound, Commonwealth Avenue, Diliman, Quezon City
SENIOR SCIENCE RESEARCH SPECIALIST SENIOR SCIENCE RESEARCH SPECIALIST ENGINEER II ESS HEAD END-USER/ ITS HEAD NSD CHIEF OIC, DEPUTY DIRECTOR DIRECTOR

PROJECT NUMBER: 10 OF
19
 1 1' 1" 2 3 4 5 6 6' 7 8 9 10 11 12 13 13' 14

65500

1900 2350 4250 6000 4600 6000 4800 5500 5000 7100 5000 6850 6150 1500 1100

16MMØ PLAIN BAR CROSS

600 3000 1900 3400 3000 700 12MM THK POLYETHELENE
16MMØ PLAIN BAR CROSS
BRACING W/ 16MMØ TURN BRACING W/ 16MMØ TURN FOAM INSULATION WITH
GA. 16 - 2 x 6 C-PURLINS
BUCKLE (PAINTED W/ EPOXY 2-2X2X41
THK ANGULAR BAR 12MMØ PLAIN BAR SAGRODS AT THIRD POINTS GA. 16 - 2 x 6 C-PURLINS BUCKLE (PAINTED W/ EPOXY ALUMINUM FOIL ON BOTH
SPACED @ 600MM O.C.
PRIMER PAINT AND 2 COAT HORIZONTAL BRACE SPACED SPACED @ 600MM O.C. PRIMER PAINT AND 2 COAT SIDE WITH 1" X 1" G.I. SCREEN
EPOXY TOP COAT PAINT) @ 1.8m O.C. EPOXY TOP COAT PAINT) SUPPORT

X RB-5
A" RCB-1
PC

RB-1

RB-1

RB-1
A RB-5
RB-1
3400

BHB BHB

S-1 S-1 S-1 S-1 S-1 S-1

C-2 C-2

RB-8

RB-8

RB-8

RB-8
RB-1

A' C-5A RB-7

RB-1
RB-1
BHB BHB
T-4
RCB-1
2800

BHB BHB
RB-5
B C-2 C-2 C-2

T-1A
C-4 RB-6 RB-6 RB-1

T-1

T-1

T-1
T-2

T-2

T-2

T-2

T-2

T-2
T-3

BHB BHB
S-6 S-6
2900

RB-8

RB-8

CONSTRUCTION JOINT
RB-8

C-5 RB-6 RB-6

C BHB

RB-6
2900

S-4
RB-9

BHB
RB-8

D'
24500

RB-8
RB-8
700

C-4 RB-1
6800

RB-6 S-1 S-1 S-1 S-1 CYCLOTRON LINE

D RB-6 BHB
RB-8

S-4
3200

RB-9

BHB

CONSTRUCTION JOINT
C-1 RB-6 RB-6 C-1 RB-1 C-2
E T-5
BHB
SEE TRUSS CONNECTION DETAILS
RB-8
2850

2- 2X2X41 THK S-4

RB-1

RB-1

RB-1

RB-1
ANGULAR BAR

CYCLOTRON LINE
RCB-2

HORIZONTAL

RB-1
RB-1
BHB

BHB

BHB

BHB

BHB
BRACE SPACED C-1 C-3
E'
@ 1.8m O.C.
RCB-2
1750

T-5 RB-7 RB-1 RB-1 C-3 BHB C-5A C-5A C-5A C-5
F RB-1 RB-1 RB-1 RB-1
12MM THK POLYETHELENE SEE TRUSS CONNECTION DETAILS
FOAM INSULATION WITH BHB S-4
RCB-1

ALUMINUM FOIL ON BOTH

RB-1

RB-1

RB-1

RB-1

RB-1
4000

SIDE WITH 1" X 1" G.I. SCREEN

SUPPORT
12MMØ PLAIN BAR SAGRODS AT THIRD POINTS

RCB-1 C-1 RB-8 BHB RB-8

C-5A RB-1 C-5A RB-1 C-5
C-5B
G 12MM THK POLYETHELENE
FOAM INSULATION WITH
ALUMINUM FOIL ON BOTH
SIDE WITH 1" X 1" G.I. SCREEN
SUPPORT

1 MAIN ROOF FRAMING PLAN

S-3 SCALE 1:100m

PROJECT TITLE: REVIEWED BY: CONCURRED BY: RECOMMENDING APPROVAL: APPROVED BY: SHEET CONTENTS: DESIGNED BY: E.A.D.R. SHEET NO.
Department of Science and Technology
Philippine Nuclear Research Institute MAIN ROOF FRAMING DESIGN DEV'T: E.A.D.R.
E. A. RAMIREZ CONSTRUCTION, INC.
S-3
Innovating Nuclear Medicine Research and Services: PLAN
DRAWING PRODUCTION: E.A.D.R.
 

