SCHEDULE OF BEAMS

bxd mm bxd mm
DESCRIPTION AT SUPPORT AT MIDSPAN

2 pcs - 16 mm φ RSB TOP BARS 2 pcs - 16 mm φ RSB TOP BARS 2

TB 250x250mm 250x250mm
2 pcs - 16 mm φ BOTTOM BARS pcs - 16 mm φ BOTTOM BARS

4 pcs - 16 mm φ RSB TOP BARS 2 pcs - 16 mm φ RSB TOP BARS

FB-1 200x350mm 200x350mm
2 pcs - 16 mm φ BOTTOM BARS 4 pcs - 16 mm φ BOTTOM BARS

2 pcs - 16 mm φ RSB TOP BARS 2 pcs - 16 mm φ RSB TOP BARS

FB-2 200x350mm 200x350mm
3 pcs - 16 mm φ BOTTOM BARS 3 pcs - 16 mm φ BOTTOM BARS

2 pcs - 16 mm φ RSB TOP BARS 2 pcs - 16 mm φ RSB TOP BARS

FB-3/LB-1 150x200mm 150x200mm
2 pcs - 16 mm φ BOTTOM BARS 2 pcs - 16 mm φ BOTTOM BARS

5 pcs - 16 mm φ RSB TOP BARS 5 pcs - 16 mm φ RSB TOP BARS

CFB-1 200x350mm 200x350mm
2 pcs - 16 mm φ BOTTOM BARS 2 pcs - 16 mm φ BOTTOM BARS

3 pcs - 16 mm φ RSB TOP BARS 2 pcs - 16 mm φ RSB TOP BARS

RB-1 200x300mm 200x300mm
2 pcs - 16 mm φ BOTTOM BARS 3 pcs - 16 mm φ BOTTOM BARS
 STIRRUPS REMARKS
USE 10 MM φ RSB SPACES AS
FOLLOWS: 1 @ 50 mm., 3 @ 100
GRADE BEAM
mm., 3 @ 150 mm., rest @ 200
mm. O.C.
USE 10 MM φ RSB SPACES AS
FOLLOWS: 3 @ 50 mm., 3 @ 100
FLOOR BEAM
mm., 3 @ 150 mm., rest @ 20
mm. O.C.
USE 10 MM φ RSB SPACES AS
FOLLOWS: 3 @ 50 mm., 3 @ 100
FLOOR BEAM
mm., 3 @ 150 mm., rest @ 200
mm. O.C.
USE 10 MM φ RSB SPACES AS
FOLLOWS: 3 @ 50 mm., 3 @ 100
FLOOR BEAM
mm., 3 @ 150 mm., rest @ 200
mm. O.C.
USE 10 MM φ RSB SPACES AS
FOLLOWS: 3 @ 50 mm., 3 @ 100
FLOOR BEAM
mm., 3 @ 150 mm., rest @ 200
mm. O.C.
USE 10 MM φ RSB SPACES AS
FOLLOWS: 3 @ 50 mm., 3 @ 100
FLOOR BEAM
mm., 3 @ 150 mm., rest @ 200
mm. O.C.
 DESIGN INPUTS BEAM DESIGN DIMENSIONAL LIMIT
NSCP
Symbol Description Count Unit 418.6.2.1 A 418.6.2.1 B
PROVISION
Concrete
Mpa (N/sq. CRITERION
f'c Compressive 20.68
mm) SUMMARY
Strength
ln≥4d b shall be at least smaller of
Concrete
f'c Compressive 3,000.00 psi (lb/sq. ft) pp. 437 DIMENSION LONGITUDINAL REINFORCEMENT AT SUPPORT LONGITUDINAL REINFORCEMENT AT MIDSPAN TRANSVERSE REINFORCEMENT OTHERS
Strength
Steel Yield Mpa (N/sq.
fy 414.00 TOP RSB BOT RSB TOP RSB BOT RSB STIRRUPS
Strength mm)
effective
TOP RSB BOT RSB TOP RSB BOT RSB REMARKS ln (mm) 4d (mm) IMPRESSION REMARKS (B/H)>=0.3 IMPRESSION
Main RSB Steel BASE, b DEPTH, h TOP RSB φ BOT RSB φ TOP RSB φ BOT RSB φ RSB φ depth, d
fy 60,000.00 psi (lb/sq. ft) BEAM COUNT COUNT COUNT COUNT COUNT SPACING Pu
Yield Strength (mm) (mm) (mm) (mm) (mm) (mm) (mm)
(pcs) (pcs) (pcs) (pcs)
Stirrups Steel Mpa (N/sq.
fy 230.00 1 50 mm.
Yield Strength mm)
Stirrups Steel GRADE
fys 33,000.00 psi (lb/sq. ft) TB 250 250 2 16 2 16 2 16 2 16 10 3 100 mm. 2700 202 808 SAFE 1 SAFE
Yield Strength BEAM
3 150 mm.
REST AT 200 mm.
1 250 mm.
GRADE
TB' 250 250 2 16 2 16 2 16 2 16 10 3 300 mm. 700 202 808 UNSAFE SHORT BEAM 1 SAFE
BEAM
3 350 mm.
REST AT 400 mm.
3 50 mm.
NOTATION AND TERMINOLOGIES 3 100 mm.
FLOOR
length of clear span Projection of the beam width FB-1 200 350 4 16 2 16 2 16 4 16 10 2700 302 1208 SAFE 0.57142857 SAFE
ln measured from face to bp beyond the width of
supporting column
3 150 mm. BEAM
face of supports

