Structural Design Manual.pdf

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6

Center for the Designed Environment Professions, Inc. (CDEP)

STRUCTURAL DESIGN

III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Steel Members A. BEAMS Types of Beams According to its Function  Purlin - carries the roof load between trusses or rafters  Rafter - usually a sloping beam carrying the reaction of purlins  Lintel - carries the masonry across the opening made by a door or window  Joist - a closely spaced beams supporting the floor of a building  Stringer - similar to a joist, it carries the flooring of a bridge Girder - large-sized beams usually carrying the floor beams  Spandrel - spans between columns and support the floors and curtain walls  Grade beam - lowermost spandrel of a building that has no basement.  Shaft - circular beam that transmits power to the machinery. Also carries torsion in addition to shear and flexure

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Steel Members A. BEAMS Steel Sections are classified as compact, non-compact, and slender element. Sections

Allowable flexural stress Compact sections Non-Compact sections Slender sections

Fb = 0.66Fy Fb = 0.60Fy Fb  0.60Fy

Allowable shear stress

Fv = 0.40Fy

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6

Design of Steel Members EXAMPLE 1 A continuos beam is loaded as shown below. Assuming that the section is compact, investigate the adequacy of the beam if Fy = 248MPa. Figure

10 w = 8 KN/m A

III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Section

P = 45KN

C

B 3m

6 280

300

2m RC

+38 +14

150

Solution Solve the reactions For RA, MC = 0 +

0 = RA (5) - 8(5)(2.5) - 45(2) RA = 38KN For RC, FV = 0 +

0 = RA + RC - 8 (5) - 45 RC = 47KN

Plot the shear diagram

VA = RA VBL = VA - 8(3) VBR = VBL - 45 VC = VBR - 8(2)

VA = +38KN VBL = +14KN VBR = -31KN VC = -47KN

Plot the moment diagram

-31 -47 +78

Pinned support MA = 0 MB = MA+ ½ (VA + VBL) (3) MB = 78 MC = MB + ½(VBR + VC) (2) MC = 0

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Steel Members EXAMPLE 1 (cont’d) Maximum values Vmax = VC = 47KN Mmax = MB = 78KNm

Solving I and c 10 6

300

Calculate section capacity From flexure formula, f = M/S M = fbS For compact sections fb = 0.66Fy = 0.66(248) = 163.68MPa

280

150

I = INA + Ad2 =

1 12

(150)(10)3 (2) +

1 12

(6)(280)3

+ (150)(10)(145)2(2) I = 74.076X106mm4

c = 300/2 = 150mm S = section modulus 6 S = 74.076X10 = 493840mm3 = I/c 150 c = distance from NA to extreme fiber in tension/compression Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Steel Members EXAMPLE 1 (cont’d) Maximum values Vmax = VC = 47KN Mmax = MB = 78KNm

Solving the moment capacity M = (163.68MPa) (493840mm3) M = 80.83x106Nmm M = 80.83KNm > 78KNm Therefore, OK!

Check shear capacity fv = 0.40Fy = 0.40(248) = 99.20MPa Vcap = fvAw = (99.20MPa) (300x6) Vcap = 178560N Vcap = 178.56KN > 47KN Therefore, OK!

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Steel Members B. COLUMNS Prevailing design load is axial and failure may be initiated by overstressing of the material buckling about the weak axis For this reason, the equation that determine the allowable stress of the columns is expressed in terms of the length and radius of gyration. For Intermediate Column KL  Cc = r

Fa =

KL/r 2 Cc 3 KL/r - 1 KL/r 3 8 Cc 8 Cc

1 - 0.50 5 3

+

Where

22E Fy

For Long Column KL > C = c r 2 Fa = 12KLE 23 r

22E Fy

Fy

Fa = allowable axial stress L = height of column K = effective length factor r = radius of gyration = AI I = moment of inertia A = cross sectional area

2

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Steel Members B. COLUMNS Prevailing design load is axial and failure may be initiated by overstressing of the material buckling about the weak axis For this reason, the equation that determine the allowable stress of the columns is express in terms of the length and radius of gyration. Values of K

L K = 2.0

One end fixed, other end free

L K = 1.0

Both ends hinged

L K = 0.7

One end fixed, other end pinned

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

L K = 0.5

Both ends fixed

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Steel Members EXAMPLE 2 Calculate the axial capacity of the column shown if a) L = 3m b) L = 6m Use Fy = 248MPa, moment if inertia I = 1.20x106mm4, and cross-sectional area A = 1550mm2. Illustration

Solution Solve the radius of gyration, r r= I A 6 1.20x10 r= 1550 r = 27.82mm Solve Cc

L

2 Cc = 2 E Fy 22(200000) Cc = 248

Cc = 126.17

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Steel Members EXAMPLE 2 (cont’d) Calculate the axial capacity of the column shown if a) L = 3m b) L = 6m Use Fy = 248MPa, moment if inertia I = 1.20x106mm4, and area A = 1550mm2. Illustration

Solution a) If L = 3.0 m, solve KL/r KL 0.70(3000) = r 27.82 = 75.47 < Cc = 126.17  Int. Column Solve the allowable axial stress, Fa 2 1 - 0.50 KL/r Cc Fa = 5 3 KL/r 1 KL/r 3 Fy - 8 Cc 3 + 8 Cc 75.47 2 1 - 0.50 126.17 Fa = 5 3 75.47 1 75.47 3 248 3 + 8 126.17 - 8 126.17

Fa = 109.23 MPa L

Solve the axial capacity, P

P = Fa A = 109.23MPa (1550 mm2) P = 169310N Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Steel Members EXAMPLE 2 (cont’d) Calculate the axial capacity of the column shown if a) L = 3m b) L = 6m Use Fy = 248MPa, moment if inertia I = 1.20x106mm4, and area A = 1550mm2. Illustration

Solution b) If L = 6.0 m, solve KL/r KL 0.70(6000) = r 27.82 = 150.95  Cc = 126.17  Long Column Solve the allowable axial stress, Fa 2 Fa = 12KLE 2 23 r 12(2) (200000) = 23 150.95 2 Fa = 45.20MPa

