FIVE STOREY BUILDING STAAD DESIGN, Lab Reports of Industrial design

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NAME

SUBMITTED BY:

JOHN ERNEST T. LABARDA JOHN ERNEST T. LABARDA

PROFESSOR

ENGR. JUAN PAULO BERSAMINA

REG. NO.: PTR. NO.:

DATE: PLACE:

PROJECT TITLE AND LOCATION

REG. NO.: PTR. NO.:

DATE: PLACE:

SUBMITTED TO:

PROPOSED FIVE-STOREY OFFICE BUILDING

GENERAL TRIAS, CAVITE

SCHOOL

TECHNOLOGICAL UNIVERSITY OF THE

PHILIPPINES - MANILA

CHECKED BY:

DESIGN BY: CADD BY:

ESTIMATED BY:

REVISIONS SHEET CONTENTS:

GENERAL CONSTRUCTION NOTES

APPROVED BY: DATE:

SHEET NO. DRAWING NO.

S - 1

1.0 STANDARD AND REFERENCES

THE FOLLOWING SHALL GOVERN THE DESIGN, FABRICATION AND EXECUTION OF THE PROJECT

1.1 NATIONAL STRUCTURAL CODE OF THE PHILIPPINES 2015, 7TH EDITION (NSCP 2015) 1.2 NATIONAL STRUCTURAL CODE OF THE PHILIPPINES 2010, 6TH EDITION (NSCP 2010) 1.3 INTERNATIONAL BUILDING CODE (IBC-2009) 1.4 UNIFORM BUILDING CODE (UBC-1997) 1.5 AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE/SEI 7-10) 1.6 AMERICAN CONCRETE INSTITUTE (ACI318-14M)

2.0 DESIGN CRITERIA

2.1 LOADINGS A. DEAD LOAD SLAB CONCRETE (0.15 m x 24.56 kN/cu.m Density of Unit) 3.684 kPa CERAMIC OR QUARRY TILE (20 mm) ON 25 mm MORTAR BED 1.100 kPa SUSPENDED METAL LATH AND GYPSUM PLASTER 0.480 kPa ELECTROMECHANICAL 0.500 kPa PARTITION LOAD 1.000 kPa

WALL EXTERIOR WALL, FULL GROUT (150 mm - 19.6 kN/cu.m) 3.300 kPa

B. LIVE LOAD RESTROOMS 2.400 kPa OTHER OFFICES 2.400 kPa EXIT FACILITIES 4.800 kPa

C. ROOF LIVE LOAD ROOF LIVE LOAD 1.000 kPa

D. SEISMIC LOAD (NSCP 2015) NEAREST FAULT LINE WEST VALLEY FAULT DISTANCE 15.0 km CATEGORY IV OCCUPANCY STANDARD OCCUPANCY IMPORTANCE FACTOR, I 1. ZONE, 4 0. SPECIAL REINFORCED CONCRETE MOMENT FRAMES, R 8, SOIL PROFILE Sd, STIFF SOIL NEAR SOURCE FACTOR, Na 0. NEAR SOURCE FACTOR, Nv 1. SEISMIC COEFFICIENT, Ca 0. SEISMIC COEFFICIENT, Cv 0. Ct 0. HEIGHT OF STRUCTURE, hn 15.6 m

2.2 DESIGN STRESSES

A. CONCRETE FOR SLABS COMPRESSIVE STRENGTH @ 28 DAYS fc' = 21.00 MPa B. CONCRETE FOR FOOTINGS COMPRESSIVE STRENGTH @ 28 DAYS fc' = 25.00 MPa C. CONCRETE FOR BEAMS AND COLUMNS COMPRESSIVE STRENGTH @ 28 DAYS fc' = 30.00 MPa D. REINFORCING STEEL BARS

• FOR BARS IN BEAMS, COLUMNS, AND FOOTINGS fy = 415 MPa
• FOR BARS IN SLABS fy = 276 MPa E. STRUCTURAL STEEL, ASTM A- FOR TRUSSES, BRACING, AND STRUTS fy = 248 MPa COLD FORMED LIGHT GAGE SHAPES fy = 248 MPa F. STRUCTURAL BOLTS Ft = 96.60 MPa Fv = 69.00 MPa