Ed Angelo D. Ramirez

 



Development of Emerging PET Radiopharmaceuticals

 

DESIGNER DEVELOPER BUILDER



 

PROJECT MANAGER for Early Cancer Staging and Assessment of Biological ACAD BY: B.M.E.F.
Location : EARCON Bldg., 31 Commonwealth Ave. Ext., Brgy. Sta. Monica, Quezon City 1117
Functions in Cancer Cells (C.Y. 2021) (PHASE 2)
Tels. +63 9259169 Telefax. +63 2779125
Engr. Rosalino B. Rejas Engr. Arturo F. Salih Engr. Andrew C. Barrida Engr. Renato T. Bañaga Adelina DM. Bulos Preciosa Corazon B. Pabroa, Ph. D. Vallerie Ann I. Samson, Ph. D. Carlo A. Arcilla, Ph. D. CHECKED BY:
PAGE NO. OF TOTAL NO.
OF PAGES
LOCATION: PNRI Compound, Commonwealth Avenue, Diliman, Quezon City
SENIOR SCIENCE RESEARCH SPECIALIST SENIOR SCIENCE RESEARCH SPECIALIST ENGINEER II ESS HEAD END-USER/ ITS HEAD NSD CHIEF OIC, DEPUTY DIRECTOR DIRECTOR

PROJECT NUMBER: 11 OF
19
 1 1' 1" 2 3 4 5 6 6' 7 8 9 10 11 12 13 13' 14

65500

8500 6000 4600 6000 4800 5500 5000 7100 5000 6850 6150
4250 4250
23300

X
1500

A" BUILDING LINE BELOW

A
C-2 C-2
5350
6200

A' BUILDING LINE BELOW

RCB-2

RCB-2

RB-1
850

C-2 C-2 C-2

B
ROOF LINE

C-4 BUILDING LINE BELOW

2900

RB-1

CONSTRUCTION JOINT
C-5 RB-1
C 12MMØ PLAIN BAR SAGRODS AT THIRD POINTS
R-2 RB-1

BUILDING LINE BELOW

26500

R-1

W 8 X 21 STEEL RAFTER

D' C-4
700

RB-1
6800

CYCLOTRON LINE
D
RB-1

RB-1

GA. 16 - 2 x 6 C-PURLINS
SPACED @ 600MM O.C.

CONSTRUCTION JOINT
C-1 RB-1
C-1
E RB-1
C-2

CYCLOTRON LINE
RB-1
4600

E'
8750

C-5
F

RB-1
4000

G.A. 24 PRE-PAINTED
LONGSPAN ROOFING AND
FLASHING RIB-TYPE
"GREEN COLOR")

C-5
RB-1
G
G.A. 24 PRE-PAINTED
LONGSPAN ROOFING AND
FLASHING RIB-TYPE
"GREEN COLOR")
2050

1 ROOF DECK FRAMING PLAN

S-4 SCALE 1:100m

PROJECT TITLE: REVIEWED BY: CONCURRED BY: RECOMMENDING APPROVAL: APPROVED BY: SHEET CONTENTS: DESIGNED BY: E.A.D.R. SHEET NO.
Department of Science and Technology
Philippine Nuclear Research Institute ROOF DECK FRAMING DESIGN DEV'T: E.A.D.R.
E. A. RAMIREZ CONSTRUCTION, INC.
Ed Angelo D. Ramirez

  Innovating Nuclear Medicine Research and Services: PLAN
DRAWING PRODUCTION: E.A.D.R. S-4
 



Development of Emerging PET Radiopharmaceuticals

 

DESIGNER DEVELOPER BUILDER



 

