Loadings - NSCP 2015 - 2 Storey Residential Concrete Structure

DESIGN OF TWO-STOREY REINFORCED-CONCRETE RESIDENTIAL STRUCTURE US

STAAD.Pro & STAAD Advanced Concrete Designer RCD 1) 2) 3) 4) 5)

Main objectives Calculate Wind Pressure for Components and Cladding per NSCP 201 Design the Roof Truss and Purlins per NSCP 2015/AISC 360-10 by LRF Derive dead load and live load values per NSCP 2015 Discuss NSCP 2015/UBC 97 Seismic parameters input to STAAD Design the concrete elements in STAAD Advanced Concrete Designer (beams, slabs, columns and footings)

ESIDENTIAL STRUCTURE USING

Concrete Designer RCDC

and Cladding per NSCP 2015/ASCE 7-10 CP 2015/AISC 360-10 by LRFD Method NSCP 2015 meters input to STAAD dvanced Concrete Designer RCDC

Purlin spacing truss spacing

0.8 m 2.5 m

STORIES (LEVELS) Levels Footing to GF GF to 2F 2F - Roof Beam

Storey Height (m) 1.8 3 3

Roof Beam - Apex

2 9.8

Roof mean Height for wind load calculation 7.00 m Roof Slope = 22.62deg

40km

Seismic Source Type A Malolos City Bulacan

Bulacan =

Bulacan = 250 kph

SAMPLE REINFORCED-CONCRETE BUILDING PROJECT USING

STAAD.Pro & STAAD Advanced Concrete Designer STORIES (LEVELS) Levels Footing to GF GF to 2F 2F - Roof Beam Roof Beam - Apex

Storey Height (m) 1.8 3 3 2 9.8

PROPERTIES Beams RB250x400

Columns RC300X300

Slabs S115

fc' fy 20.68 Mpa 275 Mpa (3000psi) (Gr40)

LOADS Dead Load 1) Selfweight Concrete unit weight = 24 kN/m3 2) Member Load 150mm CHB 100mm CHB Floor Load 115mm slab roof framing corrugated roofing sheet Floor finish Ceiling MEP Interior Partition Water proofing

3.11 kN/m per meter height 2.98 kN/m per meter height Floors

Roof 2.76 1.10 0.10 0.10 1.00 5.06

- kN/m2 0.41 kN/m2 0.10 kN/m2 - kN/m2 0.10 kN/m2 0.10 kN/m2 - kN/m2 - kN/m2 0.71

Live Load 1.9 kN/m2 Seismic Parameters UBC 97 / NSCP 2015 Zone = 4 Seismic Source Type = A Importance Factor ( I ) = 1.0 (Standard Occupancy) R = 8.5 - Special Moment Frame Structure is located 40km from seismic source Ct = 0.0731 Wind Parameters Wind (ASCE 7-10 / NSCP 2015) Vwind = 250 kph I = 1.0 Exposure = B (typical residential structure in urban area)

0.60 kN/m2

2.63 2.5

0.24 0.24

0.24 0.24

3.11 2.98

Low-Rise Buildings : Component and Cladding Simplified Procedure

ASCE 7-10

PURLINS (EFFECTIVE AREA Zone 1 1.09 -1.85 PURLIN SPACING = 0.8M 0.872 -1.48 Pnet

=

λ

Kzt

1

1

Pnet9

TRUSS (EFFECTIVE AREA = 2

Zone 1 0.85 -1.72 TRUSS SPACING = 2.5M 2.13 -4.3

PURLINS (EFFECTIVE AREA = 2.08 m2) 250kph Zone 2 3 1.09 1.09 kn/m2 -3.04 -4.57 kn/m2 PURLIN SPACING = 0.8M 0.872 -2.432

0.872 kn/m -3.656 kn/m

TRUSS (EFFECTIVE AREA = 24m2)

250kph Zone 2 3 0.85 0.85 kn/m2 -2.44 -3.83 kn/m2 TRUSS SPACING = 2.5M 2.13 -6.1

2.13 kn/m -9.575 kn/m

10% least horizontal dimension 0.4h 4% least horizontal dimension 0.9

0.8 2.8 0.32 0.9 governs

TRUSS

1.635 KN

2.5

9.6

24

0.068125 KN/M2

PURLINS

0.681 KN

0.8

2.5

2

0.3405 KN/M2 0.408625 KN/M2

UBC 1997 PARAMETERS Z I Rwx Rwz Na Nv S Ct hn W Cv Ca

0.75 T = Ct (hn) sec UBC Eq. (30-8) = 0.341 sec < 0.70 sec therefore Ft = 0;

0.4 1 8.5 8.5 1 1 4 0.0731

V= =

CvIW KN RT 386.90 KN

UBC Eq. (30-4)

7.8 1753.2 0.64 0.44

Total design base shear need not exceed: V = 2.5Ca IW KN UBC Eq. (30-5) R = 226.88 KN DESIGN BASE SHEAR IS TOO LARGE! USE THIS VALUE! Design base shear shall not be less than: V = 0.11CaIW KN UBC Eq. (30-6) = 84.85 KN OK!

V = 0.8ZNvIW KN R = 66.00 KN

UBC Eq. (30-7) OK!

If Ft≠ 0: Ft = 0.07TV UBC Eq. (30-14) = 9.24 KN < 0.25V = 96.73

ENGR JOHN PAUL DELA ROSA (CE) LICENSE # 98600_PRC MANILA

0.004202

1.2

1 1 1 1 1 1 1 1 1 1 1 1 1 1

DL

1.400 D 1.200 D + 1.600 Lp 1.420 D + 0.500 Lp + 1.250 E1 1.420 D + 0.500 Lp + 1.250 E2 1.420 D + 0.500 Lp - 1.250 E1 1.420 D + 0.500 Lp - 1.250 E2 1.420 D + 1.250 E1 1.420 D + 1.250 E2 1.420 D - 1.250 E1 1.420 D - 1.250 E2 0.680 D + 1.250 E1 0.680 D + 1.250 E2 0.680 D - 1.250 E1 0.680 D - 1.250 E2

+

1.00

E

+

0.5

LL

E

Ev

=

ρ 1.25

Eh

=

1.25

Eh

=

0.5 0.5

Ca 0.44

0.22

DL

= =

+

Ev

I 1

DL DL DL