ρ reinforcement ratio d effective depth REST AT 200 mm.

Concrete Section Gross Factored Axial
Ag Area Pu Compressive Force 3 50 mm.
FLOOR
FB-1' 200 350 4 16 2 16 2 16 4 16 10 3 100 mm. 1470 302 1208 SAFE 0.57142857 SAFE
BEAM
3 150 mm.
REST AT 200 mm.
3 50 mm.
FLOOR
FB-1'' 200 350 4 16 2 16 2 16 4 16 10 3 100 mm. 700 302 1208 UNSAFE SHORT BEAM 0.57142857 SAFE
BEAM
3 150 mm.
REST AT 200 mm.
3 50 mm.
SECONDARY 3 100 mm. FLOOR
FB-2 200 350 2 16 3 16 2 16 3 16 10 1800 302 1208 SAFE 0.57142857 SAFE
BEAM BEAM
3 150 mm.
REST AT 200 mm.

3 50 mm.
FLOOR
FB-3/LB-1 150 200 2 16 2 16 2 16 2 16 10 3 100 mm. 2700 152 608 SAFE 0.75 SAFE
BEAM
3 150 mm.
REST AT 200 mm.
3 50 mm.
FLOOR
CFB-1 200 350 5 16 2 16 5 16 2 16 10 3 100 mm. 1470 302 1208 SAFE 0.57142857 SAFE
BEAM
3 150 mm.
REST AT 200 mm.
3 50 mm.

3 100 mm. FLOOR

RB-1 200 300 3 16 2 16 2 16 3 16 10 2700 252 1008 SAFE 0.66666667 SAFE
BEAM
3 150 mm.
REST AT 200 mm.

3 50 mm.

3 100 mm. FLOOR

RB-1 200 300 3 16 2 16 2 16 3 16 10 700 252 1008 UNSAFE SHORT BEAM 0.66666667 SAFE
BEAM
3 150 mm.
REST AT 200 mm.
 LONGITUDINAL REINFORCEMENT

418.6.2.1 B 418.6.2.1 C 418.6.3.1 part 1 418.6.3.1 part 2 418.6.3.1 part 3 418.6.3.2

The positive moment at the joint face shall be at least 1/2 the
negative moment strength provided at that face of the joint. For
beams shall have 2 continuous bars at
b shall be at least smaller of 0.3h and 250 mm. bp shall not exceed smaller of c2 and 0.75c1 reinforcement ratio ρ shall not exceed 0.025 As shall be greater of As min 1 and As min 2 both negative and positive moment strength at any section along
top and bottom faces
the beam length shall be at least 1/4 the maximum moment
strength at the face of either joint.

