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DESIGN OF A REINFORCEDCONCRETE BUILDING

ACCORDING TO THE

NATIONAL STRUCTURAL CODE OFTHE PHILIPPINES 2010

RONALDO S. ISON, PP, F.ASEP, F.PICE

CIVIL/STRUCTURAL ENGINEER

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Outline of Presentation

RECLASSIFICATION OF STRUCTURES

REVIEW OF LOADING REQUIREMENTS AND CHANGES

DESIGN CRITERIA

SAMPLE PROBLEM STRUCTURAL SYSTEMS P-DELTA EFFECTS AND MAXIMUM INELASTIC DRIFT

LOADING COMBINATIONS

DESIGN OF BEAMS

DESIGN OF COLUMNS

DESIGN OF SHEARWALLS

SCALING OF STATIC AND DYNAMIC BASE SHEAR

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RECLASSIFICATION OF STRUCTURES

OCCUPANCY CATEGORY OCCUPANCY OR FUNCTION OF STRUCTURE

I 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,

Facilities for standby power-generating equipment for Category I

structures,

Tanks or other structures containing housing or supporting water or

other fire-suppression material or equipment required for the

protection of Category I, II or III structures,

School buildings of more than one story,

Hospitals and

Designated evacuation centers.

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GRAVITY LOADS

DEAD LOADS

- weight of materials incorporated

in construction, including walls,floors, roofs, ceiling, stairways,finishes etc.

- permanent/semi-permanentloads

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Minimum Design Dead Loads

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GRAVITY LOADS

LIVE LOADS

- maximum load expected by the

intended use or occupancy

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Minimum Design Live Loads

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LATERAL LOADS - WIND

SCOPE

- buildings, towers and other

vertical structures, including

components and claddings

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Wind Velocity Pressures

qz = 47.3x10-6 Kz Kzt KdV

2Iw

qz : velocity pressure at height, z

Kz: : velocity pressure exposure coefficient

Kzt

: topographic factor

Kd : wind directionality factor

V : basic wind speed, kph

Iw

: importance factor

LATERAL LOADS - WIND

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WIND

VelocityPressure

ExposureCoefficients,

Kz

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Structural TypeDirectionality Factor

Kd*

Buildings

Main Wind Force Resisting System

Components and Cladding

0.85

0.85

Arched Roofs 0.85

Chimneys, Tanks, and Similar Structures

Square

Hexagonal

Round

0.90

0.95

0.95

Solid Signs 0.85

Open Signs and Lattice Framework 0.85

Trussed Towers

Triangular, square, rectangularAll other cross sections

0.85

0.95

WIND Directionality Factor, Kd

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Zone 1(V= 250 kph)Albay, Aurora, Batanes, Cagayan, Camarines Norte, Camarines Sur, Catanduanes, EasternSamar, Isabela, Northern Samar, Quezon, Quirino, Samar, Sorsogon

Zone 2(V= 200 kph)Abra, Agusan del Norte, Agusan del Sur, Aklan, Antique, Apayao, Bataan, Batangas, Benguet,Biliran, Bohol, Bulacan, Camiguin, Capiz, Cavite , Cebu , Compostela Valley , Davao Oriental,Guimaras, Ifugao, Ilocos Norte, Ilocos Sur, Iloilo, Kalinga, La Union, Laguna, Leyte, Marinduque,Masbate , Misamis Oriental, Mountain Province, National Capital Region, Negros Occidental,Negros Oriental, Nueva Ecija, Nueva Vizcaya, Occidental Mindoro, Oriental Mindoro,Pampanga, Pangasinan, Rizal, Romblon, Siquijor, Southern Leyte, Surigao del Norte, Surigao

del Sur, Tarlac, Zambales

Zone 3(V= 150 kph)Basilan, Bukidnon, Davao del Norte, Davao del Sur, Lanao del Norte, Lanao del Sur,Maguindanao, Misamis Occidental, North Cotabato , Palawan , Sarangani, South Cotabato ,Sultan Kudarat, Sulu, Tawi-tawi, Zamboanga del Norte, Zamboanga del Sur, ZamboangaSibugay

WIND Basic Wind Speed, V

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WIND Importance Factor, Iw

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WIND Determination of qz

GIVEN: Hospital Building

h = 30m Exposure C Legaspi City Flat terrain

qz = 47.3x10-6 Kz Kzt KdV2Iwq30 = 47.3x10

-6 (1.26)(1.0)(0.85)(250)2 (1.15)

= 3.64 kPa

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LATERAL LOADS - SEISMIC

SCOPE

- Structures or portions thereof shall be, as aminimum, be designed and constructed to resist

the effects of seismic ground motion

SEISMIC AND WIND DESIGN

- When the code prescribed produces greatereffects, the wind design shall govern, butdetailing requirements and limitations of Section208 Earthquake Loads shall be followed.