Solve the axial capacity, P L

P = Fa A = 45.20MPa (1550mm2) P = 70056N

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6

Design of Steel Members C. CONNECTIONS 1. Riveted and Bolted Connections

Lap Splice

Butt Splice

Triple-Plate Shingle Splice

Triple-Plate Shingle Splice

III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Steel Members C. CONNECTIONS 2. Welded Connections  Classification of weld Vertical, horizontal, flat, and overhead  Types of weld Bead, groove, fillet, plug and slot Illustration Vertical Fillet Flat Edge Bead

Horizontal Butt Flat Butt Slot Weld Plug Weld

Flat Fillet Horizontal Fillet Overhead Fillet Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

Overhead Butt

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Steel Members C. CONNECTIONS Types of groove weld (used for tee and butt joints) Square Butt Joint

Square Tee Joint

Single-Vee Butt Joint

Single-Bevel Tee Joint

Double-Vee Butt Joint

Double-Bevel Tee Joint

Single-U Butt Joint

Single-J Tee Joint

Double-U Butt Joint

Double-J Tee Joint

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Steel Members C. CONNECTIONS Types of fillet (used for lap joint splices) Convex Fillet Weld

Fillet weld

Size of weld

Concave Fillet Weld

Fillet weld

Size of weld

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Steel Members C. CONNECTIONS Standard Symbol of Weld TYPE OF WELD Bead

Fillet

Groove Weld square

V

Bevel

U

J

Weld Field all Flush Plug/ Weld around Slot

Standard Location of Weld Information Contour symbol Groove angle

Root opening

Length of weld

A

Size of weld

Arrow connecting reference line with arrow side of joint.

Reference line for showing weld location Specification reference

T

S

R

L-P

Field weld Weld all around

Weld symbol

Pitch of intermitted weld

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Steel Members C. CONNECTIONS Standard Symbol of Weld

Arrow-Side weld

Other-Side weld

Both-Sides weld

Compound welds

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Steel Members C. CONNECTIONS Example of Symbol Application

Other side

Arrow side

Arrow side

Arrow side

Other side Joint Other side

Joint

Joint

Tee Joint

Joint

Arrow side

Other side

Lap Joint

Corner Joint

Edge Joint Other side Joint “A” Joint A

Arrow side Joint “A” Joint Joint B

Arrow side Joint “B”

Arrow side

Other side

Other side Joint “B”

Double Tee Joint

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

Butt Joint

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Steel Members C. CONNECTIONS Method of showing groove location when welds are not shown Improper

Arrow does not show which member is to grooved

Proper Significance

Proper Significance

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete A. DEFINITION OF TERMS

Concrete is a mixture of sand and gravel held together in a rock like mass by a binding material which is a reaction of cement and water. Reinforced Concrete is a combination of concrete and steel wherein the steel serves as tensile reinforcement (provides the tensile strength lacking in the concrete). Working Stress Design Applied Load   x Section Capacity  is less than 1 Ultimate Strength Design  x Applied Load  Section Capacity  is greater than 1

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete B. WORKING STRESS DESIGN Working Stress Design Applied Load   x Section Capacity Allowable stresses Flexural Members for concrete for steel

  is less than 1

fc = 0.45f’c fs = 138 MPa for Grades 276 & 345 fs = 165 MPa for Grades 414 & Higher

Compression/Compression with bending for concrete fc = 0.34f’c for steel fs = 0.40fy NOTE: This values were taken based on 40% of strength using ultimate strength design

Where f’c is the compressive strength of concrete fy is the yield strength of steel Es = 200,000 MPa is the modulus of elasticity of steel Ec = 4700f’c is the modulus of elasticity of concrete Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections

Design of Reinforced Concrete BEAMS

II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6

A. Transformed Section Method/Flexure Formula Method

III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities

fc = Mc y I fs Ms (d - y) n = I

IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Where I is the moment of inertia n (modular ratio) = Es/Ec

fc y

½y

d

h

d-y

nAs

fs/n

b

fc  0.45f’c fs  allowable

fc is allowable stress of concrete fs is allowable stress of steel Mc is moment for concrete Ms is moment for steel y is the distance of extreme fiber in compression from NA (d - y) is the location steel from NA

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections

Design of Reinforced Concrete BEAMS

II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6

B. Derivation of Design Formula

III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities

Solve y using R & P y fc = d fc + fs/n y = fc d fc + fs/n

IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

fc

⅓y

y d

h

C = ½fcyb

d - ⅓y

d-y

T = Asfs b

M = C (d - ⅓y) M = T (d - ⅓y)

fs/n

Where fs is allowable stress of steel fc is allowable stress of concrete M is internal moment capacity n is the modular ratio = Es/Ec y is the distance of extreme fiber in compression from NA

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

23

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete COLUMNS Three categories of columns: 1. Pedestal or Short Compression Blocks - height is less than three times the least dimension 2. Long or Slender Column - strength of the column is significantly reduced due to slenderness 3. Short Column - failure is initiated by material failure Types of Columns 1. Tied 2. Spiral 3. Composite Illustration

Tied Column

Spiral Column

Composite Columns

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete COLUMNS Code Requirements

1. Steel ratio: 1% <  = As/Ag < 8% 2. Minimum number of bar is 4 for rectangular, 6 for circular, 3 for triangular. Clear spacing of longitudinal bar ≥ 1.5Øb or 40mm. 3. Minimum dimension may be at least 200 mm to provide enough concrete cover of bars 4. Tie shall be 10mmØ for longitudinal bar 32mmØ and smaller, and 12mmØ for longitudinal bar larger than 32mmØ. 5. Ties shall be spaced not more than 16Øb, 48Øt, or the least lateral dimension of the column. 6. Corner and alternate longitudinal bar must have lateral support provided by the corner of the tie and no bars shall be located more than 150mm on either side from such laterally supported bar. 6. 25mm < Clear spacing of spirals < 75mm

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections

NSCP Provisions for RC Members

II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

26

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete COLUMNS Formula for axially loaded column For tied column ( = 0.40) Pcap = 0.80[0.85f’c(Ag - As) + fyAs] For spiral column ( = 0.40) Pcap = 0.85[0.85f’c(Ag - As) + fyAs] Where Pcap is the axial capacity at service load f’c is the compressive strength of concrete fy is the yield strength of steel Ag is the gross area of column As is the total area of reinforcing bar  is the factor to get the equivalent service load

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 3 Calculate the safe live load and dead load of the beam shown. Use f’c = 25MPa and fs = 124MPa. Assume live load is 50% DL. Figure