PROJECT MANAGER for Early Cancer Staging and Assessment of Biological ACAD BY: B.M.E.F.
Location : EARCON Bldg., 31 Commonwealth Ave. Ext., Brgy. Sta. Monica, Quezon City 1117
Functions in Cancer Cells (C.Y. 2021) (PHASE 2)
Tels. +63 9259169 Telefax. +63 2779125
Engr. Rosalino B. Rejas Engr. Arturo F. Salih Engr. Andrew C. Barrida Engr. Renato T. Bañaga Adelina DM. Bulos Preciosa Corazon B. Pabroa, Ph. D. Vallerie Ann I. Samson, Ph. D. Carlo A. Arcilla, Ph. D. CHECKED BY:
PAGE NO. OF TOTAL NO.
OF PAGES
LOCATION: PNRI Compound, Commonwealth Avenue, Diliman, Quezon City
SENIOR SCIENCE RESEARCH SPECIALIST SENIOR SCIENCE RESEARCH SPECIALIST ENGINEER II ESS HEAD END-USER/ ITS HEAD NSD CHIEF OIC, DEPUTY DIRECTOR DIRECTOR

PROJECT NUMBER: 12 19 OF
 D' C B A' A A"

G F E' E D D' C B A' A A"
     

          

2m x 0.125mm THK CHB Parapet

12mm THK POLYETHYLENE FOAM INSULATION

W/ ALUMINUM FOIL ON BOTH SIDE & WITH 1"X1"
ROOF DECK COLUMN G.I SCREEN SUPPORT

12mm THK POLYETHYLENE FOAM INSULATION

W/ ALUMINUM FOIL ON BOTH SIDE & WITH 1"X1" DOUBLE ANGLE FOR
G.I SCREEN SUPPORT DOUBLE ANGLE FOR
TOP AND BOTTOM
TOP AND BOTTOM CHORD DOUBLE ANGLE FOR 6mm THK GUSSET PLATE
CHORD VERTICAL AND
6mm THK GUSSET PLATE DIAGONAL MEMBERS G.A. 2"X6" METAL C- PURLINS @
DOUBLE ANGLE FOR
0.60m O.C
VERTICAL AND
DIAGONAL MEMBERS G.A. 16, 2" X 6" METAL C-
1
PURLINS @ 0.60m O.C
1
1
1


1 1
2 2 2 2 2 2 1
1 2 2 2 2



2 1


2 2 2
1 2 2 2 2 1
2 1 2 2 2 2 2
2 2 2 2 2 2 2 1 1
2 2 2 2 2 1 2 2 2 2
2 2 2 2 2 2 2 1 2 2 2 1
2 2 2 2 2 2 2 2 2 1 2 2 2 2 2 2
2 2 2 2 2 1 2 2 2 2 2 2
1 1 1 1 1 1 1 1 1 1
1 1 1 1 1

 

         


1 TRUSS DETAIL (T-1) 3 TRUSS DETAIL (T-2)
S-5 SCALE 1:50m S-5 SCALE 1:60m

F E' E D D' C B A' A A"



E D D' C B A' A A"          

       

2m x 0.125mm THK CHB Parapet

ROOF DECK COLUMN

12mm THK POLYETHYLENE FOAM INSULATION DOUBLE ANGLE FOR

W/ ALUMINUM FOIL ON BOTH SIDE & WITH 1"X1" TOP AND BOTTOM
DOUBLE ANGLE FOR
12mm THK POLYETHYLENE FOAM INSULATION TOP AND BOTTOM
G.I SCREEN SUPPORT CHORD
W/ ALUMINUM FOIL ON BOTH SIDE & WITH 1"X1" CHORD DOUBLE ANGLE FOR
G.I SCREEN SUPPORT VERTICAL AND 6mm THK GUSSET PLATE
DOUBLE ANGLE FOR
6mm THK GUSSET PLATE DIAGONAL MEMBERS
VERTICAL AND
DIAGONAL MEMBERS G.A. 16, 2" X 6" METAL C- PURLINS @
G.A. 2"X6" METAL C- PURLINS @ 0.60m O.C
0.60m O.C 1
1
1 1
1 1




