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REPUBLIC OF THE PHILIPPINES DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS OFFICE OF THE BUILDING OFFICIAL MUNICIPALITY OF SOGOD PROVINCE OF SOUTHERN LEYTE
3
10.00 3.00
RECOMMENDING APPROVAL:
3.00 I. GENERAL NOTES
4. IT SHALL BE THE CONSTRUCTOR RESPONSIBILITY TO PROVIDE ADEQUATE BRACING OF THE STRUCTURES FOR ALL LOADS THAT MAY BE IMPOSED DURING CONSTRUCTION. 5. IN THE INTERPRETATION OF THIS DRAWINGS, INDICATED DIMENSION SHALL GOVERN AND DISTANCES OR SIZES SHALL NOT BE SCALED FOR CONSTRUCTION PURPOSES. 6. ALL CONCRETE WORKS SHALL BE DONE IN ACCORDANCE WITH THE LATEST ACI SPECIFICATIONS, IN SO FAR
LAP SPLICE
H/2
II. DESIGN CRITERIA
C1F1
C1F1
D. SEISMIC LOAD V = ZIC W/Rw where: V= Z=
THREE (3) TIES @ COLUMN BEAM CONFINEMENT
E.3.1 SOIL BEARING CAPACITY = 133 KPa E.3.2 IN CASE THE ACTUAL SOIL BEARING CAPACITY IS LESS THAN THE ASSUMED VALUE THE ENGINEER IN CHARGE OF THE CONSTRUCTION SHALL NOTIFY THE
150MM THICK CHB WALL W/ 10D @ 600 E.W.
150MM THICK CHB WALL W/ 10D @ 600 E.W.
SLAB ON GRADE
SLAB ON GRADE
200 150MM THICK CHB WALL W/ 10D @ 600 E.W.
350
VERTICAL REINF.
150MM THICK CHB WALL W/ 10D @ 600 E.W.
COLUMN TIES
400
100
WF-3
100
400
50
100
WF-2
MAIN REINFORCEMENTS TO & BOTTOM CONT.BARS
FTB
FTB
E. DISCREPANCY ALL DISCREPANCY BETWEEN THE DESIGNERURAL AND STRUCTURAL PLANS SHALL BE REPORTED TO THE DESIGNER BEFORE PROCEEDING WITH THE PORTION OF THE WORK INVOLVED.
D
1
:
100
TYPICAL CONCRETE HOLLOW BLOCK WALL FOOTING (WHERE APPLICABLE)
TYPICAL SLAB AND BEAMS CONSTRUCTION JOINT DETAIL
TYPICAL FOOTING DETAIL
ELEV. +00
FOUNDATION PLAN SCALE
PROVIDE SHEAR RODS WHERE JOINT IS @ POINT OF STRESS
BEAM
ALL FOOTINGS SHALL REST ON NATURAL GROUND.
FTB
MIN.=30Db
D
50
150 100
100
100
C.2.2 FOR UNIT MASONRY = 40 BAR DIAMETER.
D
X DIRECTION
100
DEPRESSED SLAB
MIN.=30Db
T
3-10D 10D
3-10D
10D
SLAB
REINF. BARS ALONG Y 50 MM LEAN CONCRETE
MIN. D=1.2M
B.3. VERTICAL BARS SHALL BE HELD IN POSITION AT TOP AND BOTTOM OF THE REINFORCEMENTS AND AT INTERVALS NOT EXCEEDING 192 BAR DIAMETER.
D. FOUNDATION
REINF. BARS ALONG X
NGL
B.2. VERTICAL CELLS TO BE FILLED SHALL HAVE A VERTICAL ALIGNMENT TO MAINTAIN A CONTINUOUS UNOBSTRUCTED CELL AREA NOT LESS THAN 50MM X 75MM.
C. REINFORCING STEEL C.1. REINFORCEMENTS SHALL BE DEFORMED BRAS CONFORMING TO ASTM A-615 (DEFORMATION).
C1F1
C1F1 SF
19
200
WF-1
B.1. CELLS CONTAINING REINFORCEMENTS SHALL BE SOLIDLY FILLED WITH GROUTS NOT TO EXCEED 1.2 METERS AND POURING SHALL BE STOPPED 38MM BELOW AT TOP OF A COURSE TO FORM A KEY AT POURED JOINTS.
B.4. PROVIDE 10 DIAM. DOWELS X 900MM LONG @ 600MM ON CENTERS.
Db x1000 @300 O.C.
