STRUCTURAL DESIGN CRITERIA PROPOSED BUNGALOW RESIDENTIAL I. Applicable Codes and References 1. National Structural Code of the Philippines, NSCP 2015, 7th Edition 2. National Building Code, PD1096 and Implementing Rules and Regulations 3. ASEP Steel Handbook, Association of Structural Engineers of the Philippines, Volume I, 2001 4. ASEP Earthquake Design Manual, 1st Edition 5. ASEP Earthquake Resistant Design of Structures, 1991 Edition 6. Uniform Building Code 1997, UBC (Seismic Provisions) 7. Building Code Requirements for Structural Concrete, American Concrete Institute, ACI 318-14 8. Manual of Steel Construction, Allowable Stress Design, American Institute of Steel Construction, 9th Edition II. Gravity and Lateral Loadings 1. Gravity Load Dead Load Material Densities: i. concrete ii. structural steel iii. concrete hollow blocks iv. ceramic tiles 24.00 kN/m3 77.00 kN/m3 21.20 kN/m3 23.60 kN/m3 LOWER GROUND FLOOR LEVEL Superimposed Dead Load ceiling and utilities concrete topping (50mm thk.) waterproofing (liquid) ceramic tiles (10mm thk.) Live Load basic unit (residential) 0.48 kPa 1.20 kPa 0.05 kPa 0.24 kPa 1.90 kPa UPPER GROUND FLOOR LEVEL Superimposed Dead Load ceiling and utilities concrete topping (50mm thk.) waterproofing (liquid) ceramic tiles (10mm thk.) 0.48 kPa 1.20 kPa 0.05 kPa 0.24 kPa Live Load basic unit (residential) 1.90 kPa Документ1 page 1 of 3 2. Seismic Load Static Lateral Force Procedure Design Base Shear, V V = (CvI/RT) x W V = (2.5CaI/R) x W V = (0.11CaI) x W V = (0.8ZNvI/R) x W (NSCP 208-8) (NSCP 208-9) (NSCP 208-10) (NSCP 208-11) Fundamental period, T= Ct (hn)3/4 where: zone factor, Z = 0.40 seismic source type, Type A distance from source, 37.6 km soil profile type, SD importance factor, I = 1.0 (Standard Occupancy) response modification factor, R = 8.5 (concrete) force amplification factor, Ωo = 2.8 (concrete) reliability and redundancy factor, ρ = 1.25 (max) near source factor, Na = 1.00 and Nv = 1.00 numerical coefficient, Ct = 0.0731 (0.03 English System) building height: hn = 7.4m 3. Wind Load Wind loading is based on the wind design provisions of NSCP 2015 for Category IV buildings with basic wind speed of V = 250 kph Wind pressures on main wind force resisting systems are obtained using the following equation: p = qh [(GCpf ) - (GCpi)] where: qh G GCpf GCpi = = = = velocity pressure gust effect factor external pressure coefficient internal pressure coefficient Velocity pressure, qh, at height h is obtained using the following equation: qh = 0.613 Kz Kzt Kd V 2 Документ1 page 2 of 3 Kz Kzt Kd III. = velocity pressure exposure coefficient evaluated at height h = topographic factor = wind directionality factor Load Combinations 1. Reinforced Concrete, Strength Design a. b. c. b. c. d. e. U = 1.4 ( D + F ) U = 1.2(D + F + T) + 1.6(L + H)+ .5(Lr or R) U = 1.2D + 1.6(Lr or R) + (f1L or .50 W) U = 1.2D + 1.0W + f1L + 0.5(Lr or R) U = 1.2D + 1.0E + f1L U = 0.9D + 1.0W + 1.6H U = 0.9D+1.0E + 1.6H (203-1) (203-2) (203-3) (203-4) (203-5) (203-6) (203-7) 2. Structural Steel, Allowable Stress Design a. b. c. d. e. f. D + H + F + 0.75 [ L+ Lr + (0.6W or E/1.4)] 0.6D + 0.6W + H 0.6D + E/1.4 + H D + L + ( L r or R ) D + L + 0.6 W D + L + E/1.4 where : IV. D L Lr W E R H f1 = = = = = = = = (203-13) (203-14) (203-15) (203-16) (203-17) (203-18) dead load live load roof live load wind load earthquake load rain load on undeflected roof earth pressure 1.0 for floors of public assembly and live load greater than 4.80 kPa 0.5 for live load less than or equal to 4.80 kPa Allowable Soil Bearing Capacity The foundation is designed as isolated, combined and mat footings based on a bearing capacity of 60 kPa at 2.0 meters embedment from the natural grade level. The allowable bearing capacity is increased by 1.33 for combinations with earthquake loads. V. Material Strengths 1. Concrete, fc’ : 2. Reinforcing bars : 3. Structural Steel : 3,000 psi (21 MPa) – columns beams, girders, slabs & footing 40,000 psi (275 MPa) 10 mm & 12mm dia. 60,000 psi (414 MPa) 16mm dia. & larger 36,000 psi (248 MPa) Документ1 page 3 of 3