1. IN THE INTERPRETATION OF THE DRAWING, INDICATED DIMENSIONS SHALL GOVERN AND DISTANCES AND SIZES SHALL NOT BE SCALED FOR CONSTRUCTION PURPOSES.
2. IN REFERENCE TO OTHER DRAWINGS, SEE ARCHITECTURAL DRAWINGS FOR DEPRESSIONS IN FLOOR SLABS, OPENING IN THE WALLS AND SLABS, INTERIOR PARTITIONS, LOCATION OF DRAINS, ETC.
3. IN CASE OF DISCREPANCIES AS TO THE LAYOUT, DIMENSIONS, AND ELEVATIONS BETWEEN THE STRUCTURAL PLANS, AND ARCHITECTURAL DRAWINGS, THE CONTRACTOR SHALL NOTIFY BOTH THE STRUCTURAL ENGINEER AND THE ARCHITECT.
4. ALL CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH ACI 318 95 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE AND ALL STRUCTURAL STEEL WORK ACCORDING WITH AISC SPECIFICATION (9th EDITION) IN SO FAR AS THEY DO NOT CONFLICT WITH THE LOCAL BUILDING CODE REQUIREMENT.
5. ACI REFERS TO AMERICAN CONCRETE INSTITUTE, AISC TO AMERICAN INSTITUTE OF STEEL CONSTRUCTION AND ASTM TO AMERICAN SOCIETY FOR TESTING MATERIALS.
6. CONSTRUCTION NOTES AND TYPICAL DETAILS APPLY TO ALL DRAWINGS UNLESS OTHERWISE SHOWN OR NOTED. MODIFY TYPICAL DETAILS AS DIRECTED TO MEET SPECIAL CONDITIONS.
7. SHOP DRAWINGS WITH ERECTION AND PLACING DIAGRAMS OF ALL STRUCTURAL STEELS, MISCELLANEOUS IRON, PRE-CAST CONCRETE, ETC. SHALL BE SUBMITTED FOR ENGINEER'S APPROVAL BEFORE FABRICATION.
8. CONTRACTOR SHALL NOTE AND PROVIDE ALL MISCELLANEOUS CURBS, SILLS, STOOLS, EQUIPMENT, AND MECHANICAL BASES THAT ARE REQUIRED BY THE ARCHITECTURAL, ELECTRICAL, AND MECHANICAL DRAWINGS.
9. ALL RESULTS OF MATERIAL TESTING FOR CONCRETE, REINFORCING BARS, AND STRUCTURAL STEEL MUST BE NOTED AND APPROVED BY THE STRUCTURAL DESIGNER.

GENERAL NOTES:

GENERAL NOTES

SCALE NTS

NAME

SUBMITTED BY:

JOHN ERNEST T. LABARDA JOHN ERNEST T. LABARDA

PROFESSOR

ENGR. JUAN PAULO BERSAMINA

REG. NO.: PTR. NO.:

DATE: PLACE:

PROJECT TITLE AND LOCATION

REG. NO.: PTR. NO.:

DATE: PLACE:

SUBMITTED TO:

PROPOSED FIVE-STOREY OFFICE BUILDING

GENERAL TRIAS, CAVITE

SCHOOL

TECHNOLOGICAL UNIVERSITY OF THE

PHILIPPINES - MANILA

CHECKED BY:

DESIGN BY: CADD BY:

ESTIMATED BY:

REVISIONS SHEET CONTENTS:

TYPICAL FOOTING DETAIL

FOOTING SCHEDULE

APPROVED BY: DATE:

SHEET NO. DRAWING NO.

S - 3

TYPICAL FOOTING DETAIL

SCALE 1:

150 THK PCC

FOOTING FC22- PLAN

(SCALE 1:50)

#16@140 C/C (B)

#16@135 C/C (B)

SECTION 1-

DETAIL OF FOOTING FC

(SCALE 1:50)

150 THK PCC

EL. 0.

BOF

#16@135 C/C (B)

#16@140 C/C (B)

LD

COLUMN LINKS

SECTION 2-

DETAIL OF FOOTING FC

(SCALE 1:50)

150 THK PCC

EL. 0.

BOF

#16@140 C/C (B)

#16@135 C/C (B)

LD

COLUMN LINKS

FOOTING SCHEDULE (C25:Fy415)

FOOTING

NUMBERS

COLUMN

NUMBERS

FOOTING

TYPE

FOOTING DIMENSION

STEP L B D1 D

FOOTING REINFORCEMENT

BOTTOM TOP

ALONG B ALONG L ALONG B ALONG L

STIRRUPS

ALONG B ALONG L

SFR REMARKS

FC1 C1,C37 Pad - 2800 2800 375 - #16@160 C/C #16@175 C/C - - - - - - FC2 C2,C8,C38,C44 Pad - 2750 2750 450 - #16@165 C/C #16@200 C/C - - - - - - FC3 C3,C7,C39,C43 Pad - 2950 2950 475 - #16@150 C/C #16@185 C/C - - - - - - FC4 C4,C6,C40,C42 Pad - 3050 3050 475 - #16@135 C/C #16@170 C/C - - - - - - FC5 C5,C41 Pad - 3100 3100 500 - #16@145 C/C #16@175 C/C - - - - - - FC9 C9,C45 Pad - 2500 2500 375 - #16@195 C/C #16@195 C/C - - - - - - FC10 C10,C18,C19,C27, C28,C

Pad - 2750 2750 425 - #16@175 C/C #16@165 C/C - - - - - -

FC11 C11,C17,C20,C26, C29,C

Pad - 2950 2950 450 - #16@150 C/C #16@160 C/C - - - - - -

FC12 (^) C12,C16,C21,C25, C30,C

Pad - 3300 3300 525 - #16@150 C/C #16@150 C/C - - - - - -

FC13 (^) C13,C14,C15,C31, C32,C

Pad - 3500 3500 550 - #16@140 C/C #16@155 C/C - - - - - -

FC22 C22,C23,C24 Pad - 3750 3750 600 - #16@135 C/C #16@140 C/C - - - - - -

NAME

SUBMITTED BY:

