Design of Buildings 2008
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![Page 1: Design of Buildings 2008](https://reader035.fdocuments.net/reader035/viewer/2022062316/577cc74b1a28aba711a08f2d/html5/thumbnails/1.jpg)
Principles of Building Design
DPWH Field Engineers Course
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Contents of the Presentation:
2. Scope of Building Design
Building Design & Construction Process; FunctionalRequirements; Objectives of Design
Wind/EQ Load Provisions
1. Introduction: Overview
3. Structural Design Methods of Structural Design/Analysis; Loadings4. Structural Design Code Provisions
5. Examples of Building Failures & Their Causes
Required Design Data; Types of Construction;Design Revision
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Proposed BuildingBudget, Requirements
Building Plans
Design Professionals/Consultants Planning, Materials, Aesthetics, Cost (Value)
Structural/Civil/GeotechnicalConstruction
PermitsSupervision/InspectionMaintenance Building Design & Construction Process
Architectural
Electrical/MechanicalSanitary/Plumbing
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Functional Requirements:1. Friendly and inviting image that has positive values
to building owners, users, and observers2. Fit the site, providing proper approaches to layout
congenial for people to live, work and play3. Energy-efficient, providing space with controllable
climate for its users.4. For office buildings, allow flexibility in office layout
with easily divisible space.5. Offer space oriented to provide the best views.6. Economical
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AppropriatenessArrangement of spaces, spans, access, and
traffic flow must complement the intended use.
The structure should fit its environment and be aesthetically pleasing
Objectives of Design:
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Economy
Objectives of Design:
Overall cost should not exceed the budget
Teamwork/coordination during planning &design stages will lead to overall
economy
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Structural Adequacy
Objectives of Design:
Must be strong enough to safely support allanticipated loadings
Must not deflect, tilt, vibrate, or crack in a manner that impairs its usefulness
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Maintainability
Objectives of Design:
Should be designed to require a minimum ofmaintenance.
To be able to be maintained in a simplefashion.
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Scope of Building Design
Architectural Design – functional, aesthetics
- Land Use Plan/Zoning Regulations
- Fire Safety
- National/Local Regulations (building codes, ordinances, environmental issues)
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Scope of Building Design
Structural/Civil/Geotechnical – stability, serviceability
- Loadings : Gravity, Lateral
- National/Local Regulations (building/structural codes, ordinances, environmental issues)
- Structural Systems/Materials
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Scope of Building Design Electrical/Mechanical : functional,
serviceability
- Fire Suppression & Protection, Safety- Lighting Systems-Mechanical requirements: HVAC, Water
Supply
- National/Local Regulations (building codes, ordinances, environmental issues)
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Scope of Building DesignSanitary/Plumbing: functional,
serviceability
- Water supply systems
- Sewage/Drainage systems
- National/Local Regulations (building codes, ordinances, environmental issues – sanitation/health)
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Planning/Design Phase
1. Site Condition
Location/AccessibilityLot Area/Dimension (Title/Ownership)Available Parking Spaces Subsoil Condition, Terrain Existing Development/Existing
Structures/Utilities Drainage System, Water Supply Power Source
Required Design Data
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2. Preliminary Design/Plan & Site Development
Space Organization & Requirements
Occupancy/Usage/AccessParking SpacesSoil Tests ReportsWater Supply SystemsElectro-Mech. SystemsMaterials RequirementsAestheticsInitial Cost/Budget
Required Design Data
Planning/Design Phase
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Required Design Data
Planning/Design Phase
3. Final Design/PlanDevelopment
Project Cost (Value Engineering)Owner’s Specifications/
Additional Requirements Other Governmental Rules/
Regulations/ConstraintsChanges due to actual site
Condition
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Design Output Data
3. Final Design/PlanDevelopment
Final Working Drawings,Detailing &
SpecificationsProject Cost (optimum)
Planning/Design Phase
1. Site Condition
2. Preliminary Design/Plan & Site Development
Implementation Phase
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Types of Construction (Rule IV, IRR-NBC)Type I : WoodType II : Wood construction with protective