GOVERNING ρ TOP ρ BOT As min 1 As min 2 RSB COUNT

BEAM WIDTH
VALUE IMPRESSIO TOP BOT As min
(MINIMUM 250 IMPRESSION REMARKS bp c2 0.75c1 IMPRESSION IMPRESSION As TOP IMPRESSION As BOT IMPRESSION LOCATION
(SMALLER OF N BARS≥2 BARS≥2 ρ TOP = As ρ BOT = As GOVERNING RIGHT
MM LEFT SUPPORT MIDDLE SPAN
C2 AND 0.75C1) TOP / bd BOT / bd SUPPORT

TOP 2 2 2

250 SAFE 250 1300 975 975 SAFE YES YES SAFE 0.0064339818 0.0064339818 SAFE 138.67759868 170.77294686 138.67759868 402.12385966 SAFE 402.12385966 SAFE BOTTOM 2 2 2
TOP RSB SAFE
IMPRESSI0N SAFE SAFE
BOT RSB SAFE
TOP 2 2 2
250 SAFE 250 1300 975 975 SAFE YES YES SAFE 0.0064339818 0.0064339818 SAFE 138.67759868 170.77294686 138.67759868 402.12385966 SAFE 402.12385966 SAFE BOTTOM 2 2 2
TOP RSB SAFE
IMPRESSI0N SAFE SAFE
BOT RSB SAFE
TOP 4 2 4
NOT PASSING BOTTOM 2 4 2
MINIMUM
200 UNSAFE 200 1300 975 975 SAFE YES YES SAFE 0.0114892531 0.0057446266 SAFE 165.86390021 204.25120773 165.86390021 804.24771932 SAFE 402.12385966 SAFE
BEAM WIDTH TOP RSB SAFE
(250 MM) IMPRESSI0N SAFE SAFE
BOT RSB SAFE

NOT PASSING TOP 4 2 4

MINIMUM
200 UNSAFE 200 1300 975 975 SAFE YES YES SAFE 0.0114892531 0.0057446266 SAFE 165.86390021 204.25120773 165.86390021 804.24771932 SAFE 402.12385966 SAFE BOTTOM 2 4 2
BEAM WIDTH
TOP RSB SAFE
(250 MM) IMPRESSI0N SAFE SAFE
BOT RSB SAFE
NOT PASSING TOP 4 2 4
MINIMUM
200 UNSAFE 200 1300 975 975 SAFE YES YES SAFE 0.0114892531 0.0057446266 SAFE 165.86390021 204.25120773 165.86390021 804.24771932 SAFE 402.12385966 SAFE BOTTOM 2 4 2
BEAM WIDTH
TOP RSB SAFE
(250 MM) IMPRESSI0N SAFE SAFE
BOT RSB SAFE
TOP 2 2 2
NOT PASSING
MINIMUM BOTTOM 3 3 3
200 UNSAFE 200 1300 975 975 SAFE YES YES SAFE 0.0057446266 0.0086169398 SAFE 165.86390021 204.25120773 165.86390021 402.12385966 SAFE 603.18578949 SAFE
BEAM WIDTH
TOP RSB SAFE
(250 MM) IMPRESSI0N SAFE SAFE
BOT RSB SAFE

NOT PASSING TOP 2 2 2

MINIMUM
150 UNSAFE 150 1300 975 975 SAFE YES YES SAFE 0.0134041287 0.0134041287 SAFE 62.610876237 77.101449275 62.610876237 402.12385966 SAFE 402.12385966 SAFE BOTTOM 2 2 2
BEAM WIDTH
TOP RSB SAFE
(250 MM) IMPRESSI0N SAFE SAFE
BOT RSB SAFE
NOT PASSING TOP 5 5 5
MINIMUM
200 UNSAFE 200 1300 975 975 SAFE YES YES SAFE 0.0143615664 0.0057446266 SAFE 165.86390021 204.25120773 165.86390021 1005.3096491 SAFE 402.12385966 SAFE BOTTOM 2 2 2
BEAM WIDTH
TOP RSB SAFE
(250 MM) IMPRESSI0N UNSAFE UNSAFE
BOT RSB SAFE
TOP 3 2 3
NOT PASSING
MINIMUM BOTTOM 2 3 2
200 UNSAFE 200 1300 975 975 SAFE YES YES SAFE 0.0100530965 0.0067020643 SAFE 138.40298958 170.43478261 138.40298958 603.18578949 SAFE 402.12385966 SAFE
BEAM WIDTH
TOP RSB SAFE
(250 MM) IMPRESSI0N SAFE SAFE
BOT RSB SAFE