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(208-4)

The total design base shear need not exceed the following:

(208-5)

The total design base shear shall not be less than the following:

(208-6)

In addition, for Seismic Zone 4, the total base shear shall also not be

less than the following:

(208-7)

WRT

ICV

v=

WR

IC

Va5.2

=

WICVa

11.0=

W

R

IZNV

v8.0

=

SEISMIC DESIGN BASE SHEAR

STATIC DESIGN PROCEDURE

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SEISMIC

Fault Map

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SEISMIC ZONE

Zone 2, Z= 0.2

Palawan, Tawi-

Tawi, Sulu

Zone 4, Z = 0.4

Rest of the

Philippines

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Occupancy

Category 1

SeismicIMPORTANCE

Factor, I

SeismicImportance 2

Factor, Ip

I. EssentialFacilities3

1.25 1.50

II. HazardousFacilities

1.25 1.50

III. SpecialOccupancyStructures4

1.00 1.00

IV. StandardOccupancyStructures4

1.00 1.00

V. Miscellaneousstructures

1.00 1.00

Occupancy

Category 1

SeismicImportance

Factor, I

SeismicImportance 2

Factor, Ip

I. Essential Facilities3 1.50 1.50

II. HazardousFacilities

1.25 1.50

III. Special OccupancyStructures 4

1.00 1.00

IV. StandardOccupancyStructures 4

1.00 1.00

V. Miscellaneousstructures

1.00 1.00

Seismic Importance Factor for Essential Structuresis increased.

NSCP 2001 NSCP 2010

SEISMIC Importance Factor, I

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SEISMIC Seismic Source Type

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SEISMIC Near Source Factor, Na , Nv

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SEISMIC Seismic Coefficients, Ca , Cv

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SEISMIC Structural Systems, R

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DESIGN CRITERIA

Material Properties

fc = 28 MPa

fy = 414 Mpa

Service Loads

Floor Live Load = 1.90 kPa (residential)