Solution

WTOT = WDL + WLL A

6m

Allowable stress B RB

fc  0.45f’c fs  124 MPa Actual stress Mc  Allowable stress f= I M is the moment

Section 500mm

I is the crack moment of inertia 300mm

4 - 28 mm

c is the distance from NA to the point in question

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

28

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 3 (cont’d) fc

C y

½y

d

500mm

d-y

T 300mm

nAs

fs

At the level of steel, s = c f f s = s c = c Es Ec f fs = c Es Ec E fs = s fc Ec fs = n fc E n = s is the modular ratio Ec

n=

200000 = 8.50 470025

Since, C = ½(b)(y)fc) T = (As)(fs) T = (nAs)fc Therefore, the equivalent area of steel in concrete is nAs

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 3 (cont’d) fc

C y

½y

d

500mm

T 300mm

d-y

nAs

fs

Solve d d = 500 - 40 - 10 - ½(28) d = 436 mm Solve for y, (location of NA) 2 nAs = (8.50) (28) (4) 4 nAs = 20935.57 mm2

Take summation of moment of areas about the NA, M = 0 300(y)(½y) = nAs (d - y) 150(y2) = 20935.57 (436 - y) y2 = 139.57 (436 - y) y2 +139.57y - 9127908.52 = 0 y = 186.58 d - y = 249.42 mm

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

30

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 3 (cont’d) 300mm

C y

½y

d

500mm

T 300mm

4 - 28 mm

d-y

nAs



Solve the moment capacity Solve the moment of inertia, I I = INA + Ay2 For concrete 1 2 = 12 (300)(y)3 + (300)(y)(½y) fc = Mc c  0.45f’c = 11.25 I + nAs (d - y)2 c = y = 186.58 = 121 (300)(186.58)3 11.25  Mc (186.58)6 + (300)(186.58)[½(186.58)]2 1951.93x10 2 (249.42) (20935.57) + M  117.69x106 Nmm I=

1951.93x106

mm4

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

c

31

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 3 (cont’d) 300mm

C y

½y

d

500mm

T 300mm

4 - 28 mm

d-y

nAs



Solve the moment capacity For steel fs fs Ms c  = n n = 14.59 I c=d-y = 249.42 14.59  Ms (249.42)6 1951.93x10 Ms  114.17x106 Nmm < Mc  Mcap = 114.17x106 Nmm

From load diagram solve WTOT, 1 M = 8 (WTOT) (L)2  114.17 KNm 1 114.17  8 (WTOT) (6)2 WTOT = 25.37 KN/m But WTOT = WDL + WLL 25.37 = WDL + 0.5WDL WDL = 16.91 KN/m WLL = 8.46 KN/m

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

32

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 4 Design the section and number of 20mmØ bar of a beam carrying 80KNm moment. Use f’c = 25MPa, fs = 124MPa, and effective depth equal to twice of width. fc

Figure

1 3

y d

d

y

C = ½fcyb

d - 31y

d-y

T = Asfs b

Solution Allowable stress fc  0.45f’c  0.45(25)  11.25 MPa fs  124 MPa E 200000 n = Es = 470025 = 8.5 c

fs/n

Solve for y using R & P y fc = d fc + fs/n 11.25 (d) y = 11.25 + 124/8.5 y = 0.4354(d)

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

33

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 4 (cont’d) Design the section and number of 20mmØ bar of a beam carrying 80KNm moment. Use f’c = 25MPa, fs = 124MPa, and effective depth equal to twice of width. fc

Figure

1 3

y d

d

y

C = ½fcyb

d - 31y

d-y

T = Asfs fs/n

b

Solution Solve for d using moment equation M  C (d - 1 y) M  ½fcyb (d - 1 y) 3

3

80x106  ½(11.25)(0.4354d)(½d) [d - (0.4354d)] 1 80x106  ½(11.25)(0.4354) (½) [1 - 3 (0.4354)](d3)

d  424.36 mm

b  212.18 mm

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

34

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 4 (cont’d) Design the section and number of 20mmØ bar of a beam carrying 80KNm moment. Use f’c = 25MPa, fs = 124MPa, and effective depth equal to twice of width. fc

Figure

1 3

y d

d

y

C = ½fcyb

d - 31y

d-y

T = Asfs b

Solution Solve for area of steel As C=T ½fcyb = Asfs b = 212.18 mm y = 0.4354d = 184.77 mm

fs/n

Substitute ½(11.25)(184.77)(212.18) = As (124) As = 1778.43 mm2 Solve the number of bars using 20mm A 1778.43 = 5.7 # of bars = As = 1 (20)2 b 4 say 6 pcs

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

35

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 5 Design a square column using 20mmØ reinforcing bar if PDL = 240KN and PLL = 180KN. Use f’c = 25MPa, fy = 276MPa,  = 3%, and 10mmØ ties. Figure

Solution Solve the total load PTOT PTOT = PDL + PLL  = As/Ag = 240 + 180 As = 0.03Ag PTOT = 420 KN

2 h Ag = h

b=h

PDL = 240 KN PLL = 180 KN s

From axial load formula PTOT  PCAP PTOT  0.80[0.85f’c(Ag - As) + fyAs] 420x103  (0.8)(0.4)[(0.85)(25)(h2 - 0.03h2) + (276) (0.03h2)] 420x103  (0.32) [(21.25)(0.97) + 8.28] h2 h = 213.14 say 225 mm

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

36

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 5 (cont’d) Design a square column using 20mmØ reinforcing bar if PDL = 240KN and PLL = 180KN. Use f’c = 25MPa, fy = 276MPa, initial  = 3%, and 10mmØ ties. Figure

Solution

Solve number of bars, Ag = 225x225 PTOT  0.80[0.85f’c(Ag - As) + fyAs]  = As/Ag 2 3 As = 0.03Ag 420x10  (0.8)(0.4)[(0.85)(25)(225 - As) b=h + (276) As] 420x103  (0.32) [21.25 (2252 - As) + 276 As] PDL = 240 KN PLL = 180 KN 420x103  6.80 (2252 - As) + 88.32 As 2 h Ag = h

s

420x103  6.80 (2252) - 6.8As + 88.32 As As = 929.22 mm2 A 929.22 # of bars = 1 s 2 = 1 d (20)2 4 4 # of bars = 2.96 say 4 pcs