TOP 3 2 3
NOT PASSING
MINIMUM BOTTOM 2 3 2
200 UNSAFE 200 1300 975 975 SAFE YES YES SAFE 0.0100530965 0.0067020643 SAFE 138.40298958 170.43478261 138.40298958 603.18578949 SAFE 402.12385966 SAFE
BEAM WIDTH
TOP RSB SAFE
(250 MM) IMPRESSI0N SAFE SAFE
BOT RSB SAFE

NOTE: MINIMUM BOT RSB FOR RB-1 SHOULD BE 3

PCS
 TRANSVERSE REINFORCEMENT SHEAR STRENGTH

418.6.3.3 418.6.4.1 425.7.2.3 418.6.4.3 418.6.4.4 418.6.4

Hoops shall be provided in the following regions STIRRUPS WITH SEISMIC

Lap Splices shall not be within the: Rectilinear ties shall be arranged by: Hoops in the beam shall be composed of: Hoop Spacing shall not exceed the smallest of: HOOPS REQUIREMENT
of the beam HOOK REQUIREMENT
Lap Splice Spacing shall not
exceed d/4 and 100 mm
beyond beam span according
PLAN INSPECTION PLAN INSPECTION PLAN INSPECTION PLAN INSPECTION along beam span according to 418.6.4.1
to 418.6.4.1

2x the distance of a) Over a length equal to b) Over a length equal b) No unsupported bar
GOVERNING distance of 2x a) Corner of a tie
beam depth from 2x to beam depth from to twice the beam shall be farther than 150 a) Stirrups with seismic GOVERNING IMPRESSIO Ag (sq. Ag(f'c)/10
d/4 LAP SPLICE joint H from the face not more than 135 b) Cross tie a) d/4 (mm) b) 6φ (mm) c) 150mm IMPRESSION Ag(f;c)20 IMPRESSION
critical section face of column towards depth on the beam's mm clear on each side hooks at both ends VALUE N mm) (N)
LENGNTH of the joint deg.
(midspan) midspan, at both ends critical point (midspan) along the tie

STIRRUPS WITH
HOOPS NOT
50.5 50 SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE 50.5 96 150mm 50 UNSAFE 62500 129250 64625 SEISMIC HOOKS
REQUIRED
NOT REQUIRED

STIRRUPS WITH
HOOPS NOT
50.5 50 SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE 50.5 96 150mm 50 UNSAFE 62500 129250 64625 SEISMIC HOOKS
REQUIRED
NOT REQUIRED

STIRRUPS WITH
HOOPS NOT
75.5 75 SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE 75.5 96 150mm 75 UNSAFE 70000 144760 72380 SEISMIC HOOKS
REQUIRED
NOT REQUIRED

STIRRUPS WITH
HOOPS NOT
75.5 75 SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE 75.5 96 150mm 75 UNSAFE 70000 144760 72380 SEISMIC HOOKS
REQUIRED
NOT REQUIRED

STIRRUPS WITH
HOOPS NOT
75.5 75 SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE 75.5 96 150mm 75 UNSAFE 70000 144760 72380 SEISMIC HOOKS
REQUIRED
NOT REQUIRED

STIRRUPS WITH
HOOPS NOT
75.5 75 SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE 75.5 96 150mm 75 UNSAFE 70000 144760 72380 SEISMIC HOOKS
REQUIRED
NOT REQUIRED

STIRRUPS WITH
HOOPS NOT
38 35 SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE 38 96 150mm 35 UNSAFE 30000 62040 31020 SEISMIC HOOKS
REQUIRED
NOT REQUIRED

STIRRUPS WITH
HOOPS NOT
75.5 75 SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE 75.5 96 150mm 75 UNSAFE 70000 144760 72380 SEISMIC HOOKS
REQUIRED
NOT REQUIRED

STIRRUPS WITH
HOOPS NOT
63 60 SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE 63 96 150mm 60 UNSAFE 60000 124080 62040 SEISMIC HOOKS
REQUIRED
NOT REQUIRED

