Detailed Engineering Design For Evacuation Center
Detailed Engineering Design For Evacuation Center
Detailed Engineering Design For Evacuation Center
Virgilio B. Columna, m.eng., F.PICE, F.ASEP, MISSEP Engr. Wilfredo S. Lopez, F.PICE, F.ASEP
Civil Structural Engineer Principal Engineer, WSLOPEZ Engineering
Specialist in Structural Engineering, PICE Services
Director, ISSEP (2016-2018) Specialist in Structural Engineering, PICE
President, ASEP (2013-2014) President, ASEP (2008-2009)
Chairman of the Board/President, Trustee, Iprove Global, Inc.
V.B. Columna Construction Corporation
Trustee, Iprove Global, Inc.
I. OVERVIEW OF DETAILED ENGINEERING DESIGN FOR EVACUATION
CENTERS AND ENGINEERING TERMS FOR BUILDING PROJECTS
A. DEFINITION OF TERMS
Adhesive – are chemical components formulated from
organic polymers, or a combination of organic polymers and
inorganic materials that cure if blended together.
Admixture – is a material other than water, aggregate, or
hydraulic cement used as an ingredient of concrete and
added to concrete before or during its mixing to modify its
properties.
- It is an essential facilities
- The building is made if reinforced concrete
- Building frame is moment resisting space frame
I. OVERVIEW OF DETAILED ENGINEERING DESIGN FOR EVACUATION
CENTERS AND ENGINEERING TERMS FOR BUILDING PROJECTS
B.1 Design Criteria
1. Basis of Design
Evacuation center is considered a lifeline structures
- Occupancy Category - essential facilities
(NSCP 2015,Section 103, Table 103.1)
- Importance Factor - 1.5 for earthquake
(NSCP 2015,Section 204.4.2, Table 208.1)
- Location should be in a buildable area (Geohazard
map, DENR)
I. OVERVIEW OF DETAILED ENGINEERING DESIGN FOR EVACUATION
CENTERS AND ENGINEERING TERMS FOR BUILDING PROJECTS
2.2 Live Load- (NSCP, Section 205.3, Table 205.1 and Table 205.2)
2. See Sections 205.5 and 205.6 for live load reductions. The rate of reduction r in Equation 205-
1 shall be as indicated in the table. The maximum reduction, R, shall not exceed the value
indicated in the table.
3. A flat roof with a slope less than 1-unit vertical in 48-unit horizontal (2% slope). The live load
for flat roofs is in addition to the ponding load required by Section 206.7.
5. See Section 205.4.4 for concentrated load requirements for greenhouse roof members.
I. OVERVIEW OF DETAILED ENGINEERING DESIGN FOR EVACUATION
CENTERS AND ENGINEERING TERMS FOR BUILDING PROJECTS
2.2 Live Load…cont’d.…..
2.2.1 Reduction of Live Loads
The design live load determined using the unit live loads
as set forth in Table 205-1 for floors and Table 1.1, Method
2, for roofs may be reduced on any member supporting
more than 15m², including flat slabs, except for floors in
places of public assembly and for live loads greater than
4.8kPa, in accordance with the following equation:
R = r (A-15) (1)
The reduction shall not exceed 40 percent for members
receiving load from one level only, 60 percent for other
members or R, as determined by the following equation:
R = 23.1 (1+D/L) (2)
I. OVERVIEW OF DETAILED ENGINEERING DESIGN FOR EVACUATION
CENTERS AND ENGINEERING TERMS FOR BUILDING PROJECTS
R = reduction in percentage,
3. Materials
* The minimum required number of boreholes should in a way be construed as an upper limit value.
** “A” corresponds to the footprint area of the structure in m².
I. OVERVIEW OF DETAILED ENGINEERING DESIGN FOR EVACUATION
CENTERS AND ENGINEERING TERMS FOR BUILDING PROJECTS
3.1 Soil……cont’d....
3.1.2 An exhaustive geotechnical investigation should also be
conducted in cases of:
5. in areas underlain by rock strata where the rock is suspended
to be of questionable characteristics or indicate variations in
the structure of the rock or where solution cavities or voids
are expected to be present in the rock; and
6. other cases deemed necessary by the Geotechnical
Engineer. The Building Official may require that the
interpretation and evaluation of the results of the foundation
investigation made by a Geotechnical Engineer.