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

37

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 5 (cont’d) Design a square column using 20mmØ reinforcing bar if PDL = 240KN and PLL = 180KN. Use f’c = 25MPa, fy = 276MPa, initial  = 3%, and 10mmØ ties. Figure

Solution Ag = h2 h  = As/Ag As = 0.03Ag

b=h

PDL = 240 KN PLL = 180 KN s

Solve spacing of ties s = 16 Øb = 16(20) = 320 mm s = 48 Øt = 48(10) = 480 mm s = least dimension = 225 mm governs Therefore s = 225 mm on center

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

38

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 5 (cont’d) Design a square column using 20mmØ reinforcing bar if PDL = 240KN and PLL = 180KN. Use f’c = 25MPa, fy = 276MPa, initial  = 3%, and 10mmØ ties. Figure

Solution 2 h Ag = h

b=h

Check clear spacing of longitudinal bar

 = As/Ag As = 0.03Ag

PDL = 240 KN PLL = 180 KN

Clear spacing = h - (2) clear cover - (2) Øt - (2) Øb Clear spacing = 225 - 40(2) - 10(2) - 20(2) Clear spacing = 85 mm > 1.5Øb = 30 > 40mm < 150mm

s Therefore OK!

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

39

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete C. ULTIMATE STRENGTH DESIGN Ultimate Strength Design  x Applied Load  Section Capacity  is greater than 1 Load Factors U = 1.4D + 1.7L U = 0.75[1.4D + 1.7L + 1.7W] U = 0.9D + 1.3W U = 1.1D + 1.3L + 1.1E U = 0.9D + 1.1E U = 1.4D + 1.7L + 1.7H U = 0.9D + 1.7H (if live/dead load reduces the effect of H) U = 0.75[ 1.4D + 1.4T + 1.7L ] (Deformation Load) U = 1.4[ D + T ] Material Strength f’c = strength of concrete at strain of 0.003 fy = is the yield strength of steel Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

40

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete BEAMS c

Flexure Formula

0.85f’c

0.85f’c C

c

C

a

d

h

d - ½a d-c

Solve the internal moment capacity, M M = T (d - ½a)

T

T

s

b

MC = 0 +

½a

or

FH = 0 +

C= T 0.85f’c a b = As fy As fy a= 0.85f’c b M = As fy (d - ½a)

MT = 0 +

M = C(d - ½a)

Af

s y M = As fy d -½ 0.85f’ cb

Af

s y Mu =  As fy d -½ 0.85f’ cb

Where Mu = is the ultimate moment capacity As = is the area of reinforcing bar fy = is the yield strength f’c = is the compressive strength of concrete d = is the effective depth b = is the width of the beam  = is the reduction factor equal to 0.90

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

41

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete BEAMS c

Flexure Formula

0.85f’c

0.85f’c C

c

C

a

d

h

d - ½a d-c

b

T

Where act = is the actual steel ratio

As  max bd  min

max = 0.75 0.851

T

s

To ensure yielding, act =

½a

f’c 600 fy fy + 600

1 = 0.85 - 0.05(f’c - 30)  0.85  0.65

 f’c is in MPa

min = 1.4 fy f’ min = c 4fy Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

42

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete COLUMNS Formula for axially loaded column For tied column ( = 0.70) Pult = 0.80[0.85f’c(Ag - As) + fyAs] For spiral column ( = 0.75) Pult = 0.85[0.85f’c(Ag - As) + fyAs] Where Pult is the ultimate axial capacity f’c is the compressive strength of concrete fy is the yield strength of steel Ag is the gross cross sectional area of column As is the total area of reinforcing bar

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

43

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 6 5 and 7 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 6 Calculate the number of 20mmØ Solution reinforcing bar needed for the Calculate the ultimate load beam loaded as shown below. Use Pu = 1.4PDL + 1.7PLL f’c = 25MPa, fy = 414MPa, and = 1.4(20) + 1.7(16) effective depth d = 350mm. Pu = 55.20 KN Figure PDL = 20 KN Wu = 26 KN/m PLL = 16 KN Calculate the maximum moment

WU = 26 KN/m

A

5m

B RB

250

Section 350

Due to uniform load 1

MUW = 8 Wu L2 1 = 8 (26)(5)2 = 81.25 KNm Due to concentrated load

MUP = ¼ Pu L = ¼ (55.2)(5) = 69.0 KNm Total ultimate load

Mu = 81.25 + 69.0 Mu = 150.25 KNm Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

44

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 6 5 and 7 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 6 (cont’d) Calculate the number of 20mmØ Solution reinforcing bar needed for the Solve As beam loaded as shown below. Use Asfy Mu =  As fy d - ½ 0.85f’c b f’c = 25MPa, fy = 414MPa, and fy Mu A (d) effective depth d = 350mm. 2 (A = s s)  fy 1.7f’c b Figure PDL = 20 KN PLL = 16 KN 414 (As)2 150.25x106 = A 350 s WU = 26 KN/m 1.7(25) 250 (0.90)(414) A B 403247 = (350) As - 0.0390(As)2 5m 0.039 (As)2 - (350) As + 403247 = 0 RB

250

Section 350

a

b

c

-b  b2 - 4ac 2a 350  3502 - 4(0.039)403247 = 2(0.039) As = + 7616.89 As = + 1357.44

As =

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

45

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 6 5 and 7 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 6 (cont’d) Calculate the number of 20mmØ Solution reinforcing bar needed for the Solving for the number of bars beam loaded as shown below. Use As 1357.44 = 1357.44 n =  2 f’c = 25MPa, fy = 414MPa, and Ab = 4 d2 4 (20) effective depth d = 350mm. n = 4.3 Say 5 - 20 mm Figure PDL = 20 KN Check ductility limit PLL = 16 KN A 5(314) WU = 26 KN/m act = bds = 250(350) A B act = 0.0179 5m RB max = 0.75 0.85 1f’c 600 fy fy+ 600 250 max = 0.75 0.85 (0.85) 25 (600) Section 414 414 + 600 max = 0.0194 > act ok! 350 min = 1.4 = 1.4 = 0.003 < act ok! fy 414 min =f’c = 25 = 0.003 < act ok! 4fy 4(414) Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