400
WF-4
Y DIRECTION
C1F1
CONTINOUS MAIN REINFORCEMENTS
TYPICAL SLEEVES DETAIL THRU CONCRETE BEAM
100
FTB
WF
FTB
B. CONCRETE MASONRY UNITS
C.2. MINIMUM LAP SPLICES UNLESS OTHERWISE INDICATED SHALL: C.2.1 FOR CONCRETE = 30 BAR DIAMETER BUT NOT LESS THAN 300 MM.
C 1F 1
300
SLEEVES FOR UTILITY (PIPE MIN DIAM.=50MM)
400
WF
PROVIDE 3 ADDT'L STIRRUPS EACH SIDE OF THE SLEEVES
EARTH FILL
A.5. NO CONCRETING SHALL BE ALLOWED UNLESS ALL BAR PLACEMENTS HAVE BEEN INSPECTED BY THE STRUCTURAL ENGINEER.
3.50
MAIN REINF BARS
BREATH
A.4. ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS AND OTHER INSERTS SHALL BE WELL SECURED IN POSITION BEFORE PLACING THE CONCRETE.
125mm THK. concret slab ON Fill @ 400mm
TYPICAL SLAB OPENING DETAIL
TYPICAL SLAB CORNER DETAIL
DEPTH NGL
A.3. MINIMUM CONCRETE COVERING FOR REINFORCING STEEL SHALL BE: 38MM - BEAMS AND COLUMNS, 38MM - FORMED SURFACE BELOW GRADE. FOR 16MM DIA. BARS AND SMALLER = 50MM. FOR BARS LARGER THAN 16MM DIAMETER CONCRETE POURED AGAINST EARTH = 75MM.
C1F1
1-12D TOP & BOTTOM BARS
OR SLAB CHANGE SOFFIT
A.2. ALL CONCRETE SHALL BE MACHINE MIXED AND MECHANICAL VIBRATOR SHALL BE USED FOR COMPACTING CONCRETE.
125mm THK. concret slab ON Fill @ 400mm
DATE
DEPTH
TYPICAL DETAIL FOR BEAM
STRUCTURAL ENGINEER FOR SOME RECOMMENDATION.
A.1. THE QUALITY AND DESIGN OF ALL REINFORCED CONCRETE CONSTRUCTION SHALL CONFORM WITH THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI - 318.95) AND MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES (ACI - 315).
WF
C
MIN.=30 Db
TYPICAL COLUMN ELEVATION
A. REINFORCED CONCRETE
C1F1
BUILDING OFFICIAL
0
4-12D BOTT.BARS
FOR SEISMIC REQM'T PROVIDE TIES AT LEAST
E.3 FOUNDATION
C = 1.25S/(T^(2/3))<2.75 I = 1.0 W= DEAD LOAD
55
MIN.=30 Db
OPEN
III. CONSTRUCTION NOTES
C1F1
MIN.=30 Db
MAX. SPAN 4.0M
12D, 1.0 METER LONG @ MID-DEPTH OF SLAB @ EACH OPENING CORNER OMIT BARS WHERE OPENING IS FRAMED BY BEAM
4-12D, 2.0M LONG TOP BAR BEND DOWN INTO EDGE BEAM 0
55
COLUMN MAIN REINF. BAR SPLICE SHALL BE LIMITED @ MIDHEIGHT, H/2
E.2.3 STRUCTURAL STEEL, USE ASTM A36
BASE SHEAR 0.40
MAX. SPAN 3.50M
t
125mm THK. concret slab ON Fill @ 600mm
COLUMN CONNECTION
S=0.25d <100MM
E.2.1 INTERMEDIATE BARS (deformed) fy = 276 MPa (10MM, 12MM, 16MM, 20MM) E.2.2 HARD GRADE BARS fy = 414 MPa (25MM)
C. WIND LOADS 2 p = 0.00256V Ch V = WIND VELOCITY Ch = HEIGHT CORRECTION FACTOR
MAX. SPAN 2.50M
10D STIRRUPS 1@150, 3@100, REST @ 300
19
= 0.24 kPa = 0.75 kPa = 0.40 kPa
150
10D STIRRUPS 1@150, 3@100, REST @ 300