I. OVERVIEW OF DETAILED ENGINEERING DESIGN FOR EVACUATION
CENTERS AND ENGINEERING TERMS FOR BUILDING PROJECTS
3.1 Soil……cont’d...
3.1.3 Liquefaction Study
A liquefaction susceptibility assessment in accordance with
accepted practice is warranted if both conditions below are
discovered during the course of the geotechnical
investigation:
1. Shallow ground water, 2m or less
2. Unconsolidated saturated sandy alluvium (N< 15)
Exception:
The building official may waive this evaluation upon receipt of written
opinion of a qualified geotechnical engineer that liquefaction is not
probable.
I. OVERVIEW OF DETAILED ENGINEERING DESIGN FOR EVACUATION
CENTERS AND ENGINEERING TERMS FOR BUILDING PROJECTS
3.1 Soil……..
3.1.4 Reports
The soil classification and design-bearing capacity shall be
shown on the plans, unless the foundation conforms to Table.
The building official may require submission of a written report
of the investigation, which shall include but need not be
limited to, the following information:
3.1 Soil……cont’d...
3.1.4 Reports
4. Recommendations for foundation type and design criteria,
including bearing capacity, provisions to mitigate the
effects of liquefaction and soil strength loss, provisions for
special foundation solutions, provisions for ground
improvement measures, and effects of loads on and due
to adjacent structures.
5. Expected total and differential settlement.
6. Laboratory test results of soil samples.
I. OVERVIEW OF DETAILED ENGINEERING DESIGN FOR EVACUATION
CENTERS AND ENGINEERING TERMS FOR BUILDING PROJECTS
3.1 Soil……cont’d....
3.1.4 Reports
7. Field borehole log containing the following information
a. Project location
b. Depth of borehole
c. Ground elevation
d. Ground water table elevation
e. Date started and finished
I. OVERVIEW OF DETAILED ENGINEERING DESIGN FOR EVACUATION
CENTERS AND ENGINEERING TERMS FOR BUILDING PROJECTS
3.1 Soil……cont’d....
3.1.4 Reports
3.1 Soil……cont’d....
3.1.5 Geotechnical Site Investigation and Assessment
The recommended allowable foundation and lateral pressures shall
be estimated from a reasonably exhaustive geotechnical site
investigation and assessment, which shall include at least the
following:
3.1 Soil……cont’d...
3.1.5 Geotechnical Site Investigation and Assessment
e) Calculations carried out and Factor of Safety (FS)
assumed in arriving at the recommended allowable
foundation and lateral pressures; and
3.1 Soil……cont’d....
3.1.5 Geotechnical Site Investigation and Assessment
A geotechnical investigation and assessment shall be
presented in a report. The report, together with a brief
resume and a sworn statement of accountability of the
geotechnical engineering consultant who prepared it, shall
be included in the submittals to be reviewed and examined
by the building official or government authority in charge of
issuing the relevant permits such as environmental
compliance certificate and/or building permit.
I. OVERVIEW OF DETAILED ENGINEERING DESIGN FOR EVACUATION
CENTERS AND ENGINEERING TERMS FOR BUILDING PROJECTS
3.1 Soil ……cont’d....
I. OVERVIEW OF DETAILED ENGINEERING DESIGN FOR EVACUATION
CENTERS AND ENGINEERING TERMS FOR BUILDING PROJECTS
3.1 Soil……cont’d....
..
3.1.6 Presumptive Load-Bearing and Lateral Resisting Values
When no exhaustive geotechnical site assessment and
investigation is performed, especially when no in-situ or very
limited tests are carried out, the presumptive load-bearing
and lateral resisting values provided in Table 1.3 shall be
used. Use of these values requires that the foundation
design engineer has, at the least, carried out an inspection
of the site and has become familiar with the predominant soil
or rock characteristics of the site.
I. OVERVIEW OF DETAILED ENGINEERING DESIGN FOR EVACUATION
CENTERS AND ENGINEERING TERMS FOR BUILDING PROJECTS
3.1 Soil…cont’d....
3.1.6 Presumptive Load-Bearing and Lateral Resisting Values
For clay, sandy clay, silty clay and clayey silt, in no case
shall the lateral sliding resistance exceed one-half the dead
load.