Floor Dead Load = 6.00 kPa

Roof Live Load = 4.80 kPa

Roof Dead Load = 3.00 kPa

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DESIGN CRITERIA

Seismic Design Data

Seismic Zone 4

Seismic Source Type B

Soil Profile Type SB

Seismic Importance Factor = 1.0

Response Modification Factor, R = 8.5

Ct = 0.030

Na =1.2, Nv = 1.6

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COMPARISON LEVEL EQ FORCES

MRF DUAL

Story Case FX FX

ROOF EQX 2,719.37 2,768.48

STORY14 EQX 1,912.73 1,955.25

STORY13 EQX 1,778.51 1,818.04

STORY12 EQX 1,644.28 1,680.83STORY11 EQX 1,510.05 1,543.62

STORY10 EQX 1,375.83 1,406.41

STORY9 EQX 1,241.60 1,269.20

STORY8 EQX 1,107.37 1,131.99

STORY7 EQX 973.15 994.78

STORY6 EQX 838.92 857.57

STORY5 EQX 704.69 720.36

STORY4 EQX 570.46 583.15

STORY3 EQX 436.24 445.94

STORY2 EQX 302.01 308.72

STORY1 EQX 168.98 173.16

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DRIFT RATIOS MRF SYSTEM

ACTUAL ALLOWABLE ACTUAL ALLOWABLEStory Load UX UY h SX SY SX SY MX MY MX MY

ROOF EQX 0.5108 0.0000 3.200 0.0075 0.0075 0.0446 0.0640

ROOF EQY 0.0000 0.5598 0.0089 0.0075 0.0530 0.0640

STORY14 EQX 0.5033 0.0000 3.200 0.0114 0.0075 0.0678 0.0640

STORY14 EQY 0.0000 0.5509 0.0131 0.0075 0.0779 0.0640

STORY13 EQX 0.4919 0.0000 3.200 0.0155 0.0075 0.0922 0.0640

STORY13 EQY 0.0000 0.5378 0.0173 0.0075 0.1029 0.0640

STORY12 EQX 0.4764 0.0000 3.200 0.0192 0.0075 0.1142 0.0640

STORY12 EQY 0.0000 0.5205 0.0214 0.0075 0.1273 0.0640

STORY11 EQX 0.4572 0.0000 3.200 0.0226 0.0075 0.1345 0.0640

STORY11 EQY 0.0000 0.4991 0.0253 0.0075 0.1505 0.0640

STORY10 EQX 0.4346 0.0000 3.200 0.0258 0.0075 0.1535 0.0640

STORY10 EQY 0.0000 0.4738 0.0286 0.0075 0.1702 0.0640

STORY9 EQX 0.4088 0.0000 3.200 0.0287 0.0075 0.1708 0.0640

STORY9 EQY 0.0000 0.4452 0.0317 0.0075 0.1886 0.0640

STORY8 EQX 0.3801 0.0000 3.200 0.0312 0.0075 0.1856 0.0640

STORY8 EQY 0.0000 0.4135 0.0344 0.0075 0.2047 0.0640

STORY7 EQX 0.3489 0.0000 3.200 0.0334 0.0075 0.1987 0.0640

STORY7 EQY 0.0000 0.3791 0.0369 0.0075 0.2196 0.0640

STORY6 EQX 0.3155 0.0000 3.200 0.0354 0.0075 0.2106 0.0640

STORY6 EQY 0.0000 0.3422 0.0389 0.0075 0.2315 0.0640

STORY5 EQX 0.2801 0.0000 3.200 0.0371 0.0075 0.2207 0.0640

STORY5 EQY 0.0000 0.3033 0.0408 0.0075 0.2428 0.0640

STORY4 EQX 0.2430 0.0000 3.200 0.0390 0.0075 0.2321 0.0640

STORY4 EQY 0.0000 0.2625 0.0428 0.0075 0.2547 0.0640

STORY3 EQX 0.2040 0.0000 3.200 0.0422 0.0075 0.2511 0.0640

STORY3 EQY 0.0000 0.2197 0.0464 0.0075 0.2761 0.0640

STORY2 EQX 0.1618 0.0000 3.200 0.0516 0.0075 0.3070 0.0640

STORY2 EQY 0.0000 0.1733 0.0565 0.0075 0.3362 0.0640

STORY1 EQX 0.1102 0.0000 4.000 0.1102 0.0094 0.6557 0.0800

STORY1 EQY 0.0000 0.1168 0.1168 0.0094 0.6950 0.0800

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P-DELTA AND STORY DRIFT LIMITS

P-DELTA EFFECTS may be neglected if

s 0.02h/R,

for the the MRF SYSTEM building, all s greater

than allowable, therefore, P-DELTA analysis isrequired.

MAXIMUM INELASTIC DRIFT,

M = .07*R* s < .02h for T > 0.7sfor the MRF Building, STORY 1 to 14 exceeded

maximum allowable drift.