JOHN ERNEST T. LABARDA JOHN ERNEST T. LABARDA

PROFESSOR

ENGR. JUAN PAULO BERSAMINA

REG. NO.: PTR. NO.:

DATE: PLACE:

PROJECT TITLE AND LOCATION

REG. NO.: PTR. NO.:

DATE: PLACE:

SUBMITTED TO:

PROPOSED FIVE-STOREY OFFICE BUILDING

GENERAL TRIAS, CAVITE

SCHOOL

TECHNOLOGICAL UNIVERSITY OF THE

PHILIPPINES - MANILA

CHECKED BY:

DESIGN BY: CADD BY:

ESTIMATED BY:

REVISIONS SHEET CONTENTS:

TYPICAL SECOND TO FIFTH FLOOR

FRAMING PLAN

APPROVED BY: DATE:

SHEET NO. DRAWING NO.

S - 4

TYPICAL SECOND TO FIFTH FLOOR FRAMING PLAN

SCALE 1:

E

D F G H I

4000 5000 7000 7000 5000 4000

48000

8000 8000

4000

5000

5000

4000

18000

A B C

STAIRWELL STAIRWELL

STAIRWELL STAIRWELL

G1 G1 G1 G1 G1 G1 G1 G

G1 G1 G1 G1 G1 G1 G1 G

G1 G1 G1 G1 G1 G1 G1 G

G1 G1 G1 G1 G1 G1 G1 G

G1 G1 G1 G1 G1 G1 G1 G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

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G

S2 S2 S

S2 S2 S2 S

S2 S2 S

S2 S2 S2 S

S2 S2 S

S2 S2 S2 S

S2 S2 S

S2 S2 S2 S

C1 C1 C1 C1 C1 C1 C1 C1 C

C1 C1 C1 C1 C1 C1 C1 C1 C

C1 C1 C1 C1 C1 C1 C1 C1 C

C1 C1 C1 C1 C1 C1 C1 C1 C

C1 C1 C1 C1 C1 C1 C1 C1 C

TYPICAL SECOND TO FIFTH FLOOR BEAM DESIGNATION PLAN

SCALE 1:

NAME

SUBMITTED BY:

JOHN ERNEST T. LABARDA JOHN ERNEST T. LABARDA

PROFESSOR

ENGR. JUAN PAULO BERSAMINA

REG. NO.: PTR. NO.:

DATE: PLACE:

PROJECT TITLE AND LOCATION

REG. NO.: PTR. NO.:

DATE: PLACE:

SUBMITTED TO:

PROPOSED FIVE-STOREY OFFICE BUILDING

GENERAL TRIAS, CAVITE

SCHOOL

TECHNOLOGICAL UNIVERSITY OF THE

PHILIPPINES - MANILA

CHECKED BY:

DESIGN BY: CADD BY:

ESTIMATED BY:

REVISIONS SHEET CONTENTS:

TYPICAL SECOND TO FIFTH FLOOR

BEAM DESIGNATION PLAN

APPROVED BY: DATE:

SHEET NO. DRAWING NO.

S - 6

C10 C11 C12 C13 C14 C15 C16 C17 C

C19 C20 C21 C22 C23 C24 C25 C26 C

C28 C29 C30 C31 C32 C33 C34 C35 C

C37 C38 C39 C40 C41 C42 C43 C44 C

C1 C2 C3 C4 C5 C6 C7 C8 C

B1 B2 B3 B4 B5 B6 B7 B

B9 B10 B11 B12 B13 B14 B15 B

B17 B18 B19 B20 B21 B22 B23 B

B25 B26 B27 B28 B29 B30 B31 B

B33 B34 B35 B36 B37 B38 B39 B

B

B

B

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B

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B

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B

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B

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B

B

B

B

B

B

B

B

B

B

B

B

B

B

B

B

B

A B C D E F G H I

NAME

SUBMITTED BY:

JOHN ERNEST T. LABARDA JOHN ERNEST T. LABARDA

PROFESSOR

ENGR. JUAN PAULO BERSAMINA

REG. NO.: PTR. NO.:

DATE: PLACE:

PROJECT TITLE AND LOCATION

REG. NO.: PTR. NO.:

DATE: PLACE:

SUBMITTED TO:

PROPOSED FIVE-STOREY OFFICE BUILDING

GENERAL TRIAS, CAVITE

SCHOOL

TECHNOLOGICAL UNIVERSITY OF THE

PHILIPPINES - MANILA

CHECKED BY:

DESIGN BY: CADD BY:

ESTIMATED BY:

REVISIONS SHEET CONTENTS:

SCHEDULE OF BEAMS

APPROVED BY: DATE:

SHEET NO. DRAWING NO.