I. OVERVIEW OF DETAILED ENGINEERING DESIGN FOR EVACUATION
CENTERS AND ENGINEERING TERMS FOR BUILDING PROJECTS
3.1 Soil…cont’d....
Table 1.4
Allowable Foundation and Lateral Pressure
(NSCP, Table 304.1)
Lateral Sliding4
Lateral Bearing
Allowable
Below Natural
Foundation
Class of Materials¹ Grade3
Pressure² Resistance6
(kPa/m of Coefficient5
(kPa) (kPa)
depth)
Lateral Sliding4
Lateral Bearing
Allowable
Below Natural
Foundation
Class of Materials¹ Grade3
Pressure² Resistance6
(kPa/m of Coefficient5
(kPa) (kPa)
depth)
3.2 Concrete………
Components of Concrete are:
1. Cement - portland cement use for structural concrete
- pozzolan cement use for hollow concrete
block laying and plastering
2. Aggregates - fine aggregates - sand
- fine sand
- coarse sand
- Coarse aggregates - gravel
Different sizes used are: G.I. (1½”), 1”, ¾”, ⅜”
3. Water - clean, salt water not allowed
4. Admixture - accelator
- retarder
I. OVERVIEW OF DETAILED ENGINEERING DESIGN FOR EVACUATION
CENTERS AND ENGINEERING TERMS FOR BUILDING PROJECTS
3.3 Reinforcing Bars
A. LOAD COMBINATIONS
SECTION 203 – COMBINATION OF LOADS
2.1 General
Buildings, towers and other vertical structures and all portions
thereof shall be designed to resist the load combinations
specified in Section 203.3, 203.4 and 203.5 (NSCP, 2015)
The most critical effect can occur when one or more of the
contributing loads are not acting. All applicable loads shall be
considered, including both earthquake and wind, in
accordance with the specified load combination
II. INTRODUCTION TO LOAD COMPUTATIONS = DL, LL
A. LOAD COMBINATIONS…cont’d….
2.2 Symbols and Notations
D = dead load
E = earthquake load set forth in Section 208.6.1 (NSCP,2015)
Em = estimated maximum earthquake force that can be
developed in the structure as set forth in Section 208.6.1
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
II. INTRODUCTION TO LOAD COMPUTATIONS = DL, LL
A. LOAD COMBINATIONS…..cont’d….
SECTION 203 – COMBINATION OF LOADS
2.2 Symbols and Notations…..
P = ponding load
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 differential settlement,
or combination thereof
W = load due to wind pressure
II. INTRODUCTION TO LOAD COMPUTATIONS = DL, LL
A. LOAD COMBINATIONS….cont’d…
203. Basic Load Combinations
Where strength design or load and resistance factor design is
used, all structures shall resist the most critical effects, for the
following combination of factored loads (NSCP, Sect. 203.3)
1.4 (D+F) (203-1)
1.2 (D+F+T) + 1.6 (L+H)
+ 0.5 (Lr or R) (203-2)
1.2 D+1.6(Lr or R) + (f1L or 0.5W) (203-3)
1.2 D+1.0W+f1L or 0.5 (Lr or R) (203-4)
1.2 D+1.0E + f1L (203-5)
0.9 D+1.0W+ 1.6H (203-6)
0.9 D+1.0E + 1.6H (203-7)
where
f1 = 1.0 for floor in places of public assembly, for live loads in excess of
4.8 kPa, and for garage live load, or
= 0.5 for other live loads
II. INTRODUCTION TO LOAD COMPUTATIONS = DL, LL
D+F (203-8)
D+H+L+T (203-9)
D + H + F (Lr or R) (203-10)
D + H + F + 0.75[L+T (Lr or R)] (203-11)
D+H+F+ (203-12)
A. FLOOR SLABS
There are two type of floor slabs
1. One way
2. Two way
A.1-ONE WAY SLAB
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
if L
2, Then, 1-way slab
S
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
Loading:
DL – slab-.12 (24) --------------------------------- 2.88kn/m²
- movable partition --------------------------- 1.00
- concrete topping ---------------------------- 0.60
- ceiling, electrical wires, fixtures, etc.--- 0.24
4.72Kn/m²
Location Vu
The use of Table 3.1 for shear and Table 3.2 for moment
shall satisfy the following:
Design Moment
Negative moment at
- interior face of exterior support for members built
integrally with supporting spandrel beam - Wuℓ²/24
Design Moment, Mu
+ Mu = 1/14 (9.50) (2.50)² = 4.24 kn.m
+ Mu = 1/16 (9.50) (2.50)² = 3.71 kn.m
- Mu = 1/24 (9.50) (2.50)² = 2.47 kn.m
- Mu = 1/10 (9.50) (2.50)² = 5.94 kn.m
Since thickness is already determined
based from deflection consideration,
then solve for the moment capacity
Mu = T (d-a/2)
Fc‘ , MPa β1
0.05(fc‘ – 28)
28< fc‘ < 55 0.85 (b)
7
Where T = Asfy
a= = = 3.75mm
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
fc '
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
Reinforcement
fy’ Minimum reinforcement ratio
Type
Deformed bars <420 0.0020
Deformed bars or
welded wire ≥420 Greater of:
reinforcement 0.0014
2- WAY SLAB
Where the ratio of short to long span is less than 0.5, the
middle strip in the short direction shall be considered as
having a width equal to the difference between the long and
short span, the remaining area representing the two column
strips.