1
2 1


1 1 1 2
2 2 2 1 2 2 2 2
2 2 2 1 2 2 2 2 2 2 1
2 2 2 2 2 2 2 1 2 2 2 2 2 2 2
2 2 2 2 1 2 2 2 2 2


2 2 2 2 2 2
2 2 2 1 2 2 2 2 2 2 2 1
2 2 2 2 1
2 2 2 2 2
1 1 1 1 1 1 1 11 2 2 2 1
2 2 2 2 2
1 1 1 1 1 1 1


   
   
      

2 TRUSS DETAIL (T-1A) 4 TRUSS DETAIL (T-3)

S-5 SCALE 1:60m
S-5 SCALE 1:50m

B A' A 1 1" 2 3

    

2m x 0.125mm THK CHB

Parapet
12mm THK POLYTHELENE FOAM
INSULATION W/ ALUMINUM FOIL
2m x 0.125mm THK CHB Parapet
DOUBLE ANGLE FOR
TOP AND BOTTOM
TRUSS SCHEDULE
ON BOTH SIDE & WITH 1"X1" G.I
GA 16, 2" X 6" METAL
SCREEN SUPPORT CHORD
C- PURLINS @ 0.60m 6mm THK GUSSET PLATE
O.C

DOUBLE ANGLE FOR

G.A. 16, 2"X6" METAL C-
PURLINS @ 0.60m O.C MEMBER SECTION SIZE
VERTICAL AND DOUBLE ANGLE FOR
DIAGONAL MEMBERS
VERTICAL AND
DIAGONAL MEMBERS
DOUBLE ANGLE FOR
TOP AND BOTTOM 1 2L - 3" X 3" x 1/4"
CHORD
1
6mm THK GUSSET PLATE

2 2L - 2" X 2" x 1/4"



1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2


1


2 1


1 2 2 1
2
1
2 2
1 2 2
USE 6mm THICK GUSSET PLATE
1




5 TRUSS DETAIL (T-4) 6 TRUSS DETAIL (T-5)

S-5 SCALE 1:40m S-5 SCALE 1:40m

PROJECT TITLE: REVIEWED BY: CONCURRED BY: RECOMMENDING APPROVAL: APPROVED BY: SHEET CONTENTS: DESIGNED BY: E.A.D.R. SHEET NO.
Department of Science and Technology
Philippine Nuclear Research Institute TRUSS DETAILS DESIGN DEV'T: E.A.D.R.
E. A. RAMIREZ CONSTRUCTION, INC.
Ed Angelo D. Ramirez

  Innovating Nuclear Medicine Research and Services: TRUSS SCHEDULE
DRAWING PRODUCTION: E.A.D.R. S-5
 



Development of Emerging PET Radiopharmaceuticals



DESIGNER DEVELOPER BUILDER



 

PROJECT MANAGER for Early Cancer Staging and Assessment of Biological ACAD BY: B.M.E.F.
Location : EARCON Bldg., 31 Commonwealth Ave. Ext., Brgy. Sta. Monica, Quezon City 1117
Functions in Cancer Cells (C.Y. 2021) (PHASE 2)
Tels. +63 9259169 Telefax. +63 2779125
Engr. Rosalino B. Rejas Engr. Arturo F. Salih Engr. Andrew C. Barrida Engr. Renato T. Bañaga Adelina DM. Bulos Preciosa Corazon B. Pabroa, Ph. D. Vallerie Ann I. Samson, Ph. D. Carlo A. Arcilla, Ph. D. CHECKED BY:
PAGE NO. OF TOTAL NO.
OF PAGES
LOCATION: PNRI Compound, Commonwealth Avenue, Diliman, Quezon City
SENIOR SCIENCE RESEARCH SPECIALIST SENIOR SCIENCE RESEARCH SPECIALIST ENGINEER II ESS HEAD END-USER/ ITS HEAD NSD CHIEF OIC, DEPUTY DIRECTOR DIRECTOR