ABOVE DOOR / WINDOW OPENINGS ON CHB WALL (EXTEND 300MM FROM EDGES OF MASONRY OPENINGS)
TYPICAL DETAIL OF COLUMN LAP SPLICE & EXT. BEAM TO
RECOMMENDED HOOPS
2-16D
150
150 10D STIRRUPS 1@150, 3@200, REST @ 300
MAX. SPAN 1.20M
30Db
2-16D
T
= 2.40 kPa = 4.80 kPa
H/4
= 1.00 KPa = 0.75 KPa
E. DESIGN STRESSES E.1 REINFORCED CONCRETE, fc' = E.1.1 BEAMS, COLUMNS, SUSPENDED SLABS fc' = 21 MPa E.1.2 SLAB ON FILL fc' = 17.5 MPa E.1.3 FOOTINGS fc' = 21 MPa E.2 REINFORCING STEEL
COLUMN REINF. BARS SHALL BE SPLICE AT TWO LEVELS WITH NUMBER OF BARS PER LEVEL @ LEAST 50% OF NO. OF MAIN VERT.BARS
DEPTH
GB
FTB
FTB
C1F1
A.1 ROOF LIVE LOADS ROOF DUE TO PONDING A.2 FLOOR LIVE LOADS OFFICE LOBBY B. DEAD LOADS B.1 FLOOR MORTAR FINISH B.2 PARTITION B.3 CEILING AND UTILITIES
150 10D STIRRUPS 1@150, REST @ 300
2-12D
0 55
GB
B
3.00
L/5
1-12D
30Db>16D & larger bars 40Db>12D & smaller bars
SLAB
A. LIVE LOADS
10.00
MAIN VERTICAL COLUMN REINF.
2-16D
2-12D
BREATH
L/4
AS THEY DO NOT CONFLICT WITH LOCAL BUILDING CODE AND THIS NOTES. 7. USE STRUCTURAL EPOXY FOR ALL CONSTRUCTION JOINTS AT WATER TANK, TOILET SLABS AND ROOF DECK
WF
EXTRA BOTT. BARS @ MID SPAN
EXTRA TOP BARS @ END SUPPORT
DEPTH
C1F1
PROVIDE TWO SETS OF STIRRUPS @ SPLICE
1. CONSTRUCTION NOTES AND TYPICAL DETAIL APPLY TO ALL DRAWINGS UNLESS OTHERWISE SHOWN OR NOTED. MODIFY TYPICAL DETAILS AS DIRECTED TO MEET SPECIAL CONDITIONS. 2. SHOP DRAWINGS WITH ERECTION AND PLACING DIAGRAM OF ALL STRUCTURAL STEEL, MISCELLANEOUS IRON, PRETRESS, PRECAST WORKS, ETC. SHALL BE SUBMITTED FOR STRUCTURAL ENGINEERS APPROVAL. 3. CONSTRUCTOR SHALL VERIFY ALL DIMENSION BEFORE ANY WORK BEGUN, CHECK MECHANICAL & ELECTRICAL CONTRACTORS FOR CONDUITS, PIPE SLEEVES ETC. TO BE EMBEDDED IN CONCRETE.
DEPRESSION (VERIFY)
C1F1
FTB
C1F1
FTB
3.50
C1F1
FTB
H/4
FTB WF
FTB
t-38
A
150
4.00
4
200
2
Y<250
1
M
100mm THK CHB WALL VERT. BARS HOR. BARS @ EVERY 3RD LAYER.
L1/4+12D
L1/4+12D
L2/4+12D
L2/4+12D
BREATH TOP BARS
400
D24 (TYPICAL)
DEPTH
STIRRUPS
FIN. FLR. LINE 200
L/7 EXTCOL
STIRRUPS 10mm L1(END SPAN)
L/5
L/5 INTCOL
L/5 INTCOL
L3 (CANTILEVER SPAN)
WEB BARS
BOTTOM BARS
L2 (INTERIOR SPAN)
ZOC. BARS
TIES @ 300 ON CENTER
400 SCHEDULE OF BEAMS
FROM THE OFFICE OF:
C:\Users\user\Documents\calimbas plan\logo copy.bmp
NO PORTION OF THIS SET OF PLAN SHOULD BE COPIED EITHER MANUALY OR ELECTRONICALLY WITHOUT THE WRITTEN CONSENT OF THIS OFFICE.
SEAL
NAME OF PROJECT:
SLSU ALUMNI
LUMEN ANGELO M. EWAY
OWNER
CIVIL ENGINEER PRC No.: 0141441 PTR No.5117019
Date Reg.
T I N No.