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
M = CwS²
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
Fy’
Mpa(2) Without drop panels (3) With drop panels (3)
Interior Interior
Exterior panels Exterior panels
panels panels
ℓn fy
(0.8 1,400 ) (b) (2) (3)
Greater of:
125 (c)
f y
ℓn (0.8 1,400 ) (2) (3)
(d)
Greater of:
90 (e)
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
2- WAY SLAB
-M +M -M -M
As = 431.69 326.94 469.23 355.37
Loading:
DL - slab 0.175 (24) -------------------------- 1.80
- topping ----------------------------------- 0.60
- water proofing -------------------------- ____________
DL = 2.45kn/m²
LL -------------------------------------------------- 2.40kn/m²
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
- Mu =
+ Mu =
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
Mn =
= 4,562.94kn.mm
= 4.56kn.m
∴Ø Mn = 0.90 (4.56) = 4.11kn.m 0.98kn.m
Check for shear,
Mn =
Vn = 0.17λ fc' bd
= 0.17 (1.0) ( ) (1000) 50
= 38,653.98N = 38.65kn
Ø Vc = 0.75 (38.65) = 28.99kn 3.90kn safe
2. DESIGN OF BEAMS
2.1 Seismic requirements for beams of special moment frames
under Zone 4
1. Minimum depth for deflection limit should be:
Table 3.8 Minimum Depth of Non-Prestressed Beams
(NSCP, Table 409.3.1.1)
2. Dimensional Limits
a. Clear span ℓn , shall be at least 4d, ℓn ≥ 4d
b. Width, bw shall be at least 0.30h but not less than 250mm
c. Projection of the beam width beyond the width of the
supporting column on each side shall not exceed the
smaller of C2 and 0.75 C1
where: C1 = dimension of rectangular column in the
direction of span
C2 = dimension of rectangular column perpendicular to C1
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
3. LONGITUDINAL REINFORCEMENT
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
a. bwd
b. bwd
4. Transverse reinforcement
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
2. DESIGN OF BEAMS
2.2 Design of 2nd Floor beam (Along 1)
Loading :
DL – beam - 0.25 x 0.35 = 0.25 (0.35-0.15)(24) = 1.20kn/m
slab - = ------------------------- = 9.07
6” CHB - 0.70 (3.10) (3.30) ---------------------- = 7.16
edge slab – 2.45 (0.60) -------------------------- = 1.47
----------------
DL = 18.90kn/m
LL - -------------------------------------------- = 4.00
- 2.40 (0.60) ------------------------------------------ = 1.44
----------------
LL = 5.44kn/m
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
Design Moments :
Due to DL
Negative: - (18.90) (5.00)² = 29.53Kn.m
- (18.90) (5.00)² = 47.25Kn.m
- (18.90) (5.00)² = 42.95Kn.m
Positive: - (18.90) (5.00)² = 33.75Kn.m
- (18.90) (5.00)² = 29.53Kn.m
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
Design Moments :
Due to LL
Negative: - (5.44) (5.00)² = 8.50Kn.m
- (5.44) (5.00)² = 13.60Kn.m
- (5.44) (5.00)² = 12.36Kn.m
Positive: - (5.44) (5.00)² = 9.71Kn.m
- (5.44) (5.00)² = 8.50Kn.m
Due to earthquake
Negative: - 18.32Kn.m
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
….cont’d….