PROJECT NUMBER: 13 OF
19
 E D D' C B E D D' C B
 
           
PRE-PAINTED G.I. RIBBED-TYPE
W 8 x 21 STEEL RAFTER 12mm THK POLYETHYLENE FOAM LONG SPAN ROFING, G.A. 24
INSULATION W/ ALUMINUM FOIL
ON BOTH SIDE & WITH 1"X1" G.I 2"X6"X1.5mm THK METAL 12mm THK POLYETHYLENE FOAM
SCREEN SUPPORT C- PURLINS @ 0.60m O.C W 8 x 21 STEEL RAFTER
INSULATION W/ ALUMINUM FOIL
PRE-PAINTED G.I. RIBBED-TYPE
ON BOTH SIDE & WITH 1"X1" G.I 2"X6"X1.5mm THK METAL
LONG SPAN ROFING, G.A. 24
SCREEN SUPPORT C- PURLINS @ 0.60m O.C







1 RAFTER DETAIL (R-1) 2 RAFTER DETAIL (R-2)
S-6 SCALE 1:35m
S-6 SCALE 1:35m

BOTTOM CHORD

BOTTOM CHORD
W 8 X 21
4-16mmØ X 0.20m
RAFTER STAND

  
ANCHOR BOLT WITH
NUT & WASHER
300


300 x 300 x 12mm THK

  

  
GUSSET PLATE 50 200 50 300 x 300 x 12mm THK FULL WELD
4-16mmØ X 0.20m
4-16mmØ X 0.20m


ANCHOR BOLT WITH


ANCHOR BOLT WITH
RC COLUMN NUT & WASHER
GUSSET PLATE NUT & WASHER
75

4 - 20mmØ X 0.20m FULL WELD

FULL WELD
ANCHOR BOLT WITH NUT
& WASHER W 8 X 21
300
150

RAFTER STAND   

   
250mm THK RC WALL    200mm THK RC WALL
4 - 20mmØ X 0.20m 

BOTTOM CHORD
COLUMN 
75

ANCHOR BOLT WITH NUT

& WASHER

RAFTER CONNECTION TRUSS-COLUMN CONNECTION TRUSS-RC WALL CONNECTION

TRUSS-RC WALL CONNECTION

3
RAFTER CONNECTION
ELEVATION VIEW 4 TOP VIEW 5 TOP VIEW 6 TOP VIEW (250MM WALL) 7 TOP VIEW (200MM WALL)
S-6 SCALE NTS S-6 SCALE NTS S-6 SCALE NTS
S-6 SCALE NTS S-6 SCALE NTS

PROJECT TITLE: REVIEWED BY: CONCURRED BY: RECOMMENDING APPROVAL: APPROVED BY: SHEET CONTENTS: DESIGNED BY: E.A.D.R. SHEET NO.
Department of Science and Technology
Philippine Nuclear Research Institute RAFTER DETAILS DESIGN DEV'T: E.A.D.R.
E. A. RAMIREZ CONSTRUCTION, INC.
Ed Angelo D. Ramirez

  Innovating Nuclear Medicine Research and Services: RAFTER SCHEDULE
RAFTER CONNECTION DRAWING PRODUCTION: E.A.D.R. S-6
 



Development of Emerging PET Radiopharmaceuticals



DESIGNER DEVELOPER BUILDER DETAILS



 

PROJECT MANAGER for Early Cancer Staging and Assessment of Biological TRUSS CONNECTION ACAD BY: B.M.E.F.
Location : EARCON Bldg., 31 Commonwealth Ave. Ext., Brgy. Sta. Monica, Quezon City 1117
Functions in Cancer Cells (C.Y. 2021) (PHASE 2) DETAILS
Tels. +63 9259169 Telefax. +63 2779125
Engr. Rosalino B. Rejas Engr. Arturo F. Salih Engr. Andrew C. Barrida Engr. Renato T. Bañaga Adelina DM. Bulos Preciosa Corazon B. Pabroa, Ph. D. Vallerie Ann I. Samson, Ph. D. Carlo A. Arcilla, Ph. D. CHECKED BY:
PAGE NO. OF TOTAL NO.
OF PAGES
LOCATION: PNRI Compound, Commonwealth Avenue, Diliman, Quezon City
SENIOR SCIENCE RESEARCH SPECIALIST SENIOR SCIENCE RESEARCH SPECIALIST ENGINEER II ESS HEAD END-USER/ ITS HEAD NSD CHIEF OIC, DEPUTY DIRECTOR DIRECTOR

PROJECT NUMBER: 14 OF
19