S - 7

SCHEDULE OF BEAMS

SCALE NTS

BEAM SCHEDULE (C28:Fy415) (LEVEL: 1.5m,5.1m,8.1m,11.1m,14.1m)

SFR REMARKS

SHEAR STIRRUPS

LEFT MID SPAN RIGHT

TOP REINFORCEMENT

LEFT MID SPAN RIGHT

BOTTOM REINFORCEMENT

B D

SIZE

NUMBERS

BEAM

LEFT MID SPAN RIGHT

DIAGONAL

B1,B33 400 700 4-#20 4-#20 4-#20 4-#20 4-#20 4-#20 13-2L-#10@120 C/C 1-2L-#10@300 C/C 13-2L-#10@120 C/C - - -

B2,B10,B18,B

,B

400 700 3-#20 3-#20 3-#20 4-#20 4-#20 4-#20 13-2L-#10@120 C/C 4-2L-#10@300 C/C 13-2L-#10@120 C/C - - -

B3,B6,B11,B14,B

,B22,B27,B30,B

,B

400 700 3-#20 3-#20 3-#20 4-#20 4-#20 4-#20 13-2L-#10@120 C/C 11-2L-#10@300 C/C 13-2L-#10@120 C/C - - -

B4,B5,B12,B13,B

,B21,B28,B29,B

,B

400 700 3-#20 3-#20 3-#20 4-#20 4-#20 4-#20 13-2L-#10@120 C/C 14-2L-#10@300 C/C 13-2L-#10@120 C/C - - -

B7,B15,B23,B

,B39,B46,B50,B

,B58,B62,B66,B

400 700 3-#20 3-#20 3-#20 4-#20 4-#20 4-#20 13-2L-#10@120 C/C 4-2L-#10@300 C/C 13-2L-#10@120 C/C - - -

B8,B40,B48,B

,B56,B60,B64,B

,B

400 700 4-#20 4-#20 4-#20 4-#20 4-#20 4-#20 13-2L-#10@120 C/C 1-2L-#10@300 C/C 13-2L-#10@120 C/C - - -

B9,B17,B25 400 700 3-#20 3-#20 3-#20 4-#20 4-#20 4-#20 13-2L-#10@120 C/C 1-2L-#10@300 C/C 13-2L-#10@120 C/C - - -

B16,B24,B32 400 700 3-#20 3-#20 3-#20 4-#20 4-#20 4-#20 13-2L-#10@120 C/C 1-2L-#10@300 C/C 13-2L-#10@120 C/C - - -

B41,B44,B73,B76 400 700 4-#20 4-#20 4-#20 4-#20 4-#20 4-#20 13-2L-#10@120 C/C 1-2L-#10@300 C/C 13-2L-#10@120 C/C - - -

B42,B43,B74,B75 400 700 3-#20 3-#20 3-#20 4-#20 4-#20 4-#20 13-2L-#10@120 C/C 4-2L-#10@300 C/C 13-2L-#10@120 C/C - - -

B45,B49,B53,B

,B61,B65,B

400 700 4-#20 4-#20 4-#20 4-#20 4-#20 4-#20 14-2L-#10@110 C/C 1-2L-#10@300 C/C 13-2L-#10@120 C/C - - -

B47,B51,B55,B

,B63,B67,B

400 700 3-#20 3-#20 3-#20 4-#20 4-#20 4-#20 13-2L-#10@120 C/C 4-2L-#10@300 C/C 13-2L-#10@120 C/C - - -

NAME

SUBMITTED BY:

JOHN ERNEST T. LABARDA JOHN ERNEST T. LABARDA

PROFESSOR

ENGR. JUAN PAULO BERSAMINA

REG. NO.: PTR. NO.:

DATE: PLACE:

PROJECT TITLE AND LOCATION

REG. NO.: PTR. NO.:

DATE: PLACE:

SUBMITTED TO:

PROPOSED FIVE-STOREY OFFICE BUILDING

GENERAL TRIAS, CAVITE

SCHOOL

TECHNOLOGICAL UNIVERSITY OF THE

PHILIPPINES - MANILA

CHECKED BY:

DESIGN BY: CADD BY:

ESTIMATED BY:

REVISIONS SHEET CONTENTS:

TYPICAL SECOND TO FIFTH FLOOR

COLUMN PLAN

APPROVED BY: DATE:

SHEET NO. DRAWING NO.

S - 9

TYPICAL SECOND TO FIFTH FLOOR COLUMN PLAN

SCALE 1:

A B C D E F G H I

C

C20 C

C29 C

C

C

C

C3 C4 C5 C

C

C

C10 C13 C14 C15 C

C

C

C19 C

C

C22 C23 C

C

C

C

C31 C32 C

C39 C

C

C40 C41 C43 C44 C

C

C1 C2 C

NAME

SUBMITTED BY:

JOHN ERNEST T. LABARDA JOHN ERNEST T. LABARDA

PROFESSOR

ENGR. JUAN PAULO BERSAMINA

REG. NO.: PTR. NO.:

DATE: PLACE:

PROJECT TITLE AND LOCATION

REG. NO.: PTR. NO.:

DATE: PLACE:

SUBMITTED TO:

PROPOSED FIVE-STOREY OFFICE BUILDING

GENERAL TRIAS, CAVITE

SCHOOL

TECHNOLOGICAL UNIVERSITY OF THE

PHILIPPINES - MANILA

CHECKED BY:

DESIGN BY: CADD BY:

ESTIMATED BY:

REVISIONS SHEET CONTENTS:

SCHEDULE OF COLUMN

APPROVED BY: DATE:

SHEET NO. DRAWING NO.