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
Loading:
1. Roof Deck:
Dead Load:
Slab – 0.15 (24)(25) ……………..….………..…. 90 Kn
Topping ………………………………………………. 15 Kn
Beams – 0.25 (0.35-0.15)(24)(5)(2)…….... 12 Kn
Ceiling – 0.24 (25)……………...........……………. 6 Kn
Waterproofing - 0.05(25)……………...………. 1.25 Kn
124.25 Kn
Live Load – 4.80 (25) ……….……………..……. 120 Kn
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
2. Second Floor
Dead Load:
Slab + SIDL – 5.44(25)……………..….…….…. 136 Kn
Column – 0.40(0.40)(24)(3.45-0.15) ...…. 12.67 Kn
Beams – 0.25 (0.35-0.15)(24)(5)(2)……... 12 Kn
160.67 Kn
Live Load – 2.40 (25) …….……………..….……….….…. 60 Kn
3. Ground Floor
Dead Load:
Column – 0.40(0.40)(24)(4.45) ...……….... 17.09 Kn
FTB – 0.25 (0.30)(24)(5)(2)………………... 18 Kn
35.09 Kn
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
Kn
Load Combinations:
U = 1.40(320.01) …………………………………………… 448.01 Kn
U = 1.20(320.01) + 1.60 (156) …………………....….. 633.61 Kn
U = 1.20(320.01) + 1.00 (156) + 1.0 (0.88) ……… 540.89 Kn
Moment Combinations:
MDLx = MDLy = 0
MDLx = MDLy = 0
MEX,TOP = 1.0 (40.35) = 40.35 Kn-m
MEX,BOT = 1.0 (28.45) = 28.45 Kn-m
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
633.61 Kn
(tied column)
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
390.33
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
18.13 Kn
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
4. DESIGN OF FOOTINGS
4. DESIGN OF FOOTINGS
Types of Footing
SINGLE SPREAD
FOOTING STRAP FOOTING
PILE FOOTING
1. DRIVEN PILE
2. BORED PILE
COMBINED FOOTING
MAT FOOTING
III. INTRODUCTION TO DESIGN OF CONCRETE STRUCTURAL MEMBERS
Kn
a
Kn
Thank you!
IV. INTRODUCTION TO DESIGN OF STRUCTURAL STEEL:
TRUSSES
TRUSS SYSTEM
> Purely Tension and Compression Members
> Pinned and Roller Support
PINNED SUPPORT
IV. INTRODUCTION TO DESIGN OF STRUCTURAL STEEL:
TRUSSES
ROLLER SUPPORT
IV. INTRODUCTION TO DESIGN OF STRUCTURAL STEEL:
TRUSSES
ASSUMPTION:
Spacing of C- purlins (175 x 75 x 20 x 1.60) – 0.80 meters
Loading Conditions:
Dead Load
- Wt. of Roof Sheeting….………….…...……............ 0.14 Kpa
- Wt. of Insulation………………….………..………... 0.04 Kpa
- Wt. of Ceiling, Electrical Works, etc.……….... 0.25 Kpa
0.43 Kpa
Live Load - 0.96 Kpa
IV. INTRODUCTION TO DESIGN OF STRUCTURAL STEEL:
TRUSSES
Loading Conditions:
Wind Loads = 1.1 KPa
- Windward = 0.18 (for θ = 180, See Figure 207-6 NSCP)
- Leeward = 0.60 (for θ = 180, See Figure 207-6 NSCP)
Element Load
w = pressure load x tributary width of purlins
wDL = 0.43(0.8) + 0.03391 = 0.378 Kn/m
wLL = 0.96(0.8) = 0.768 Kn/m
wWIND = 1.1(0.8)(0.18) = 0.158 Kn/m (Windward)
wWIND = 1.1(0.8)(0.60) = 0.528 Kn/m (Leeward)
IV. INTRODUCTION TO DESIGN OF STRUCTURAL STEEL:
TRUSSES
wDL+LL = 0.378 + 0.768 = 1.146 Kn/m
Windward Analysis
wx = 1.146cos180 + 0.158 = 0.951 Kn/m
wy = 1.146sin180 = 0.354 Kn/m
Leeward Analysis
wx = 1.146cos180 – 0.528= 0.423 Kn/m
wy = 1.146sin180 = 0.354 Kn/m
Note: The higher element load between the two wind load
cases will be used for the computation of the moment capacity.