Date: 06-30-2016
Place: MAASIN CITY
APPROVED AS PER PLAN:
LOCATION: BRGY. SAN ROQUE,SOGOD, SOUTHERN LEYTE
LOCATION: BRGY. SAN ROQUE,SOGOD, SOUTHERN LEYTE
SHEET CONTENTS:
SHEET NUMBER
3
10.00 3.00
RECOMMENDING APPROVAL:
3.00 I. GENERAL NOTES
4. IT SHALL BE THE CONSTRUCTOR RESPONSIBILITY TO PROVIDE ADEQUATE BRACING OF THE STRUCTURES FOR ALL LOADS THAT MAY BE IMPOSED DURING CONSTRUCTION. 5. IN THE INTERPRETATION OF THIS DRAWINGS, INDICATED DIMENSION SHALL GOVERN AND DISTANCES OR SIZES SHALL NOT BE SCALED FOR CONSTRUCTION PURPOSES. 6. ALL CONCRETE WORKS SHALL BE DONE IN ACCORDANCE WITH THE LATEST ACI SPECIFICATIONS, IN SO FAR
LAP SPLICE
H/2
II. DESIGN CRITERIA
C1F1
C1F1
D. SEISMIC LOAD V = ZIC W/Rw where: V= Z=
THREE (3) TIES @ COLUMN BEAM CONFINEMENT
E.3.1 SOIL BEARING CAPACITY = 133 KPa E.3.2 IN CASE THE ACTUAL SOIL BEARING CAPACITY IS LESS THAN THE ASSUMED VALUE THE ENGINEER IN CHARGE OF THE CONSTRUCTION SHALL NOTIFY THE
150MM THICK CHB WALL W/ 10D @ 600 E.W.
150MM THICK CHB WALL W/ 10D @ 600 E.W.
SLAB ON GRADE
SLAB ON GRADE
200 150MM THICK CHB WALL W/ 10D @ 600 E.W.
350
VERTICAL REINF.
150MM THICK CHB WALL W/ 10D @ 600 E.W.
COLUMN TIES
400
100
WF-3
100
400
50
100
WF-2
MAIN REINFORCEMENTS TO & BOTTOM CONT.BARS
FTB
FTB
E. DISCREPANCY ALL DISCREPANCY BETWEEN THE DESIGNERURAL AND STRUCTURAL PLANS SHALL BE REPORTED TO THE DESIGNER BEFORE PROCEEDING WITH THE PORTION OF THE WORK INVOLVED.
D
1
:
100
TYPICAL CONCRETE HOLLOW BLOCK WALL FOOTING (WHERE APPLICABLE)
TYPICAL SLAB AND BEAMS CONSTRUCTION JOINT DETAIL
TYPICAL FOOTING DETAIL
ELEV. +00
FOUNDATION PLAN SCALE
PROVIDE SHEAR RODS WHERE JOINT IS @ POINT OF STRESS
BEAM
ALL FOOTINGS SHALL REST ON NATURAL GROUND.
FTB
MIN.=30Db
D
50
150 100
100
100
C.2.2 FOR UNIT MASONRY = 40 BAR DIAMETER.
D
X DIRECTION
100
DEPRESSED SLAB
MIN.=30Db
T
3-10D 10D
3-10D
10D
SLAB
REINF. BARS ALONG Y 50 MM LEAN CONCRETE
MIN. D=1.2M
B.3. VERTICAL BARS SHALL BE HELD IN POSITION AT TOP AND BOTTOM OF THE REINFORCEMENTS AND AT INTERVALS NOT EXCEEDING 192 BAR DIAMETER.
D. FOUNDATION
REINF. BARS ALONG X
NGL
B.2. VERTICAL CELLS TO BE FILLED SHALL HAVE A VERTICAL ALIGNMENT TO MAINTAIN A CONTINUOUS UNOBSTRUCTED CELL AREA NOT LESS THAN 50MM X 75MM.
C. REINFORCING STEEL C.1. REINFORCEMENTS SHALL BE DEFORMED BRAS CONFORMING TO ASTM A-615 (DEFORMATION).
C1F1
C1F1 SF
19
200
WF-1
B.1. CELLS CONTAINING REINFORCEMENTS SHALL BE SOLIDLY FILLED WITH GROUTS NOT TO EXCEED 1.2 METERS AND POURING SHALL BE STOPPED 38MM BELOW AT TOP OF A COURSE TO FORM A KEY AT POURED JOINTS.
B.4. PROVIDE 10 DIAM. DOWELS X 900MM LONG @ 600MM ON CENTERS.
Db x1000 @300 O.C.