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DRIFT RATIOS DUAL SYSTEMACTUAL ALLOWABLE ACTUAL ALLOWABLE

Story Load UX UY h SX SY SX SY MX MY MX MY

ROOF EQX 0.5049 0 3.200 0.0075 0.0075 0.0446 0.0640

ROOF EQY 0 0.1279 0.0095 0.0075 0.0565 0.0640

STORY14 EQX 0.4974 0 3.200 0.0113 0.0075 0.0672 0.0640

STORY14 EQY 0 0.1184 0.0099 0.0075 0.0589 0.0640

STORY13 EQX 0.4861 0 3.200 0.0153 0.0075 0.0910 0.0640

STORY13 EQY 0 0.1085 0.0100 0.0075 0.0595 0.0640

STORY12 EQX 0.4708 0 3.200 0.0190 0.0075 0.1131 0.0640

STORY12 EQY 0 0.0985 0.0102 0.0075 0.0607 0.0640

STORY11 EQX 0.4518 0 3.200 0.0224 0.0075 0.1333 0.0640

STORY11 EQY 0 0.0883 0.0103 0.0075 0.0613 0.0640

STORY10 EQX 0.4294 0 3.200 0.0256 0.0075 0.1523 0.0640

STORY10 EQY 0 0.078 0.0103 0.0075 0.0613 0.0640

STORY9 EQX 0.4038 0 3.200 0.0284 0.0075 0.1690 0.0640

STORY9 EQY 0 0.0677 0.0102 0.0075 0.0607 0.0640

STORY8 EQX 0.3754 0 3.200 0.0308 0.0075 0.1833 0.0640

STORY8 EQY 0 0.0575 0.0100 0.0075 0.0595 0.0640

STORY7 EQX 0.3446 0 3.200 0.0331 0.0075 0.1969 0.0640

STORY7 EQY 0 0.0475 0.0096 0.0075 0.0571 0.0640

STORY6 EQX 0.3115 0 3.200 0.0350 0.0075 0.2083 0.0640STORY6 EQY 0 0.0379 0.0090 0.0075 0.0536 0.0640

STORY5 EQX 0.2765 0 3.200 0.0368 0.0075 0.2190 0.0640

STORY5 EQY 0 0.0289 0.0082 0.0075 0.0488 0.0640

STORY4 EQX 0.2397 0 3.200 0.0385 0.0075 0.2291 0.0640

STORY4 EQY 0 0.0207 0.0072 0.0075 0.0428 0.0640

STORY3 EQX 0.2012 0 3.200 0.0419 0.0075 0.2493 0.0640

STORY3 EQY 0 0.0135 0.0059 0.0075 0.0351 0.0640

STORY2 EQX 0.1593 0 3.200 0.0510 0.0075 0.3035 0.0640

STORY2 EQY 0 0.0076 0.0045 0.0075 0.0268 0.0640

STORY1 EQX 0.1083 0 4.000 0.1083 0.0094 0.6444 0.0800STORY1 EQY 0 0.0031 0.0031 0.0094 0.0184 0.0800

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P-DELTA AND STORY DRIFT LIMITS

P-DELTA EFFECTS may be neglected if

s 0.02h/R,

for the DUAL SYSTEM building, all s greater than

allowable, therefore, P-DELTA analysis is required.

MAXIMUM INELASTIC DRIFT,

M = .07*R* s < .02h for T > 0.7s

for the DUAL SYSTEM Building, X-direction (no walls)exceeded maximum allowable drift.

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LOAD COMBINATIONS

Buildings, towers and other vertical structures andall portions thereof shall be designed to resistthe load combinations in NSCP Section 203.3

and 203.4.

The critical effect can occur when one or more ofthe contributing loads are not acting.

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LOAD DEFINITIONS

D = dead load

E = earthquake load set forth in Section 208.5.1.1

Em = estimated maximum earthquake force that can be

developed in the structure as set forth

in Section 208.5.1.1

F = load due to fluids with well-defined pressures and

maximum heights

H = load due to lateral pressure of soil and water in soil L = live load, except roof live load, including any permitted

live load reduction

Lr = roof live load, including any permitted live load reduction

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R = rain load on the undeflected roof

T = self-straining force and effects arising from contraction

or expansion resulting from temperature change,

shrinkage, moisture change, creep in component

materials, movement due to differentialsettlement, or combinations thereof

W = load due to wind pressure

LOAD COMBINATIONS - Definitions

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Load Combinations for RC Design

U = 1.4 (D + F)

U = 1.2 (D+ F+T) + 1.6 (L+H) + 0.5(Lr or R)

U = 1.2 D + 1.6 (Lr or R) + (f1L or 0.80 W)

U = 1.2 D + 1.6 W+ f1 L +0.5 (Lr or R)

U = 1.2 D + 1.0 E+ f1 L

U = 0.9 D + 1.6 W + 1.6 H

U = 0.9 D + 1.0 E + 1.6 H

f1 = 1.0 for floors in places of public assembly,

for live loads in excess of 4.8 kPa, and for garage live load

= 0.5 for other live loads

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EARTHQUAKE LOAD, E

Determination of earthquake load E:

The earthquake load E consists of two components as shown belowin equation (208-1). Eh is due to horizontal forces, and Ev is due

to vertical forces.E= Eh + Ev (Section 208-1)

The moment due to vertical earthquake forces is calculated

Ev

= 0.5 Ca

ID

at Ca = 0.4 Na = 0.4(1.2) = 0.48 and= 1.0

E= Eh + Ev = Eh + 0.24D

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DESIGN OF BEAM B2

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DESIGN OF BEAM B2 - SHEAR

Mpr = As(1.25fy)*(d-a/2)

where a = As(1.25fy)/0.85f cb

for fc = 28MPa, fy = 414 MPa, d = 734mm

Mpr for 6-top bars = 233 kNm

Mpr for 3 bottom bars = 116 kNm

Mpr for 5 top bars = 194 kNm

Clear span

= 9-.7 = 8.3m

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DESIGN OF COLUMN C1 (700x700)