IV. INTRODUCTION TO DESIGN OF STRUCTURAL STEEL:
TRUSSES
Try a 175 x 50 x 20 x 1.50 C-Purlins
Sx = 25.450 x 103 mm3
Sy = 4.876 cm3 x 103 mm3
fy = 248 MPa
Fb = 0.60 Fy = 0.60(248)
= 148.80 MPa
If wind load is included,
Fb = 1.333 (148.80)
= 198.35 MPa
The values from the windward analysis will govern.
wx = 1.146cos180 + 0.158 = 0.951 Kn/m
wy = 1.146sin180 = 0.354 Kn/m
IV. INTRODUCTION TO DESIGN OF STRUCTURAL STEEL:
TRUSSES
Case 1: Without Sagrod
Mx = wxL2/8 = 0.951(6)2/8
= 4.28 Kn-m
My = wyL2/8 = 0.354(6)2/8
= 1.593 Kn-m
IV. INTRODUCTION TO DESIGN OF STRUCTURAL STEEL:
TRUSSES
f
IV. INTRODUCTION TO DESIGN OF STRUCTURAL STEEL:
TRUSSES
f
IV. INTRODUCTION TO DESIGN OF STRUCTURAL STEEL:
TRUSSES
IV. INTRODUCTION TO DESIGN OF STRUCTURAL STEEL:
TRUSSES
Thank you!
V. DETAILING OF STRUCTURAL MEMBERS
Specified
Concrete Exposure Members Reinforcement
cover, mm
20mmØ to 58mmØ 50
Exposed to weather
or in contract with All 16mmØ bar,
ground MW 200 or
40
MD 200 wire and
smaller
V. DETAILING OF STRUCTURAL MEMBERS
B. MINIMUM SPACING
a. Minimum spacing
1. For parallel non-prestressed reinforcement in a
horizontal layer, clear spacing shall be
a) ℓdh = db
b) ℓdh = 8db
c) ℓdh 150mm
V. DETAILING OF STRUCTURAL MEMBERS
D. DEVELOPMENT LENGTH, ℓd
NSCP 425.4.2.3a
V. DETAILING OF STRUCTURAL MEMBERS
(NSCP, 425.4.2.3B)
V. DETAILING OF STRUCTURAL MEMBERS
or ld = 300mm
V. DETAILING OF STRUCTURAL MEMBERS
ℓdc =
ℓdc =
V. DETAILING OF STRUCTURAL MEMBERS
E. SPLICES
1. lap splices shall not be permitted for bars larger than 36mmØ
E. SPLICES…cont’d….
E. SPLICES…cont’d….
4. Lap splices length of Deformed Bars and Deformed wires in
Tension
- tension lap splice length ℓst for deformed bars and deformed
wires in tension shall be
Lap Splice Lengths of Deformed Bars and Deformed Wires in Tension
(NSCP, Table 425.5.2.1)
- If bars of different size are lap spliced in tension ℓst shall be the greater of
ℓd of the larger bar and ℓst of the smaller bar
V. DETAILING OF STRUCTURAL MEMBERS
E. SPLICES…cont’d….
5. Lap splice length of Deformed Bars in compression
Compression lap splice length ℓsc of 36mmØ or smaller
deformed bars in compression shall be calculated in
accordance with (a) or (b)
For fc’ < 21 Mpa, the length of lap shall be increased by one-
third
6. Bundled reinforcement
- group of parallel reinforcing bars bundled in contact to
act as a unit shall be limited to four in any one bundled.
V. DETAILING OF STRUCTURAL MEMBERS
Architectural Plans
V. DETAILING OF STRUCTURAL MEMBERS
Architectural Plans
- Perspective
- Ground, 2nd Floor, and Roof Deck Plans
- Front, Rear, Left and Right Side Elevation
Structural Plans
- General Construction Notes
- Foundation Plan
- 2nd Floor, and Roof Deck Framing Plan
- Schedule of Column, Beam, Footing, and Slab
- Truss Details
- Other Typical Details
V. DETAILING OF STRUCTURAL MEMBERS
V. DETAILING OF STRUCTURAL MEMBERS
V. DETAILING OF STRUCTURAL MEMBERS
V. DETAILING OF STRUCTURAL MEMBERS
V. DETAILING OF STRUCTURAL MEMBERS
V. DETAILING OF STRUCTURAL MEMBERS
V. DETAILING OF STRUCTURAL MEMBERS
Structural Plans
V. DETAILING OF STRUCTURAL MEMBERS
Structural Plans
V. DETAILING OF STRUCTURAL MEMBERS
Structural Plans
V. DETAILING OF STRUCTURAL MEMBERS
Structural Plans
V. DETAILING OF STRUCTURAL MEMBERS
A. General Notes
1. In the interpretation of these drawings, indicated dimension shall
govern and distances or sizes shall not be scaled for construction
purposes.