fire-resistant materials and one-hour fire resistance
Type III : Masonry and wood constructionType IV : Steel, Iron, Concrete or Masonry
with ceilings and permanent partitions made of incombustible materials
Type V : Four-hour fire resistance made of Steel, Iron, Concrete or Masonry
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Design Revisions:Change in Types
Change in Use/Occupancy
Change in Dimension
Change in Physical Appearance
Change in Foundation Type
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Methods of Structural Analysis
Factor Method
Stiffness Method : computer-aided Portal Method
ACI Moment Coefficient Moment Distribution Method
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Methods of Structural Design
Ultimate Strength Design (USD)Plastic Design
Load and Resistance Factor Design (LRFD)
Working (Allowable) Stress Design (WSD/ASD)
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LoadingsDead Loads – weight of the structure
and permanent attachments Live Loads – maximum loads expected
by the intended use or occupancy Other Loads – impact, fluid pressures, lateral pressure, ponding loads, crane
loads, equipment load, etc.Wind Load Seismic Load
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The National Structural Code of the Philippines (NSCP)
Approved as a referral code of the NBCPboth by the DPWH and PRC Board of Civil Engineering
Two (2) volumes are available:
Volume 1: Buildings, Towers and OtherVertical Structures: (5th Ed. 2001)
Volume 2: Bridges: (2nd Ed. 1997)
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Structural Design Codes National Structural Code of the Philippines
(NSCP) 2001 Volume 1: Buildings, Towersand Other Vertical Structures
ASEP Steel Handbook ASEP Earthquake Design Manual
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ASEP
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Wind Load: Every building and every portion thereof shall be designed and constructed to resist the effects of wind. ( NSCP Sec.207.1)
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WIND PRESSURE
Pw
Prw Prl
Pl
WIND DIR.
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Analysis due to Wind
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Analysis due to Wind:Allowed Procedures
Analytical Procedure Wind-tunnel Procedure
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ANALYSIS DUE TO WIND (ANALYTICAL PROCEDURE):
Location
Velocity Pressure, qz
Wind Speed, Exposure, Topography
Structure Type / Framing System
Enclosure Classification, Internal & External Pressure Coefficients, Importance Factor, Height
Topography, Exposure, Height, Importance Factor, Wind VelocityDesign Wind Force, p; F
Gust Effect Factor, G or Gf Stiffness, Exposure
Frame Analysis Lateral Force Distribution,Load Combinations
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Design Wind Pressure, p, on Main Wind-Force Resisting Systems:
Buildings of all heights :p = q GCp – qh(GCpi)
q: qz for windward wall at height z above ground qh for leeward wall, side walls and mean roof
heightG = gust effect factor, = 0.80 for exposures
A and B, and 0.85 for exposures C and DCp – external pressure coefficientGCpi – internal pressure coefficient
Analysis due to Wind (cont.)
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Low-rise Buildings > mean roof height, h lessthan or equal to 18 meters or does not exceed least horizontal dimension
p = qh [(GCpf) – (GCpi)]
qh = velocity wind pressure at height z = h, in Kpa taken at mean roof height using Exposure C for all terrain
Design Wind Pressure, p, on Main Wind-Force Resisting Systems :
GCpf, GCpi – internal pressure coefficients
Analysis due to Wind (cont.)
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Design Wind Pressure, p, for Open BuildingsAnd other Structures
F = qz GCf Af
Analysis due to Wind (cont.)
qz – at height z above ground G = 0.80 for exposures A and B, and 0.85 for exposures C and DCf – force coefficients given in Tables 207-6
to 207-10Af – projected area normal to wind
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Wind Zone Map
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Exposure Category: refers to the conditions of the terrain surrounding the building site – variations in ground surface roughness that arise from natural topography and vegetation, as well as from constructed features.
Four (4) categories are given: A, B, C, D
Analysis due to Wind (cont.)
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Exposure A – large city centers with at least 50% of the buildings having a height in excess of21 meters.
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Exposure B – urban and suburban areas, wooded areas, or other terrain with numerous closely spaced obstructions, having the size of single dwellings or larger
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Exposure C - open terrain with scattered obstructions having heights generally less
than9 meters. Includes flat open country andgrasslands.