400
WF-4
Y DIRECTION
C1F1
CONTINOUS MAIN REINFORCEMENTS
TYPICAL SLEEVES DETAIL THRU CONCRETE BEAM
100
FTB
WF
FTB
B. CONCRETE MASONRY UNITS
C.2. MINIMUM LAP SPLICES UNLESS OTHERWISE INDICATED SHALL: C.2.1 FOR CONCRETE = 30 BAR DIAMETER BUT NOT LESS THAN 300 MM.
C 1F 1
300
SLEEVES FOR UTILITY (PIPE MIN DIAM.=50MM)
400
WF
PROVIDE 3 ADDT'L STIRRUPS EACH SIDE OF THE SLEEVES
EARTH FILL
A.5. NO CONCRETING SHALL BE ALLOWED UNLESS ALL BAR PLACEMENTS HAVE BEEN INSPECTED BY THE STRUCTURAL ENGINEER.
3.50
MAIN REINF BARS
BREATH
A.4. ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS AND OTHER INSERTS SHALL BE WELL SECURED IN POSITION BEFORE PLACING THE CONCRETE.
125mm THK. concret slab ON Fill @ 400mm
TYPICAL SLAB OPENING DETAIL
TYPICAL SLAB CORNER DETAIL
DEPTH NGL
A.3. MINIMUM CONCRETE COVERING FOR REINFORCING STEEL SHALL BE: 38MM - BEAMS AND COLUMNS, 38MM - FORMED SURFACE BELOW GRADE. FOR 16MM DIA. BARS AND SMALLER = 50MM. FOR BARS LARGER THAN 16MM DIAMETER CONCRETE POURED AGAINST EARTH = 75MM.
C1F1
1-12D TOP & BOTTOM BARS
OR SLAB CHANGE SOFFIT
A.2. ALL CONCRETE SHALL BE MACHINE MIXED AND MECHANICAL VIBRATOR SHALL BE USED FOR COMPACTING CONCRETE.
125mm THK. concret slab ON Fill @ 400mm
DATE
DEPTH
TYPICAL DETAIL FOR BEAM
STRUCTURAL ENGINEER FOR SOME RECOMMENDATION.
A.1. THE QUALITY AND DESIGN OF ALL REINFORCED CONCRETE CONSTRUCTION SHALL CONFORM WITH THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI - 318.95) AND MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES (ACI - 315).
WF
C
MIN.=30 Db
TYPICAL COLUMN ELEVATION
A. REINFORCED CONCRETE
C1F1
BUILDING OFFICIAL
0
4-12D BOTT.BARS
FOR SEISMIC REQM'T PROVIDE TIES AT LEAST
E.3 FOUNDATION
C = 1.25S/(T^(2/3))<2.75 I = 1.0 W= DEAD LOAD
55
MIN.=30 Db
OPEN
III. CONSTRUCTION NOTES
C1F1
MIN.=30 Db
MAX. SPAN 4.0M
12D, 1.0 METER LONG @ MID-DEPTH OF SLAB @ EACH OPENING CORNER OMIT BARS WHERE OPENING IS FRAMED BY BEAM
4-12D, 2.0M LONG TOP BAR BEND DOWN INTO EDGE BEAM 0
55
COLUMN MAIN REINF. BAR SPLICE SHALL BE LIMITED @ MIDHEIGHT, H/2
E.2.3 STRUCTURAL STEEL, USE ASTM A36
BASE SHEAR 0.40
MAX. SPAN 3.50M
t
125mm THK. concret slab ON Fill @ 600mm
COLUMN CONNECTION
S=0.25d <100MM
E.2.1 INTERMEDIATE BARS (deformed) fy = 276 MPa (10MM, 12MM, 16MM, 20MM) E.2.2 HARD GRADE BARS fy = 414 MPa (25MM)
C. WIND LOADS 2 p = 0.00256V Ch V = WIND VELOCITY Ch = HEIGHT CORRECTION FACTOR
MAX. SPAN 2.50M
10D STIRRUPS 1@150, 3@100, REST @ 300
19
= 0.24 kPa = 0.75 kPa = 0.40 kPa
150
10D STIRRUPS 1@150, 3@100, REST @ 300
ABOVE DOOR / WINDOW OPENINGS ON CHB WALL (EXTEND 300MM FROM EDGES OF MASONRY OPENINGS)
TYPICAL DETAIL OF COLUMN LAP SPLICE & EXT. BEAM TO
RECOMMENDED HOOPS
2-16D
150
150 10D STIRRUPS 1@150, 3@200, REST @ 300
MAX. SPAN 1.20M
30Db
2-16D
T
= 2.40 kPa = 4.80 kPa
H/4
= 1.00 KPa = 0.75 KPa
E. DESIGN STRESSES E.1 REINFORCED CONCRETE, fc' = E.1.1 BEAMS, COLUMNS, SUSPENDED SLABS fc' = 21 MPa E.1.2 SLAB ON FILL fc' = 17.5 MPa E.1.3 FOOTINGS fc' = 21 MPa E.2 REINFORCING STEEL
COLUMN REINF. BARS SHALL BE SPLICE AT TWO LEVELS WITH NUMBER OF BARS PER LEVEL @ LEAST 50% OF NO. OF MAIN VERT.BARS
DEPTH
GB
FTB
FTB
C1F1
A.1 ROOF LIVE LOADS ROOF DUE TO PONDING A.2 FLOOR LIVE LOADS OFFICE LOBBY B. DEAD LOADS B.1 FLOOR MORTAR FINISH B.2 PARTITION B.3 CEILING AND UTILITIES
150 10D STIRRUPS 1@150, REST @ 300
2-12D
0 55
GB
B
3.00
L/5
1-12D
30Db>16D & larger bars 40Db>12D & smaller bars
SLAB
A. LIVE LOADS
10.00
MAIN VERTICAL COLUMN REINF.