2. The contractor shall coordinate with the AR, ME, SE, EE and other
utilities and equipment plans for the exact size, number and
locations of all sleeves or openings through floor slabs, beams
and walls and also building dimension.
4. All slabs, beams, girders and other structural elements which are
not indicated, detailed, designated or inadvertently omitted but are
necessary to be coordinated with architectural and other allied
engineering plans as well as to complete the structural works in
accordance with the intent of the plans and specifications shall be
brought up during pre-bids/meetings/ negotiations. It is understood
that the contractor has provided and included all these items in their
bid.
V. DETAILING OF STRUCTURAL MEMBERS
1. All reinforcing steel bars shall be new billet, hot rolled, weldable,
deformed bars conforming to the specifications of PNS 49: 1986
(ASTM615), and ASTM a706 (gr. 60 weldable) whose grade is shown
on Table 5.1.
Table 5.1
Grade Bar Diameter
Grade 415 (Fy = 60 Ksi.) 16, 20 Mm Dia.
Grade 275 (Fy = 40 Ksi.) 10, 12 Mm Dia.
V. DETAILING OF STRUCTURAL MEMBERS
6. Top bars are horizontal bars with at least 300 MM of concrete cast
below it.
Table 5.3
Development Length, LD, In Tension
Bar Size (MM) f'c = 21 MPA
Top Bars (MM) Bottom Bars (MM)
16ø 900 700
20ø 1075 825
8. A full welded splices shall have bars butted and welded to develop
in tension at least 125 percent of the specified yield strength FY, of
the bar. (See Figure 5.1)
V. DETAILING OF STRUCTURAL MEMBERS
Figure 5.1
D. Notes On Foundation
2. No footing shall rest on fill. Footings for CHB walls and other
minor structures shall be embedded at least 800MM from the
natural grade level.
V. DETAILING OF STRUCTURAL MEMBERS
Figure 5.2
V. DETAILING OF STRUCTURAL MEMBERS
E. Notes On Slab-On-Grade
1. The soil subgrade and fill layers below all slabs on grade, paving
and pit slabs shall be mechanical compacted in layers to a
minimum of 95 percent of the modified proctor density, per
ASTM D1557.
E. Notes On Slab-On-Grade…..cont’d…
Table 5.4
Schedule Of Concrete Hollow Block Reinforcement
Block Reinforcement
Thicknes Horizontal Vertical Note
s (mm)
100 10mm At 10mm At A. Minimum Lap Splice = 30d
600mm O.C. 400mm B. Provide 1-16ø Vertical Bars @ Corners,
O.C. Intersections, End Of Walls, And Each
Side Of Opening.
C. Where CHB Walls Adjoin Columns RC
150 12mm At 12mm At Beams & Walls Dowels With The Same
600mm O.C. 400mm Size As Vertical Or Horizontal
O.C. Reinforcement Shall Be Provided.
D. Lintel Beams Shall Bear At Least16
Inches (400 Mm) On Each Side Of
Masonry Wall Opening.
E. Provide Post & Lintel Beam At 3000 O.C
V. DETAILING OF STRUCTURAL MEMBERS
Figure 5.3
Figure 5.4
V. DETAILING OF STRUCTURAL MEMBERS
Figure 5.5
V. DETAILING OF STRUCTURAL MEMBERS
Figure 5.6
V. DETAILING OF STRUCTURAL MEMBERS
Figure 5.7
V. DETAILING OF STRUCTURAL MEMBERS
3. If slabs are reinforced both ways, bars along the shorter span shall
be placed below along the long span at the center of the slab and be
placed over the longer span bars on areas near the supports. The
spacing of the bars at the column strips shall be approximately one
and one-half (1-1/2) times that in the middle strips but in no case
greater than two and one-half (2-1/2) times slab thickness or
450mm.