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Exposure D – flat, unobstructed areas exposed to wind flowing over open water for a distanceof at least 2 km.
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Enclosure Classification:Partially Enclosed Building:
Total area of openings in a wall that receives positive external pressure exceeds 0.5 sq.m. or 1% of the area of the wall, whichever is smaller, and the percentage of openings in the balance of the building envelope does not exceed 20 %
Total area of openings in a wall that receive positive external pressure exceeds the sum of the areas of openings in the balance of the building envelope by more than 10 %
Analysis due to Wind (cont.)
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Open Buildings
Enclosed Building
All walls at least 80% open
Not complying with the requirements for open and partially enclosed building
Enclosure Classification (cont.)
Analysis due to Wind (cont.)
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Analysis due to Wind (cont.)
Essential Facilities- hospitals & other medical facilities, fire & police stations, Iw = 1.15Hazardous Facilities- structures housing
toxic or explosive substances , Iw = 1.15 Special Occupancy Structures – for public assembly, schools, Iw = 1.15Standard Occupancy Structures- structures not listed above , Iw = 1.00Miscellaneous Structures, Iw = 0.87
Importance Factor, I
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Analysis due to Wind (cont.)Gust Effect Factor, G or Gf
For Rigid Structures
For exposures A and B: G= 0.80For exposures C and D: G= 0.85
For Flexible Structures, Gust Effect Factors, Gf shall be computed by rational analysis
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Analysis due to Wind (cont.)Topographic Effects - Wind speed-up effects at isolated hills, ridges, and escarpment constituting abrupt changes in the general topography.
Topographic Factor, Kzt = (1 + K1K2K3)2
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WIND PRESSURE
Pw
Prw Prl
Pl
WIND DIR.
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Earthquake Load
Structures and portions thereof shall, as a minimum, be designed and constructed to resist the effects of seismic ground motions. The purpose of the earthquake provisions is primarily to safeguard against major structural failures and loss of life, not to limit damage or maintain function.
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NSCP Lateral (Seismic) Forces
The 2001 NSCP introduces the concept of near-source factors.
Proposed structures close to an active fault are to be designed for an increased base shear compared to similar structures located farther from an active fault.
Earthquake Load (cont.)
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• Static Lateral Force Procedure
•Dynamic Lateral Force Procedure
•Simplified Static Lateral Force Procedure
Lateral Force (Seismic) Procedure
Analysis due to Earthquake (cont.):
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ANALYSIS DUE TO EARTHQUAKE
Location
Frame Analysis
Zone Factor, Seismic Source Type,Distance from the Source, Soil Parameters
Structure Type & Framing System
Importance Factor, Height, Configuration, Period, Near- Source Factors, Lateral-Force Procedure Base Shear, Lateral Force
Distribution (Vertical & Horizontal), Stresses, Drift, P-Delta Effects
Combined Forces EQ (vertical, horizontal), DL, LL
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Seismic Zone Map
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Table 208-6: Seismic Source TypeType Description Maximum Moment
Magnitude
AFaults that are capable of producing large magnitudeevents and that have a highrate of seismic activity
M = > 7.0
Faults that are not capable of producing large mag. EQs and that have a relatively low rate of seismic activity
C
B All faults other than A&C 6.5<= M < 7.0
M < 6.5
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Seismic Source Types
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Seismic Source Types
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Distance from the Seismic Source
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Site Geology/Soil Characteristics
Soil Profile Type
Description
SA Hard RockSB RockSC Very Dense Soil &
Soft RockSD Stiff SoilSE Soft SoilSF Soil requiring site
specific evaluation
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I. Essential Facilities- hospitals & other medical facilities, fire & police stations, etc >> I =
1.25II. Hazardous Facilities- structures housing, supporting or containing quantities of toxic or explosive substances >> I = 1.25