46

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column 5 and 7 6 Examples 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 7 Design a square column using 20mmØ reinforcing bar if PDL = 240KN and PLL = 180KN. Use f’c = 25MPa, fy = 276MPa,  = 3%, and 10mmØ ties. Figure

Solution Solve the ultimate load Pult Pult = 1.4PDL + 1.7PLL  = As/Ag = 1.4(240) + 1.7(180) As = 0.03Ag Pult = 642 KN

2 h Ag = h

b=h

PDL = 240 KN PLL = 180 KN s

From axial load formula Pult  0.80[0.85f’c(Ag - As) + fyAs] 642x103  (0.8)(0.7)[(0.85)(25)(h2 - 0.03h2) + (276) (0.03h2)] 642x103  (0.56) [(21.25)(0.97) + 8.28] h2 h = 199.20 say 200 mm

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

47

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column 5 and 7 6 Examples 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Design of Reinforced Concrete EXAMPLE 7 (cont’d) Design a square column using 20mmØ reinforcing bar if PDL = 240KN and PLL = 180KN. Use f’c = 25MPa, fy = 276MPa,  = 3%, and 10mmØ ties. Figure

Solution

Solve number of bars, Ag = 200x200 Pult  0.80[0.85f’c(Ag - As) + fyAs]  = As/Ag 2 3 As = 0.03Ag 642x10  (0.8)(0.7)[(0.85)(25)(200 - As) b=h + (276) As] 642x103  (0.56) [21.25 (2002 - As) + 276 As] PDL = 240 KN PLL = 180 KN 642x103  11.9 (2002 - As) + 154.56 As 2 h Ag = h

s

642x103  11.9 (2002) - 11.9As + 154.56As As = 1163.6 mm2 A 1163.6 # of bars = 1 s 2 = 1 d (20)2 4 4 # of bars = 3.7 say 4 pcs

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

48

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Building Frame Systems A. CODE DESIGN CRITERIA  Procedure and Limitations for the Design of Structures  Zoning - Indicate the effective peak ground acceleration 0.40g for Zone 4 0.20g for Zone 2  Site Characteristic A factor greater than or equal to 1.0 : introduce to the base shear formula to account for the variability of soil conditions.  Occupancy A factor greater than or equal to 1.0 : introduce to the base shear formula to account for the importance of the structure  Configuration Implies the type of plan and vertical irregularity  Structural System and Height Implies the response of the building under lateral load Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Building Frame Systems A. CODE DESIGN CRITERIA  Two Major Parameters in the Selection of Design Criteria  Occupancy  Structural Configuration  4 Categories of Occupancy  1st : Essential Facilities  Occupancies having surgery and emergency treatment areas  Fire and police stations  Garages and shelters for emergency vehicles and emergency aircraft  Structures and shelters in emergency preparedness centers  Aviation control towers  Structures and equipment in communication centers and other facilities required for emergency response  Standby power-generating equipment for Category 1 facilities  Tanks and other structures containing housing or supporting water or fire-suppression material or equipment required for the protection of category I, II or III structures.

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

50

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Building Frame Systems A. CODE DESIGN CRITERIA  4 Categories of Occupancy  2nd :Hazardous Facilities  Occupancies and structures therein housing or supporting toxic or explosive chemicals or substances  Non-building structures housing, supporting or containing quantities of toxic or explosive substances.

 3rd : Special Facilities  Buildings with an assembly room with an occupant capacity >1000  Educational buildings with a capacity of 300 or more students  Buildings used for college or adult education with a capacity > 500  Institutional buildings with 50 or more incapacitated patients, but not included in Category I  Mental hospitals, sanitariums, jails, prison and other buildings where personal liberties of inmates are similarly restrained  All structures with an occupancy 5,000 or more persons  Structures and equipment in power-generating stations and other public utility facilities not included in Category I or Category II above, and required for continued operation. Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6

Building Frame Systems A. CODE DESIGN CRITERIA  4 Categories of Occupancy  4th : Standard Facilities All structures housing occupancies or having functioned not listed in Category I, II or III above and Category V below.

 5th : Miscellaneous Facilities Private garages, carports, sheds, agricultural buildings, and fences over 1.8 meters high.

III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

52

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Building Frame Systems B. BASIC STRUCTURAL SYSTEM 1. Bearing Wall System -structural system without a complete vertical load-carrying space frame. -Bearing walls or bracing systems : supports all or most gravity loads. -Resistance to lateral load : provided by shear walls or brace frame. Illustration

Description of Lateral Force Resisting System

Height Limit (Z4)

1. Light-framed walls with shear panels Wood structural Panels -------------------------------- 20 All other light-framed walls ---------------------------- 20 2. Shear wall Concrete --------------------------------------------------- 50 Masonry ---------------------------------------------------- 50 3. Light steel-framed bearing walls tension bracing --- 20 4. Braced frames where bracing carries gravity load Steel -------------------------------------------------------- 50 Concrete --------------------------------------------------- *** Heavy Timber -------------------------------------------- 20

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Building Frame Systems B. BASIC STRUCTURAL SYSTEM 2. Building Frame System -structural system with an essentially complete space frame providing support for gravity loads. -Resistance to lateral load : provided by shear walls or brace frames. Illustration

Description of Lateral Force Resisting System

Height Limit (Z4)

1. Steel eccentrically braced frame ------------------------ 75 2. Light-framed walls with shear panels Wood structural Panels -------------------------------- 20 All other light-framed walls ---------------------------- 20 3. Shear wall Concrete --------------------------------------------------- 75 Masonry ---------------------------------------------------- 50 4. Ordinary braced frame Steel -------------------------------------------------------- 50 Concrete --------------------------------------------------- *** Heavy timber --------------------------------------------- 20 5. Special concentrically steel braced frame ------------ 75 Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Building Frame Systems B. BASIC STRUCTURAL SYSTEM 3. Moment-Resisting Frame System -structural system with essentially complete space frame providing support for gravity loads. -Lateral load resistance: provided primarily by flexure action of members. Illustration

Description of Lateral Force Resisting System

Height Limit (Z4)

1. Special moment-resisting frame Steel -------------------------------------------------------- NL Concrete --------------------------------------------------- NL 2. Masonry moment-resisting walls frame --------------- 50 3. Concrete intermediate moment-resisting frame ----- *** 4. Ordinary moment-resisting frame Steel -------------------------------------------------------- 50 Concrete --------------------------------------------------- *** 5. Special truss moment frames of steel ----------------- 75