S - 10

COLUMN DETAILS

COLUMN ELEVATION

(SCALE 1:30)

NOTES:

1. BE = BOUNDARY ELEMENT AS PER ACI 318M - 2014. PROVIDE CONFINING REINFORCEMENT ACROSS ENTIRE HEIGHT OF WALL IN THE BOUNDARY ELEMENT

COLUMN AND WALL SCHEDULE

COLUMN MARKED

1.5M

TO

5.1M

5.1M

TO

8.1M

8.1M

TO

11.1M

11.1M

TO

14.1M

14.1M

TO

17.1M

C1, C2, C3, C4,

C5, C6, C7, C8,

C9, C10, C11, C12,

C13, C14, C15, C16,

C17, C18, C19, C20,

C21, C22, C23, C24,

C25, C26, C27, C28,

C29, C30, C31, C32,

C33, C34, C35, C36,

C37, C38, C39, C40,

C41, C42, C43, C44,

C

C28 : Fy415 , COVER = 40MM CONFINING ZONE = 700 MM

Z1 MAIN LINK

Z1 OTHERS

Z2 LINKS

C28 : Fy415 , COVER = 40MM CONFINING ZONE = 700 MM

Z1 MAIN LINK

Z1 OTHERS

Z2 LINKS

C28 : Fy415 , COVER = 40MM CONFINING ZONE = 700 MM

Z1 MAIN LINK

Z1 OTHERS

Z2 LINKS

C28 : Fy415 , COVER = 40MM CONFINING ZONE = 700 MM

Z1 MAIN LINK

Z1 OTHERS

Z2 LINKS

C28 : Fy415 , COVER = 40MM CONFINING ZONE = 700 MM

Z1 MAIN LINK

Z1 OTHERS

Z2 LINKS

COLUMN SCHEDULE

COLUMN MARKED

1.5M

TO

5.1M

SIZE

STEEL

LINKS

MATERIAL

SCR ZONE

5.1M

TO

8.1M

SIZE

STEEL

LINKS

MATERIAL

SCR ZONE

8.1M

TO

11.1M

SIZE

STEEL

LINKS

MATERIAL

SCR ZONE

11.1M

TO

14.1M

SIZE

STEEL

LINKS

MATERIAL

SCR ZONE

14.1M

TO

17.1M

SIZE

STEEL

LINKS

MATERIAL

SCR ZONE

C1, C2, C3, C4, C5,

C6, C7, C8, C9, C10,

C11, C12, C13, C14,

C15, C16, C17, C18,

C19, C20, C21, C22,

C23, C24, C25, C26,

C27, C28, C29, C30,

C31, C32, C33, C34,

C35, C36, C37, C38,

C39, C40, C41, C42,

C43, C44, C

700 X 700

C28:Fy

#10@100 C/C + #10@300 C/C

700 X 700

C28:Fy

#10@100 C/C + #10@300 C/C

700 X 700

C28:Fy

#10@100 C/C + #10@300 C/C

700 X 700

C28:Fy

#10@100 C/C + #10@300 C/C

700 X 700

C28:Fy

#10@100 C/C + #10@300 C/C

EL. 0

BOF

EL. 1.

TOC

E1 DETAIL OF COLUMN C

• (SCALE 1:60)

EL. 5.

TOC

EL. 8.

TOC

EL. 11.

TOC

EL. 14.

TOC

EL. 17.

TOC

(2),(3) #10@100 C/C

(2),(3) #10@300 C/C

(2),(3) #10@100 C/C

(2),(3) #10@300 C/C

(2),(3) #10@100 C/C

(2),(3) #10@100 C/C

(2),(3) #10@100 C/C

(2),(3) #10@100 C/C

(2),(3) #10@100 C/C

E

SECTION 1-1 (C23)

(SCALE 1:30)

• (^) NTS

2. Z1 = SPECIAL CONFINING ZONE AS PER ACI 318M - 2014, Z2 = REMAINING ZONES AS PER ACI 318M - 2014

NAME

SUBMITTED BY:

JOHN ERNEST T. LABARDA JOHN ERNEST T. LABARDA

PROFESSOR

ENGR. JUAN PAULO BERSAMINA

REG. NO.: PTR. NO.:

DATE: PLACE:

PROJECT TITLE AND LOCATION

REG. NO.: PTR. NO.:

DATE: PLACE:

SUBMITTED TO:

PROPOSED FIVE-STOREY OFFICE BUILDING

GENERAL TRIAS, CAVITE

SCHOOL

TECHNOLOGICAL UNIVERSITY OF THE

PHILIPPINES - MANILA

CHECKED BY:

DESIGN BY: CADD BY:

ESTIMATED BY:

REVISIONS SHEET CONTENTS:

SLAB SECTION

SCHEDULE OF SLAB

APPROVED BY: DATE:

SHEET NO. DRAWING NO.