III. Special Occupancy Structures – for public assembly, schools, day care centers >> I = 1.00
IV. Standard Occupancy Structures- structures having occupancy not listed above >> I = 1.00
V. Miscellaneous Structures >> I = 1.00
Seismic Importance Factors
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Regular Structures : No significant physical discontinuities in plan or vertical configuration or in their lateral force resisting systems
Configuration Requirements
• Low height-to-base ratio• Balanced resistance• Symmetrical plan• Uniform section and elevation• Maximum torsional resistance• Short spans• Direct load paths• Uniform floor heights
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Irregular Structures: Have significant physical discontinuities in configuration or in their lateral force resisting systems
Refer to Table 208-9 & 208-10, NSCP 2001 for Irregularity Types & Definitions
Configuration Requirements
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Irregular Structures: Vertical Irregularities
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Irregular Structures: Plan Irregularities
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REFERENCE TABLE 208-4 (Near-Source Factor Na)
0.0
1.0
2.0
0.0 5.0 10.0 15.0 20.0Distance to Source (km)
Na
Source Type ASource Type B
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Table 208-7: Seismic Coefficient, CaSoil Profile Seismic Zone Factor, Z
SA
Z= 0.20
0.16
Z= 0.40
SF
SE
SD
SC
SB 0.20
0.240.280.34
0.32Na 0.40Na
0.40Na 0.44Na
0.36NaTo be determined from geotechnical investigation& dynamic site response analysis
Type
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Table 208-8: Seismic Coefficient, CvSoil Profile Seismic Zone Factor, Z
SA
Z= 0.20
0.16
Z= 0.40
SF
SE
SD
SC
SB 0.20
0.320.400.64
0.32Nv 0.40Nv
0.56Nv 0.64Nv
0.96NvTo be determined from geotechnical investigation& dynamic site response analysis
Type
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Simplified Static Lateral Force Procedure
1. Buildings of any occupancy (including singlefamily dwellings) not more than threestories in height excluding basements, that use light-frame construction
2. Other buildings not more than two stories in height excluding basements.
Applies to following structures of OccupancyCategory IV or V:
Analysis due to Earthquake (cont.)
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Simplified Design Base Shear, V:
V = -----------3.0 Ca
RW
Fx1= -----------3.0 CaR
W1
Fx2
Fx1W1
W2
V
Fx2= -----------3.0 CaR
W2
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Static Lateral Force Procedure
2. Regular structures under 75 m in height3. Irregular structures not more than five stories nor 20 meters in height
1. All structures, regular or irregular, in Occupancy Category IV or V in Seismic
Zone 2.
Analysis due to Earthquake (cont.)
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Design Base Shear, V:
Cv I V = ----W
RT
Need not exceed:
2.5 Ca I V = ------- W
R
Shall not be less than:
Shall not be less than ( for Seismic Zone 4 only):
V = 0.11 Ca I W
0.8 ZNvI V = -------- W
R
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STRUCTURE PERIOD,T
Method A:T = Cthn
3/4
Ct = 0.0853 for steel moment-resisting frames
= 0.0731 RC moment frames and eccentric braced frames
= 0.0488 for all other buildings hn = height in meters above the base
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Approximate Building Periods in seconds (FEMA)
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Ft + Fx+3
hx+3
hx+2
hx+1
hx
Vertical Distribution of Force
V
(V-Ft) Wxhx Fx =-------------- Wihi
Wx
Wx+1
Wx+2
Wx+3
Fx
Fx+1
Fx+2
n
i=1
Ft=0.07TV <=0.25VFt=0 if T<=0.7 secFx – design seismic force at level xFt – portion of base shear concentrated at topVx= story shear
Vx
Vx
Vx
Vx
V = base shear
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HORIZONTAL TORSIONAL MOMENT
1C
2 3 4
B
A
Torsional Moments:
Mty = Vx N-S (ex+exa)Mtx = Vx E-W (ey+eya)
VxN-S
Vx E-W
ex
eyCM
CR
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VxN-S
VxE-WCM
CR
F = (R/∑R)V ± Mt Rd/∑Rd2 d-dist of each element from CR
d
F2
d
Direct Shear Torsional Shear
HORIZONTAL TORSIONAL MOMENT
F1
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Drift Limitations – 208.5.10 •T < 0.7s: M ≤ 0.025 h•T ≥ 0.7s: M ≤ 0.020 h
Drift Limitations
Expected Maximum Inelastic Drift – 208.5.9 M = 0.7 R S (208-17)
S - total story drift due to design seismic forces
Story Drift – displacement of one level relative to the level above or below it.