STIRRUPS WITH
HOOPS NOT
63 60 SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE SAFE 63 96 150mm 60 UNSAFE 60000 124080 62040 SEISMIC HOOKS
REQUIRED
NOT REQUIRED
.4

if hooks are not

required, stirrup with
seismic hooks is
required with spacing
not more than d/2
throughout the beam PLAN
INSPECTION

spacing, s

100 SAFE

100 SAFE

150 SAFE

150 SAFE

150 SAFE

150 SAFE

75 SAFE

150 SAFE

125 SAFE

125 SAFE
DIMENSIONAL LIMITS
a. Shortest dimension of column to be earthquake resistant shall be atleast 300 mm
b. Ratio of shortest dimension to the perpendicular dimension shall be atleast 0.4

LONGITUDINAL REINFORCEMENT
a. 1% to 6% of gross area (Ag) ang longitudinal reinforcement (Ast)
Ast= 0.1Ag to 0.6Ag
b. Circular hoops= 6 longitudinal bars

TRANSVERSE REINFORCEMENT= TIES

Importance
To confine the core concrete
To provide lateral support to longitudinal reinforcement
To confine the longitudinal reinforcement lap splices
To provide shear strength

Length of Confinement Tie Zone MAX OF THE FF.

a. depth of the largest cross sectional column (top & bottom)
b. 1/6 of the clear height
c. 460 mm

Spacing Requirements along confinement zone EQUAL OR LESS THAN THE FF

MAXIMUM SPACING OF TRANSVERSE REINFORCEMENT ALONG Lo
a. 1/4 of the min column dimension
b. 6 times the dia. of the smallest longitudinal bars
c. So= 100 + (350 - hx)/3
where: So= 100 to 150 mm

D= Depth
CC= 40mm (MIN)
dia (ties)
dia (bar)

REQUIRED
EXAMPLE
CONCRETE STRENGTH FACTOR
a. kf (concrete strength factor)= (f'c/175)+ 0.6 must be greater or equal to 1.0
b. kn (confinement effectiveness factor)= nl/(nl-1)
where nl= number of longitudinal bars around the perimeter

Spacing Requirements beyond confinement zone MAXIMUM OF THE FF

a. 6 times the dia. of bars
b. 6 times the dia. of the smallest longitudinal bars

Exception is where the column longitudinal reinforcement is lap spliced

* Along splice zone use s1 or use 100 mm OC spacing
al reinforcement is lap spliced
 SCHEDULE OF COLUMNS
bxd mm
DESCRIPTION STEEL BARS DIMENSION TIES
USE 10 MM φ LATERAL TIES
SPACED AS FOLLOWS: 2 @
C2F2 6 pcs - 16 mm φ RSB 800x800mm
0.05m., 6 @ 0.10m., rest @ 0.20
mm. O.C.
USE 10 MM φ LATERAL TIES
SPACED AS FOLLOWS: 2 @ 0.05
C1F1 8 pcs - 16 mm φ RSB 1300x1300mm
m., 4 @ 0.10 m., 4 @ 0.15 m., rest
@ 0.20 m. O.C.
REMARKS
 DESIGN INPUTS
NSCP
Symbol Description Count Unit
PROVISION
Concrete
Mpa (N/sq. CRITERION
f'c Compressive 20.68
mm) SUMMARY
Strength
Concrete
f'c Compressive 3,000.00 psi (lb/sq. ft) pp. 418 DIMENSION
Strength
Steel Yield Mpa (N/sq.
fy 414.00
Strength mm)

Steel Yield BASE (b) DEPTH (d)

fy 60,000.00 psi (lb/sq. ft) COLUMN
Strength [mm] [mm]

Ultimate Axial
Pu
Load
Steel Yield Mpa (N/sq.
fyt 414.00 C2F2 800 800
Strength mm)

C1F1 1300 1300

 COLUMN DE

LONGITUDINAL
TRANSVERS
REINFORCEMENT

ALONG CONFINEMENT

CLEAR LENGTH OF CC SPACING OF

RSB COUNT RSB φ RSB φ SPACING
HEIGHT (lu) CONFINEMENT RSB COUNT (pcs) LONGITUDINAL
(pcs) (mm) (mm) (s1) [mm]
[mm] ZONE (Lo) [mm] BAR (xi) [mm]