V. DETAILING OF STRUCTURAL MEMBERS
Figure 5.8
5. See mechanical, plumbing, electrical and fire protection drawings
for all suspended and embedded piping conduits ductwork
equipment etc.
V. DETAILING OF STRUCTURAL MEMBERS
Figure 5.9
V. DETAILING OF STRUCTURAL MEMBERS
H. Notes on Columns
1. Lap splices, when required, are permitted only within the center
half of the column length and shall be proportioned as tension
splices. in no case shall the lap splice be located closer than a
distance equal to the maximum column dimension from the face of
the beam-column joint. provide extra transverse reinforcement of
the same size and arrangement indicated in the column schedule
spaced at most one-fourth the minimum column section dimension
throughout the length of the splice or 100mm.
V. DETAILING OF STRUCTURAL MEMBERS
Figure 5.10
5. For all tied columns, provide transverse reinforcement of the same
size and arrangement indicated in the column section schedule and
spaced no greater than one-quarter the minimum column section
dimension nor 100mm, over a distance from each joint face of not
less than the larger of the maximum column, section dimension, or
one-sixth of the clear height of the column or 450mm.
V. DETAILING OF STRUCTURAL MEMBERS
Figure 5.11
V. DETAILING OF STRUCTURAL MEMBERS
9. When a beam crosses a girder, rest beam bars on top of the girder
bars. provide additional ties as shown in figure 5.12. when beams of
different top elevations cross a girder.
V. DETAILING OF STRUCTURAL MEMBERS
11. Unless otherwise detailed, typical bar cutting details are shown
in figures 5.13, for prismatic girders.
Figure 5.13
V. DETAILING OF STRUCTURAL MEMBERS
Figure 5.14
V. DETAILING OF STRUCTURAL MEMBERS
Figure 5.15
V. DETAILING OF STRUCTURAL MEMBERS
Figure 5.16
V. DETAILING OF STRUCTURAL MEMBERS
2. Indirect Cost
OCM – Overhead, Contingencies and,
Miscellaneous – 9%
Profit – 8%
VAT – 5%
VI. PREPARATION OF SCOPE OF WORKS, BOQ, POW
(e) I. Scope of Works for the Evacuation Center
1. General Requirements
- Mobilization / Demobilization
- Temporary Power and water consumption during
construction
- Temporary Facilities
- Implementing Agency
- Contractor
- Bunkhouse and Accommodation
- As-built Plans
- CARI
- Bonds - Surety Bond
- Performance Security
- Warranty Bond
VI. PREPARATION OF SCOPE OF WORKS, BOQ, POW
5. Structural Works
- Column footing
- Footing tie beam
- Wall footing
- Columns
- Beams
- Suspended Slab
- Concrete Stair
- Steel Works
- Parapet Wall
VI. PREPARATION OF SCOPE OF WORKS, BOQ, POW
a. Office
Contract Documents
Program of Works (POW)
Variation Orders (VO)
Project Inspection Report
Monthly Materials Report
VII. CONSTRUCTION METHODOLOGY FOR EVACUATION CENTERS
a. Office
Statement of Works Accomplished (SWA)
Final Inspection Report
As-built Plan
Certificate of Completion / Acceptance
b. Project Site
Approved Plans
General Specifications
Project Logbook
Work Schedule with S-curve
Materials Logbook
VII. CONSTRUCTION METHODOLOGY FOR EVACUATION CENTERS
b. Project Site
Report on Concreting Works
Site Inspection File
Pouring Permits
Progress Photographs
Concrete curing
Formworks stripping for beam sides
Repeat the procedure for roof deck
Start masonry works at ground floor
VII. CONSTRUCTION METHODOLOGY FOR EVACUATION CENTERS
a. Office
Contract Documents
Program of Works (POW)
Variation Orders (VO)
Project Inspection Report
Monthly Materials Report
VII. CONSTRUCTION METHODOLOGY FOR EVACUATION CENTERS
a. Office
Statement of Works Accomplished (SWA)
Final Inspection Report
As-built Plan
Certificate of Completion / Acceptance
b. Project Site
Approved Plans
General Specifications
Project Logbook
Work Schedule with S-curve
Materials Logbook
VII. CONSTRUCTION METHODOLOGY FOR EVACUATION CENTERS
b. Project Site
Report on Concreting Works
Site Inspection File
Pouring Permits
Progress Photographs