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Building Frame Systems B. BASIC STRUCTURAL SYSTEM 4. Dual System -combination of moment-resisting frames & shear walls or braced frames. -Moment-resisting frame shall resist 25% of the base shear & 75% for the Height shear walls/braced frame. Description of Lateral Force Illustration

Resisting System Limit (Z4) 1. Shear wall Concrete with SMRF ------------------------------------ NL Concrete with steel OMRF or concrete IMRF ---- 50 Masonry with SMRF or steel OMRF ---------------- 50 Masonry with concrete IMRF ------------------------- *** Masonry with masonry MMRWF --------------------- 50 2. Steel eccentrically braced frame With steel SMRF ----------------------------------------- NL With steel OMRF ---------------------------------------- 50 3. Ordinary braced frame Steel with steel SMRF ---------------------------------- NL Steel with steel OMRF ---------------------------------- 50 Concrete w/ concrete SMRF or concrete IMRF -- *** 4. Special concentrically braced frame Steel with steel SMRF ---------------------------------- NL Steel with steel OMRF ---------------------------------- 50 Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6

Building Frame Systems B. BASIC STRUCTURAL SYSTEM 5. Cantilevered Column Building System -structural system relying on cantilevered column elements for lateral resistance. Illustration

Description of Lateral Force Resisting System

Height Limit (Z4)

Cantilevered column elements -------------------------- 10

III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

57

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6

Building Frame Systems B. BASIC STRUCTURAL SYSTEM 6. Shear Wall-Frame Interactive System -combination of shear walls and frames → resist lateral forces in proportion to their relative rigidities; -considers interaction between shear walls and frames on all levels. Illustration Description of Lateral Force Resisting System

Height Limit (Z4)

Concrete ------------------------------------- 50

III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Building Frame Systems C. VERTICAL STRUCTURAL IRREGULATITIES 1. Stiffness Irregularity / Soft Story -lateral stiffness < 70% of the story above ; or -lateral stiffness < 80% of the average stiffness of the 3 stories above. Illustration

Braced frame

Soft story

Shear wall

Soft story

Stiff column

Soft story

“Soft Story” stiffness < 70% of story stiffness above “Soft Story” stiffness < 80% of average stiffness 3 stories above Note: Need not be considered if the story drift under the lateral force is less than 1.3 times the story drift above Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Building Frame Systems C. VERTICAL STRUCTURAL IRREGULATITIES 2. Weight (mass) Irregularity Mass irregularity considered to exist when: -effective mass of any story is > 150% of the effective mass of an adjacent story. -Roof lighter than the floor below need not be considered. Illustration HEAVY MASS HEAVY MASS

HEAVY MASS

HEAVY MASS

Story mass > 150% of the mass of adjacent story Note: Need not be considered if the story drift under the lateral force is less than 1.3 times the story drift above Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6

Building Frame Systems C. VERTICAL STRUCTURAL IRREGULATITIES 3. Vertical Geometric Irregularity Vertical geometric irregularity considered to exist when: -the horizontal dimension of the lateral-force-resisting system in any story is greater than 130% of that in an adjacent story. -One-story penthouses need not be considered. Illustration

III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Story dimension > 130% of the dimension of adjacent story Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6

Building Frame Systems C. VERTICAL STRUCTURAL IRREGULATITIES 4. In-Plane Discontinuity in Vertical Lateral-Force-Resisting Element an in-plane offset of the lateral-load-resisting elements greater than the length of those elements. Illustration Shear wall

Braced frame

Shear wall

III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6

Building Frame Systems C. VERTICAL STRUCTURAL IRREGULATITIES 5. Discontinuity in Capacity / Weak Story -weak story : the story strength < 80% of that in the story above. -The story strength is the total strength of all seismic-resisting elements sharing the story for the direction under consideration. Illustration

Shear wall

Braced frame

III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Shear wall

weak story weak story

weak story

Story strength < 80% of the story strength above Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Building Frame Systems D. PLAN STRUCTURAL IRREGULARITIES 1. Torsional Irregularity (to be considered if diaphragm is not flexible) Torsional irregularly shall be considered to exist when the maximum story drift, computed including accidental torsion, at one end of the structure transverse to an axis is more than 1.2 times the average of the story drifts of the two ends of the structure. Illustration 1

P

2

M 1

2

2 > 1.20(1 + 2)/2 Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE

II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Building Frame Systems D. PLAN STRUCTURAL IRREGULARITIES 2. Re-Entrant Corners plan configurations of a structure and its lateral-force-resisting system contain re-entrant corners, where both projections of the structure beyond a re-entrant corner are greater than 15% of the plan dimension of the structure in the given direction. Illustration

> 0.15L

> 0.15B

I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections

B Re-entrant corner

L

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Building Frame Systems D. PLAN STRUCTURAL IRREGULARITIES 3. Diaphragm Discontinuity Diaphragm with abrupt discontinuities or variations in stiffness: -cutout/open areas > 50% of the gross enclosed area of the diaphragm, -changes in effective diaphragm stiffness : > 50% from one story to the next. Diaphragm discontinuity

Illustration

B

L

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6

Building Frame Systems D. PLAN STRUCTURAL IRREGULARITIES 4. Out-of-Plane Offsets discontinuities in a lateral force path, such as out-of-plane offsets of the vertical elements. Illustration

Lateral-load-resisting element

III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Lateral-load-resisting element Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6

Building Frame Systems D. PLAN STRUCTURAL IRREGULARITIES 5. Nonparallel System the vertical lateral-load-resisting elements are not parallel to or symmetric about the major orthogonal axes of the lateral-force systems. Illustration Lateral-load-resisting element

III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Lateral-load-resisting element

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members A. DESIGN PHILOSOPHY  The NSCP C101-01 Section 421 : Special Provisions for Seismic Design – RC Members.  These requirements were established based on the profound engineering experiences and experiments to ensure good performance of the structure during earthquakes.  It provides requirements to mitigate earthquake stresses by increasing the ductility of the structure through the confinement of concrete with reinforcing steel where plastic hinging may occur.