S - 12

B43 SLAB S9 B47 B51 B55 B (TWO WAY) (150 THK)

(^400900 )

SLAB S (TWO WAY) (150 THK)

(^4001150 )

SLAB S (TWO WAY) (150 THK)

(^4001150 )

SLAB S (TWO WAY) (150 THK)

400 1150 7600 1150 400

SECTION 1-

#10@250 C/C

#10@250 C/C #10@250 C/C #10@250 C/C

#10@250 C/C #10@250 C/C #10@150 C/C

#10@250 C/C #10@250 C/C #10@120 C/C

#10@250 C/C #10@250 C/C #10@240 C/C

#10@250 C/C #10@250 C/C #10@250 C/C

#10@250 C/C #10@250 C/C

#10@250 C/C #10@250 C/C

#10@235 C/C

SLAB DETAILS SCALE NTS

BEAM LEGEND

BEAM

SIZE

B D

B1,B2,B3,B4,B5,B6,B7,B8,B9,B10,B11 400 700

B12,B13,B14,B15,B16,B17,B18,B

B20,B21,B22,B23,B24,B25,B26,B

B28,B29,B30,B31,B32,B33,B34,B

B36,B37,B38,B39,B40,B41,B42,B

B44,B45,B46,B47,B48,B49,B50,B

B52,B53,B54,B55,B56,B57,B58,B

B60,B61,B62,B63,B64,B65,B66,B

B68,B69,B70,B71,B72,B73,B74,B

B

SLAB SCHEDULE (C21 : FY276) (LEVEL : 8.1M)

FULL LENGTH CONTINUOUS

ALONG SHORT SPAN

MARKED

SLAB

THICKNESS

SLAB

FULL LENGTH

BOTTOM REINFORCEMENT

CURTAILED CURTAILED

ALONG LONG SPAN

TOP REINFORCEMENT

OVER LONG SUPPORT

SUPPORT SUPPORT

END CONTINUOUS

OVER SHORT SUPPORT

SUPPORT SUPPORT

END

DISTRIBUTION

REMARKS

S2 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C ---

S3 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C ---

S4 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C ---

S5 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C ---

S6 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C ---

S7 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C ---

S9 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C ---

S10 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C ---

S11 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 150 C/C --- #10 @ 250 C/C ---

S12 150 #10 @ 250 C/C --- #10 @ 235 C/C --- #10 @ 240 C/C --- #10 @ 120 C/C --- #10 @ 250 C/C ---

S13 150 #10 @ 250 C/C --- #10 @ 235 C/C --- #10 @ 240 C/C --- #10 @ 120 C/C --- #10 @ 250 C/C ---

S14 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 150 C/C --- #10 @ 250 C/C ---

S15 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C ---

S16 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C ---

S17 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C ---

S18 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C ---

S19 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 150 C/C --- #10 @ 250 C/C ---

S20 150 #10 @ 250 C/C --- #10 @ 235 C/C --- #10 @ 240 C/C --- #10 @ 120 C/C --- #10 @ 250 C/C ---

S21 150 #10 @ 250 C/C --- #10 @ 235 C/C --- #10 @ 240 C/C --- #10 @ 120 C/C --- #10 @ 250 C/C ---

S22 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 150 C/C --- #10 @ 250 C/C ---

S23 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C ---

S24 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C ---

S26 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C ---

S27 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C ---

S28 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C ---

S29 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C ---

S30 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C ---

S31 150 #10 @ 250 C/C --- #10 @ 250 C/C --- #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C #10 @ 250 C/C ---

TYP. STAIR SECTION PLAN

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TYP. STAIR SECTION-

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TYP. STAIR SECTION-

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STAIR DETAILED PLAN NEAR ENTRANCE AT GF

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2

1

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01 02 03 04 05 06 07 08 09

19 18 17 16 15 14 13 12 11

STAIR DETAILED PLAN NEAR ENT. AT 2F-5F

SCALE 1:

2

(^1 )

2

1

2

1

STAIR DETAILED PLAN NEAR EXIT AT GF

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STAIR DETAILED PLAN NEAR EXIT AT 2F-5F

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01 02 03 04 05 06 07 08 09

19 18 17 16 15 14 13 12 11 10

NAME

SUBMITTED BY:

JOHN ERNEST T. LABARDA JOHN ERNEST T. LABARDA

PROFESSOR

ENGR. JUAN PAULO BERSAMINA

REG. NO.: PTR. NO.:

DATE: PLACE:

PROJECT TITLE AND LOCATION

REG. NO.: PTR. NO.:

DATE: PLACE:

SUBMITTED TO:

PROPOSED FIVE-STOREY OFFICE BUILDING

GENERAL TRIAS, CAVITE

SCHOOL

TECHNOLOGICAL UNIVERSITY OF THE

PHILIPPINES - MANILA

CHECKED BY:

DESIGN BY: CADD BY:

ESTIMATED BY:

REVISIONS SHEET CONTENTS:

AS SHOWN

APPROVED BY: DATE:

SHEET NO. DRAWING NO.