2-16D
2-12D
BREATH
L/4
AS THEY DO NOT CONFLICT WITH LOCAL BUILDING CODE AND THIS NOTES. 7. USE STRUCTURAL EPOXY FOR ALL CONSTRUCTION JOINTS AT WATER TANK, TOILET SLABS AND ROOF DECK
WF
EXTRA BOTT. BARS @ MID SPAN
EXTRA TOP BARS @ END SUPPORT
DEPTH
C1F1
PROVIDE TWO SETS OF STIRRUPS @ SPLICE
1. CONSTRUCTION NOTES AND TYPICAL DETAIL APPLY TO ALL DRAWINGS UNLESS OTHERWISE SHOWN OR NOTED. MODIFY TYPICAL DETAILS AS DIRECTED TO MEET SPECIAL CONDITIONS. 2. SHOP DRAWINGS WITH ERECTION AND PLACING DIAGRAM OF ALL STRUCTURAL STEEL, MISCELLANEOUS IRON, PRETRESS, PRECAST WORKS, ETC. SHALL BE SUBMITTED FOR STRUCTURAL ENGINEERS APPROVAL. 3. CONSTRUCTOR SHALL VERIFY ALL DIMENSION BEFORE ANY WORK BEGUN, CHECK MECHANICAL & ELECTRICAL CONTRACTORS FOR CONDUITS, PIPE SLEEVES ETC. TO BE EMBEDDED IN CONCRETE.
DEPRESSION (VERIFY)
C1F1
FTB
C1F1
FTB
3.50
C1F1
FTB
H/4
FTB WF
FTB
t-38
A
150
4.00
4
200
2
Y<250
1
M
100mm THK CHB WALL VERT. BARS HOR. BARS @ EVERY 3RD LAYER.
L1/4+12D
L1/4+12D
L2/4+12D
L2/4+12D
BREATH TOP BARS
400
D24 (TYPICAL)
DEPTH
STIRRUPS
FIN. FLR. LINE 200
L/7 EXTCOL
STIRRUPS 10mm L1(END SPAN)
L/5
L/5 INTCOL
L/5 INTCOL
L3 (CANTILEVER SPAN)
WEB BARS
BOTTOM BARS
L2 (INTERIOR SPAN)
ZOC. BARS
TIES @ 300 ON CENTER
400 SCHEDULE OF BEAMS
FROM THE OFFICE OF:
C:\Users\user\Documents\calimbas plan\logo copy.bmp
NO PORTION OF THIS SET OF PLAN SHOULD BE COPIED EITHER MANUALY OR ELECTRONICALLY WITHOUT THE WRITTEN CONSENT OF THIS OFFICE.
SEAL
NAME OF PROJECT:
SLSU ALUMNI
LUMEN ANGELO M. EWAY
OWNER
CIVIL ENGINEER PRC No.: 0141441 PTR No.5117019
Date Reg.
T I N No.
Date: 06-30-2016
Place: MAASIN CITY
APPROVED AS PER PLAN:
LOCATION: BRGY. SAN ROQUE,SOGOD, SOUTHERN LEYTE
LOCATION: BRGY. SAN ROQUE,SOGOD, SOUTHERN LEYTE
SHEET CONTENTS:
SHEET NUMBER