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members A. DESIGN PHILOSOPHY  Reinforced concrete structures in high seismic risk must have:  Strength, Ductility, Toughness  The performance criteria of RC members resisting earthquake:  Serviceability Limit State - material remains in the elastic range and no damage is expected. Minor - Magnitude 1 - 4 < 10 yrs  Control Limit - some yielding may occur and may have minor structural damage. Moderate - Mag. 4 - 6 -10-20 years  Survival Limit State - inelastic behavior and may have major structural damage. Major - Magnitude 7 and up - 100-500 years Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE

II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members A. DESIGN PHILOSOPHY  SCOPE Section 421 contains special requirements for design and construction of RC members of a structure for which the design forces, related to earthquake motions, have been determined based on energy dissipation in the nonlinear range of response. Force-Displacement Relationship Elastic vs Inelastic Response Elastic P



Load, P

I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections

Actual Code Failure

Sway Deformation

Deformation, 

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members B. MATERIAL SPECIFICATION

 LIMITATIONS ON MATERIAL STRENGTH  Concrete compressive strength (Section 421.3.4) f'c  21 MPa f'c 17 MPa may be use for footings: 3-Storeys or Less  Steel reinforcement (Section 421.3.5)  ASTM A706M – Low-alloy steel deformed bars (Grade 60) – Reinforcement resisting earthquake-induced flexural and axial forces

 ASTM A615M Grade 275 and Grade 420 are allowed if – fu/fy  1.25: actual ultimate vs actual yield tensile strength – fy(actual)  (fy(mill specified) + 120MPa) - retests shall not exceed 20MPa Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members C. FLEXURAL MEMBERS: Section 421.4  SCOPE The following requirements shall apply to members that:  Frame members resisting earthquake induced forces  Factored axial load proportioned to resist flexure, Pu  0.1f'cAg

Side Elevation

d H L

Cross-Section

 LIMITS ON SECTION AND OR DIMENSION  Clear span, L  4d  (bw / H)  0.3  bw  250 mm  bw  B + 0.75H Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

H B bw

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members C. FLEXURAL MEMBERS  LONGITUDINAL REINFORCEMENT (Section 421.4.2)  As  required in the analysis  As  As,min = (f'c/4fy)bwd or  As  As,min = (1.4/fy)bwd  At least 2-bars shall be provided continuously on top and bottom  As  0.025bwd Note: As,min need not be satisfied if As supplied is 1/3 greater than As required.

 (+)M strength at joint face ≥ ½(-)M strength provided at that face of the joint.  Neither (-)M nor (+)M strength at any section along member length shall be less than ¼Mmax strength provided at face of either joint.

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members C. FLEXURAL MEMBERS Ld

Longitudinal Reinforcement: Section 421.4.2 Ast  required in the analysis  equivalent of 2 bars Ld  d  (1.4/fy)bwd  12Øb  (f’c/4fy)bwd  L/16  0.025bwd At least Ast/3 Point of inflection

COURSE OUTLINE

Asb  required in the analysis  equivalent of 2 bars  (1.4/fy)bwd  (f’c/4fy)bwd  Ast/2 L (To beam centerline) Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members C. FLEXURAL MEMBERS  LAP SPLICES REQUIREMENT  No splices are allowed within joints.  No splices are allowed within 2h from face of joint.  No splices are allowed within 2h from points of flexural yielding  Lap length must be provided with a hoops/spiral with Smin= d/4 or 100mm.  TRANSVERSE REINFORCEMENT  Hoops shall be provided within: 2h from face of the support 2h from both sides of sections where flexure yielding are likely to occur. First hoop shall be located not more than 50mm from the face of the supporting element.

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members C. FLEXURAL MEMBERS

TRANSVERSE REINFORCEMENT Maximum ties spacing should be the lesser of;  d/4  8Øb (longitudinal bars)  24Øt (ties)  300 mm Notes:  Corner and alternate longitudinal bars shall be provided with lateral support by a tie with included angle not more than 135˚. Longitudinal bars shall be no farther than 150mm from such laterally supported bars.  Where hoops are not required, stirrups with seismic hook at both ends shall be spaced at a distance not more than d/2 throughout the length of the member. Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections

NSCP Provisions for RC Members C. FLEXURAL MEMBERS

II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

50 mm

 d/4  8Øb (longitudinal bars)  24Øb (ties)  300 mm

H

2H

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

s  d/2

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members C. FLEXURAL MEMBERS  SHEAR STRENGTH REINFORCEMENT  The design shear forces Ve shall be determined from consideration of the static forces on the portion of the member between faces of the joint. It shall be assumed that moments of opposite sign corresponding to probable flexural strength Mpr act at the joint faces and that the member is loaded with the tributary gravity load along its span.  Transverse reinforcement over the confined region shall be proportioned to resist shear assuming Vc = 0 when both of the following conditions occur: (MprA + MprB)/L  ½Ve and Pu  0.05f'cAg

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members C. FLEXURAL MEMBERS

VL MPRR

MPRL

L

VR

VL = (MprA + MprB)/L - 0.75(1.4DL + 1.7LL)L/2 VR = (MprA + MprB)/L + 0.75(1.4DL + 1.7LL)L/2

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members D. BEAM-COLUMN  SCOPE The following requirements shall apply to members that:  resist earthquake induced forces, and  have a factored axial forces exceeding 0.1Agf'c  LIMITATION ON SECTION DIMENSIONS  Least cross-sectional dimension  300mm  Least dimension /  dimension  0.4  Limitation on longitudinal reinforcement 0.01  g  0.06

H B

B  H  300mm B  0.40 H

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members D. BEAM-COLUMN  MINIMUM FLEXURAL STRENGTH  The flexural strength of the columns shall satisfy: Mc  1.2Mg Where: Mc = sum of column moments at the center of the joint. Mg = sum of girder moments at the center of the joint.