m - total story drift due to design basis ground motion
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M1 M2
MT
Building SeparationClear gap between adjacent
buildings MT = (M1
2 + M22 )
ΔM1 & ΔM2 are the displacements of adjacent buildings
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P-DELTA EFFECTS
The resulting member forces and moments and the story drifts induced by P-Δ effects shall be considered in the evaluation of the overall structural frame stability.
P-Δ effects need not be considered when the story drift does not exceed 0.02/R.
Secondary Moment /Primary M ≤ 0.10
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Δ1 Δ1 Δ2
a b c
Va = VMa = V*h
h
P
VP
V
P
V
Vb = VMb = (V*h)+(P*Δ1)
Vc=VMc = (V*h)+
P(Δ1+Δ2)Va Vb Vc
Ma Mb Mc
P-DELTA EFFECTS
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Dynamic Analysis • Structures 75 m. or more in height• Structures having stiffness, weight or geometric
irregularity • Structures over five stories or 20 meters in height
in Zone 4 not having the same structural system throughout their height • Structures, regular or irregular, located on Soil
Profile Type SF that have a period greater than 0.70 sec. The analysis shall include the effect
of the soil at the site
Analysis due to Earthquake (cont.)
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Load Combinations : Buildings must be designed to sustain without excessive deformation or failure combinations of service loads that will produce the most unfavorable effects.
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Note that the most critical effect may occur when one or more of the contributing loads are not acting.
Note: Wind and seismic loads shall not be considered acting simultaneously.
Load Combinations (cont.) :
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Earthquake Loads:
E = ρ Eh+Ev Em = Ωo Eh+Ev
E- earthquake loadEh – EQ load due to base shear V
Em – estimated max. earthquake load due to that can be developed in a structureEv – load effect due to vertical component of the earthquake ground motion = 0.5 Ca I DΩo – seismic force amplification factor Table 208-11 ρ – reliability/redundancy factor
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A new factor for overstrength Ώo has replaced (3/8) Rw for use in special local cases where the maximum earthquake force is required, such as columns suppoting discontinuous shear walls, weak stories, and collector elements.
Seismic Lateral Force: Overstrength Factor
Em = o Eh o ~ (3/8) Rw
The Ώo factor is therefore applied to the design of elements and connections whose yield or failure could result in local or general collapse.
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Load Combinations : LRFD 1.4 D (203-1) 1.2 D + 1.6 L + 0.5 Lr
(203-2) 1.2 D + 1.6 Lr + (f1 L or 0.8 W) (203-3) 1.2 D + 1.3 W + f1 L + 0.5 Lr (203-4) 1.2 D + 1.0 E + f1 L
(203-5) 0.9 D ± (1.0 E or 1.3 W) (203-
6) D - dead load L - live load W – wind
load Lr – roof live load E - earthquake load f1 = 1.0 for floors in places of public assembly,
for live loads in excess of 4.8kpa, and for
garage live load = 0.5 for other live loads
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D - dead load L - live load W – wind load Lr – roof live load E - earthquake load f1 = 1.0 for floors in places of public assembly,
for live loads in excess of 4.8kpa, and for garage live load
= 0.5 for other live loads
Load Combinations : RC & Masonry 1.4 D + 1.7 L (409-1) 0.75 (1.4 D + 1.7 L + 1.7 W) (409-2) 0.9 D + 1.3 W (409-3) 1.32 D + 1.1 f1 L + 1.1 E
(409-4) 0.99 D ± 1.1 E
(409-5)
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Load Combinations: Allowable Stress Design
D (203-7)
D + L + Lr (203-8)
D + (W or E/1.4) (203-9)
0.9 D ± E/1.4 (203-10)
D + 0.75 [L + Lr + (W or E/1.4)] (203-11)
Note: No increase in allowable stresses shall be used with these load combinations