S - 13

REFERENCE CODE

NATIONAL STRUCTURAL CODE OF THE PHILIPPINES 2015, 7th EDITION (NSCP 2015)

NATIONAL STRUCTURAL CODE OF THE PHILIPPINES 2010, 6

th EDITION (NSCP 2010)

INTERNATIONAL BUILDING CODE (IBC-2009)

UNIFORM BUILDING CODE (UBC-1997)

AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE/SEI 7-10)

AMERICAN CONCRETE INSTITUTE (ACI318-14M)

MATERIAL PROPERTY

A. CONCRETE FOR SLABS

COMPRESSIVE STRENGTH @ 28 DAYS fc' = 21.00 MPa

B. CONCRETE FOR FOOTINGS

COMPRESSIVE STRENGTH @ 28 DAYS fc' = 25.00 MPa

C. CONCRETE FOR BEAMS AND COLUMNS

COMPRESSIVE STRENGTH @ 28 DAYS fc' = 28.00 MPa

D. REINFORCING STEEL BARS

• FOR BARS IN BEAMS, COLUMNS, AND FOOTINGS fy = 415 MPa
• FOR BARS IN SLABS fy = 276 MPa

E. STRUCTURAL STEEL, ASTM A- 36

FOR TRUSSES, BRACING, AND STRUTS fy = 248 MPa

COLD FORMED LIGHT GAGE SHAPES fy = 248 MPa

F. STRUCTURAL BOLTS

Ft = 96.60 MPa Fv = 69.00 MPa

DEAD LOAD

SLABS

CONCRETE (0.15 m x 24.56 kN/m

3 ) 3.684 kPa

CERAMIC OR QUARRY TILE (20 mm) ON 25 MM MORTAR BED 1.100 kPa

SUSPENDED METAL LATH AND GYPSUM PLASTER 0.480 kPa

ELECTROMECHANICAL 0.500 kPa

PARTITION LOAD 1.000 kPa

ROOF BEAM

CONCRETE (0.70 m by 0.40 m x 24.56 kN/m

3 ) 6.8768 kN/m

GIRDER

CONCRETE (0. 7 0 m by 0. 40 m x 24.56 kN/m

3 ) 6.8768 kN/m

WALLS

EXTERIOR WALL FULL GROUT (150 mm – 19.6 kN/m

3 ) 3.30 kPa

MAIN STAIRS

MAIN STAIRS 20.461 kN/m

𝜔𝑠𝑡𝑒𝑝𝑠 =

1

2

( 0. 3 𝑚)( 0. 15 𝑚)( 1. 8875 𝑚)( 9 𝑟𝑖𝑠𝑒𝑟) ( 24. 56

𝑘𝑁

𝑚^3

) = 9. 3872925 𝑘𝑁

𝜔𝑤𝑠𝑙𝑎𝑏 = [(( 0. 15 𝑚)( 0. 035 𝑚) + 0. 1677051 𝑚 ( 2. 6645898 𝑚) +

1

2

( 0. 018 𝑚)( 0. 035 𝑚)

1

2

( 0. 335 𝑚)( 0. 1677 ))] ( 24. 56

𝑘𝑁

𝑚

3

) ( 1. 8875 𝑚)^ = 22. 27988346 𝑘𝑁

𝜔𝑙𝑎𝑛𝑑𝑖𝑛𝑔 = ( 1 𝑚)( 1. 830 𝑚)( 0. 15 𝑚)^ ( 24. 56

𝑘𝑁

𝑚^3

) = 6. 95355 𝑘𝑁

𝜔𝑢𝑠𝑡𝑎𝑖𝑟𝑠 = 20. 461

𝑘𝑁

𝑚

LIVE LOAD

MEN’S / WOMEN’S TOILET 2.4 kPa

CONFERENCE / TELECONFERENCE ROOM (OTHER OFFICES) 2.4 kPa

OFFICE ROOM / EXECUTIVE OFFICE (OTHER OFFICES) 2.4 kPa

OFFICE ROOM / OPEN OFFICE (EXIT FACILITIES) 4.8 kPa

RETREAT / COPY CENTER (EXIT FACILITIES) 4.8 kPa

RECEPTION AREA (EXIT FACILITIES) 4.8 kPa

AUDIO VISUAL ROOM (EXIT FACILITIES) 4.8 kPa

COMMON AREA (EXIT FACILITIES) 4.8 kPa

FITNESS / WELLNESS AREA FACILITIES (EXIT FACILITIES) 4.8 kPa

STAIRWAYS (EXIT FACILITIES) 4.8 kPa

ROOF LIVE LOAD

ROOF LIVE LOAD 1.0 kPa

RAIN LOAD

RAIN LOAD 1.4715 kPa

SOIL BEARING CAPACITY

THE SOIL BEARING CAPACITY OF THE PROJECT IS ASSUMED TO BE 2 00 kPa

FLOOR WEIGHT

LEVEL 1: SECOND FLOOR

DEFINITION COMPUTATION WEIGHT (kN)

COLUMN (24.56 kN/m

3 )(0.7 m)(0.7 m)(3 m)(45 pcs) 1624.

BEAM (4 m) (24.56 kN/m

3 )(0.4 m)(0.7 m)(4 m)(28 pcs) 770.