MNGL

MNCT

MNGR MNCB Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members D. BEAM-COLUMN  RESTRICTION ON LAP SPLICES  Splices are permitted only within the middle half of the column height,  Splice must be designed as tension lap splice, and  Hoop spacing must be the lesser of; • Hmin/4 • 6Øb • s = 100 + (350-H)/3 → 100 mm  s  150 mm  TRANSVERSE REINFORCEMENT  Closed hoops or continuous spirals must be provided to confine the concrete core, to act as lateral support of the longitudinal bars, and to resist shear. The amount of transverse reinforcement must be larger of that required for confinement or the design shear. Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

83

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections

NSCP Provisions for RC Members D. BEAM-COLUMN

II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6

 TRANSVERSE REINFORCEMENT (Section 421.5.4)  Confinement reinforcement must be provided within a length Lo from each joint face where flexure yielding may occur due to inelastic lateral displacements. Where: Lo  H  Clear height / 6  450 mm

III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities

 For spiral reinforcement (volumetric ratio) s  0.45 (Ag/Ac - 1)f'c/fy whichever is larger  0.12f'c/fy

IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Where: s = volume of spiral/volume of confined core Ac = area of the core out-to-out from transverse bars Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members D. BEAM-COLUMN  TRANSVERSE REINFORCEMENT (Section 421.5.4)  Rectangular hoop whichever is  Ash = 0.3(shcf'c/fy)(Ag/Ach - 1) greater A = 0.09sh f' /f sh

c c y

Note: For adequate core strength this equations need not be satisfied.

 Hoop spacing shall be the lesser of  H/4  6Øb (longitudinal bar)  s = 100 + (350-H)/3, 100 mm  s  150 mm  Crossties or legs of hoops shall not be spaced farther than 350 mm on center in the direction perpendicular to axis of longitudinal bar. Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members D. BEAM-COLUMN  SHEAR REQUIREMENTS  The design shear, Ve, shall be determined from the maximum probable moment strength, Mpr as for beams. The shear need not exceed the value determined from joints strengths based on the probable moment strength of the transverse members framing into the joint.  Vc shall be taken as the larger of the above analysis or as determined by analysis of the structure. For confined region, transverse reinforcement shall be proportioned assuming Vc = 0.0 if (MprA + MprB) / L  ½Ve Pu  0.05f'cAg

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

and

86

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6

NSCP Provisions for RC Members D. BEAM-COLUMN: Section 421.5.4

s  75 mm s  25 mm s  1.33 times max aggregate size

H/2 Splice allowed

III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Lo  h2 Ht./6  450

s  h1/4  100 mm s  6Øb  150 mm

Ash = 0.3(shcf’cfy)(Ag/Ach - 1) Ash = 0.09shcf’c/fy) h1 < h2

h1 s  0.45(f’c/fy)(Ag/Ach - 1) s  0.12(f’c/fy)

s/2

h2

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

87

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections

NSCP Provisions for RC Members D. BEAM-COLUMN

II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

88

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members E. BEAM-COLUMN JOINTS: Section 421.6  GENERAL  Forces in longitudinal beam reinforcement at the joint face shall be determined by assuming that the stress in the flexural tensile reinforcement is 1.25fy.  For longitudinal beam reinforcement extended to the beamcolumn joint, column dimension parallel to the reinforcement shall be 20Øb (for normal wt. concrete); be 26Øb (for light wt. concrete).  Longitudinal reinforcement of beam terminated in the column shall be extended to the far face of the confined core and anchored in tension according to Section 421.6.4; and in compression according to Section 412. (development length requirements)

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members E. BEAM-COLUMN JOINTS: Section 421.6  GENERAL  Section 421.6.4: Development length in tension  90˚hook: ldh ≥ fyØb/(5.4√f’c); ≥ 8Øb; ≥ 150mm

 Section 412: Development length in compression ld ≥ 200mm; ≥0.25fyØb/√f’c; ≥0.04Øbfy

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members E. BEAM-COLUMN JOINTS  TRANSVERSE REINFORCEMENT  Transverse hoop reinforcement shall be provided in a joint except those joints confined by structural members framing in to that joint on all four sides and where its members width is at least (3/4) of the column width.  For a joint confined by beams, provide confinement reinforcement of at least (1/2) that required by Sections 421.5.4.1. The allowed maximum spacing = 150 mm.  Transverse reinforcement as required by Section 421.5.4 shall be provided for through the joint to provide confinement for longitudinal beam reinforcement outside the column core.

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

91

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members E. BEAM-COLUMN JOINTS  SHEAR STRENGTH OF JOINT  Strength Requirement: Vn  Vuj  Strength reduction factor,  = 0.85  Nominal Shear Strength : Vnj Condition  4 faces confined by members  3 or 2 opposite faces confined by members  Other cases

Vnj 1.7f'cAj 1.2f'cAj 1.0f'cAj

Where: Aj=Effective cross-sectional area within a joint in the plane parallel to the plane of reinforcement generating shear. Hj=overall depth of column in the direction of shear Bj=effective joint width [bw + Hj or 2(smaller distance from beam centerline to column side] Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

92

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members E. BEAM-COLUMN JOINTS

Bj Asfy Hj

1.25Asf y 0.85f'cab

1.25A'sfy

0.85f'cab Asfy

Direction of forces Generating shear

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

93

COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

NSCP Provisions for RC Members F. DETAIL OF BARS Standard Hooks for Primary Reinforcement 90˚ bend + 12Øb extension at free end of the bar 180˚ bend + 4Øb extension, but not less than 60mm Minimum Finished Bend Diameter are as follows: -6Øb for bar 25mmØ and smaller -8Øb for bar 28mmØ through 36mmØ Standard Hooks for Stirrups and Ties 90˚ bend + 6Øb extension at free end of the bar for 16mmØ and smaller 90˚ bend + 12Øb extension at free end of the bar for 20 to 25mmØ 135˚ bend + 6Øb extension at free end of the bar for 25mmØ and smaller Minimum Finished Bend Diameter are as follows: -4Øb for bar 16mmØ and smaller -6Øb for bar 20mmØ and 25mmØ For seismic hook, 135˚ bend + 6Øb or 75mm extension at free end of the bar Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

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COURSE OUTLINE I. Design of Steel Members A. Beams Example 1 B. Columns Example 2 C. Connections

END!!!!!!!!!!!!!!!!!!!!!!!

II. Reinforced Concrete A. Definition of Terms B. WSD Beam Column Examples 3, 4, & 5 C. USD Beam Column Examples 5 and 6 III. Building Frame System A. Code Design Criteria B. Structural System C. Vertical Irregularities D. Plan Irregularities IV. NSCP Provisions A. Design Philosophy B. Material Specification C. Flexural Members D. Beam-Column E. Beam-Column Joints F. Rebar Details

Center for the Designed Environment Profession # 2 Matulungin Street, House of Architects Building Teachers Village, Quezon City

95