Story Column Load Loc P V2 V3 T M2 M3

STORY9 C1 SW T -1370.42 -51.24 51.07 0 81.54 -81.809

STORY9 C1 SW B -1342.71 -51.24 51.07 0 -41.029 41.173

STORY9 C1 LIVE T -335.99 -15.41 15.34 0 24.466 -24.576

STORY9 C1 LIVE B -335.99 -15.41 15.34 0 -12.346 12.405

STORY9 C1 DEAD T -819.85 -46.97 46.8 0 74.716 -74.977

STORY9 C1 DEAD B -819.85 -46.97 46.8 0 -37.611 37.752

STORY9 C1 EQX T 753.65 292.08 5.88 -6.281 9.397 384.637

STORY9 C1 EQX B 753.65 292.08 5.88 -6.281 -4.724 -316.347

STORY9 C1 EQY T -474.83 -22.32 84.76 10.469 140.692 -35.705

STORY9 C1 EQY B -474.83 -22.32 84.76 10.469 -62.735 17.862

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DESIGN OF COLUMN C1

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DESIGN OF SHEARWALL SW1

Story Pier Load Loc P V2 V3 T M2 M3

STORY12 P1 SW Top

-

3624.44 0 9.82 0 -15.848 0

STORY12 P1 SW Bottom

-

3794.08 0 9.82 0 15.587 0

STORY12 P1 LIVE Top

-

1384.52 0 4.78 0 -7.76 0

STORY12 P1 LIVE Bottom

-

1384.52 0 4.78 0 7.53 0

STORY12 P1 DEAD Top

-

2809.99 0 11.44 0 -18.391 0

STORY12 P1 DEAD Bottom

-

2809.99 0 11.44 0 18.224 0

STORY12 P1 EQY Top 0 2201.69 0 15.871 0

-

4127.769

STORY12 P1 EQY Bottom 0 2201.69 0 15.871 0 2917.637

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Vu = 1.4 (0)

Vu = 1.2 (0) + 1.6 (0)

Vu = 1.44 (0) + 1.0 (2201) + 0.5 (0)

Vu= 1.14 (0) + 1.0 (2201)

Vu = 2201 kN

At least two curtains of reinforcements are neededif Vu > 0.167Acvfc

> 0.167 (.4)(6.3)28 = 2226.87 kN

therefore, one curtain is allowed

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Check if Vn exceeds max Vn = 0.667Acvfc ,max Vn = 13,361 kN, not exceeded

Since, ratio hw/lw = 48.8/9 = 5.42 > 2, c= 0.17

Vu = Acv(c(1/12)fc+nfy)

= 0.75(.4)(8.3)*(0.17*.083*1*5.29+

.0025*414)

= 2763 kN > 2201 kN

Ash = .0025*400*1000 = 1000 sq mm

use 16d @ 400mm oc each face horizontal bars

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Since hw/lw >2, v may be less thanvuse min v = .0025

Ash = .0025*400*1000 = 1000 sq mm

use 16d @ 400mm oc each face vertical bars

Check if boundary element is required,

P/A + Mc/I < 0.2f c, no boundary element

= (3794+1384+2810)/(9*.4) +

4127(4.5)/(.4*9 3/12)

= 2.992 MPa < 0.2(28), no BE required

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16D @ 400 MM OC

VERT. BARS & HOR. BARS

9.00 M

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BASE REACTIONS

Story Point Load FX FY FZ MX MY MZ

Summation 0, 0, Base SW 0 0 133062.1 1796338 -2993897 0

Summation 0, 0, Base LIVE 0 0 38151 515038.5 -858398 0

Summation 0, 0, Base DEAD 0 0 105705 1427018 -2378363 0

Summation 0, 0, Base EQX -17660.5 0 0 0 -573590 258059.5

Summation 0, 0, Base EQY 0 -14516.03 0 506717.4 0 -359348

Spec Mode Dir F1 F2 F3 M1 M2 M3

SPEC1 All All 3156.29 0 0 0.003 93118.06 42609.98

SPEC2 All All 0 3156.29 0 93118.06 0.003 42609.98

STATIC BASE SHEAR, 1st run

DYNAMIC BASE SHEAR, 1st run

FOR REGULAR STRUCTURES

Vdyn 0.9 VstatSFx = 17660 (0.9)/ 3156 = 5.036

SFy = 14516 (0.9)/ 3156 = 4.139

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Spec Mode Dir F1 F2 F3 M1 M2 M3

SPEC1 All All 15895.1 0.01 0 0.015 468942.5 214583.9

SPEC2 All All 0.01 13063.9 0 385415.6 0.012 176362.7

BASE REACTIONS

FOR REGULAR STRUCTURES

Vdyn 0.9 Vstat

15895 > 0.9(17660) = 15894 kN therefore, ok13063 > 0.9(14516) = 13063 kN therefore, ok

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SCALE FACTORS

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THANK YOU FOR LISTENING

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Lec01 Nscp2010 Ison