BEAM (5 m) (24.56 kN/m

3 )(0.4 m)(0.7 m)(5 m)(28 pcs) 962.

BEAM (7 m) (24.56 kN/m

3 )(0.4 m)(0.7 m)(7 m)(10 pcs) 481.

BEAM (8 m) (24.56 kN/m

3 )(0.4 m)(0.7 m)(8 m)(10 pcs) 550.

SLAB (3.684 kPa)(800 m

2 ) 2947.

EXTERIOR WALL (3 m)(132 m)(3.3 kPa) 1306.

STAIRS (20.461 kN/m)(4 m)(4) 327.

CEILING 0.480 kPa (800 m

2 ) 384

FLOOR FINISH 1.100 kPa (800 m

2 ) 880

ELECTROMECH 0.500 kPa (800 m

2 ) 400

PARTITION LOAD 1.000 kPa (800 m

2 ) 800

TOTAL: 11434.

LEVEL 5: ROOFING

DEFINITION COMPUTATION WEIGHT (kN)

BEAM (4 m) (24.56 kN/m

3 )(0.7 m)(0.7 m)(3 m)(45 pcs) 770.

BEAM (5 m) (24.56 kN/m

3 )(0.4 m)(0.7 m)(4 m)(28 pcs) 962.

BEAM (7 m) (24.56 kN/m

3 )(0.4 m)(0.7 m)(5 m)(28 pcs) 481.

BEAM (8 m) (24.56 kN/m

3 )(0.4 m)(0.7 m)(7 m)(10 pcs) 550.

ROOF TRUSS (115.974 kN)(13 pcs) 1507.

TOTAL: 4272.

TOTAL BUILDING WEIGHT

FLOOR LEVEL WEIGHT

LEVEL 1 2

ND FLOOR 11434.4936 kN

LEVEL 2 3

RD FLOOR 11434.4936 kN

LEVEL 3 4

TH FLOOR 11434.4936 kN

LEVEL 4 5

TH FLOOR 11270.8056 kN

LEVEL 5 ROOFING 4272.1356 kN

TOTAL 49846.422 kN

WIND LOAD

Wind Load Parameter

RISK CATEGORY Standard Occupancy, I

BASIC WIND SPEED, V 260 kph

WIND DIRECTIONALITY FACTOR, Kd 0.

EXPOSURE C

TERRAIN EXPOSURE CONSTANTS, α – zg 9.5-274.

SURFACE ROUGHNESS C

TOPOGRAPHIC FACTOR, Kzt 1.

GUST EFFECT FACTOR, G 0.

ENCLOSURE CLASSIFICATION Enclosed

INTERNAL PRESSURE COEFFICIENTS, Gcpi ± 0. 18 kPa

EXTERNAL PRESSURE COEFFICIENT, Cp

a. WALL

i. Windward 0.

ii. Leeward - 0.

iii. Side - 0.

b. ROOF

i. Windward - 1.

ii. Leeward - 0. 6419

EARTHQUAKE LOAD (SEISMIC – UBC)

Seismic Load Parameter

PROJECT LOCATION General Trias City, Cavite

DISTANCE FROM THE NEAREST FAULT 15.0 km

SOURCE faultfinder.phivolcs.dost.gov.ph

CATEGORY IV

IMPORTANCE FACTOR 1.

ZONE 4

SEISMIC ZONE FACTOR 0.

BASIC SEISMIC-FORCE Moment-Resisting Frame System

RESISTING SYSTEM Special Reinforced Concrete

Moment Frames

R 8.

ΩO 2.

SEISMIC SOURCE TYPE A

NEAR SOURCE FACTOR, Na 0.

NEAR SOURCE FACTOR, Nv 1.

SOIL PROFILE TYPE SD

SEISMIC COEFFICIENT, Ca 0.

SEISMIC COEFFICIENT, Cv 0.

STRUCTURE TYPE Reinforced Concrete Moment-

Resisting Frames

Ct 0.

HEIGHT OF THE STRUCTURE, hn 1 5.

STRUCTURE PERIOD 0. 5738004

STRUCTURE PERIOD T

𝑇 = 𝐶𝑡(ℎ𝑛)

𝑇 = 0. 0731 ( 15. 6 )

ℎ𝑛 = 15. 6 𝑚, 𝑓𝑟𝑜𝑚 𝑁𝐺𝐿 𝑡𝑜 𝑇𝑂𝑃 𝐹𝑅𝐴𝑀𝐸

𝑇 = 0. 5738 𝑠

STRUCTURE PERIOD (T) = 0.574 SECONDS

BASE SHEAR DETERMINATION

ACTUAL BASE SHEAR

𝑉𝑎𝑐𝑡𝑢𝑎𝑙 =

𝐶𝑣𝐼

𝑅𝑇

𝑊

𝑉𝑎𝑐𝑡𝑢𝑎𝑙 =

1. 64 ( 1 )

( 8. 5 )( 0. 574 )

( 49846. 422 )

𝑽𝒂𝒄𝒕𝒖𝒂𝒍 = 𝟔𝟓𝟒𝟎. 𝟖𝟓𝟓 𝒌𝑵