6 16 1600 801 4 10 50 228

8 16 1600 1301 11 10 50 118.4

 COLUMN DESIGN

TRANSVERSE REINFORCEMENT

ALONG CONFINEMENT ZONE

AREA OF CONCRETE
MAX. CC SPACING BASE OF AREA OF CONFINEMENT
TRANSVERSE STRENGTH
OF HOOP (Hx) CONCRETE CORE CONCRETE CORE EFFECTIVENESS
REINFORCEMENT FACTOR (kf)
[mm] (bc) [mm] (Ac) [mm2] FACTOR (kn)
(Ash) [mm2] [MPa]

0.72
254 720 518400 314 1.20

UNSAFE

0.72
144.4 1220 1488400 864 1.05
UNSAFE
 DIMENSION
418.7.2.1

Shortest cross-sectional
Ratio of shortest cross-sectional dime
dimension shall be atleast
the perpendicular simension shall b
300 mm
SHEAR STRENGTH

BEYOND CONFINEMENT
ZONE SHORTEST SHORTER
DIM. OF DIM. OF
DESIGN MAX. PROBABLE ULTIMATE IMPRESSION
SPACING CONCRETE CONCRETE
S1 (mm) SHEAR FLEXURAL STRENGTH AXIAL
(s2)[mm] [mm] [mm]
FORCE (Vc) (Mpr) FORCE (Pu)

100 150 800 SAFE 800

100 150 1300 SAFE 1300

 DIMENSIONAL LIMIT LONGITUDINAL REINFORCEMEN
418.7.2.1 418.7.3.1 418.7.4.1.

Ratio of shortest cross-sectional dimension to Flexural strength of the columns shall satisfy Area of longitudinal reinforcement shall be 1% to
the perpendicular simension shall be 0.4 ∑Mnc >= (6/5) ∑Mnb 6% of the gross section area

CONCRETE
LONGER DIM. OF AREA OF RSB GROSS SECTION
IMPRESSION
CONCRETE [mm] (Ast) [mm2] AREA (Ag)
∑Mnc ∑Mnb IMPRESSION
[mm2]

800 SAFE SAFE 1206 640000

1300 SAFE SAFE 1608 1690000

ITUDINAL REINFORCEMENT
418.7.4.1. 418.7.5.1. 418.7

For circular
einforcement shall be 1% to hoops, there Length of confinement zone (Lo) shall be at least the largest
MAXIMUM SPACING OF TRA
gross section area shall be atleast of:
6 bars

LARGEST CROSS
ONE SIXTH EQUATIONS TO
SECTIONAL
IMPRESSION IMPRESSION OF CLEAR 450 mm IMPRESSION BE APPLIED
DIMENSION (Hc)
HEIGHT [mm] ACI 318
[mm]

UNSAFE SAFE 800 267 450 SAFE A and B

UNSAFE SAFE 1300 267 450 SAFE A and B

 TRANSVERSE REINFORCEMENT
418.7.5.2. 418.7.5.3.

MAXIMUM SPACING OF TRANSVERSE REINFORCEMENT

MAXIMUM SPACING OF TRANSVERSE REINFORCEMENT
Spacing of transverse reinforcement (s1) along confinement zone
shall not exceed the smallest of:

6 TIMES THE
1/4 OF LEAST
DIA. OF THE
COLUMN
Ag / sbc EQ. A EQ. B EQ. C IMPRESSION SMALLEST So [mm]
DIMENSION
LONGITUDINAL
[mm]
BAR [mm]

132
0.0087 0.0035 0.0045 0.0000 UNSAFE 200 96

SAFE

169
0.0142 0.0020 0.0045 0.0000 UNSAFE 325 96
UNSAFE
 SHEAR STRENGTH
418.7.5.5. 418.7.6.1

ERSE REINFORCEMENT
Spacing beyond the confinement tie zone (s2) shall
not exceed the smaller of:
s1) along confinement zone
smallest of:

6 TIMES THE FACTORED

IMPRESSION DIA. OF THE RSB 150 mm IMPRESSION SHEAR IMPRESSION
[mm] CALCULATED

SAFE 96 150 UNSAFE SAFE

SAFE 96 150 UNSAFE SAFE

 Mass Irregularity Check
Table 208-9
NSCP 2015 (1st Printing) Provision: M/M < 1.5 to prevent Weight (Mass) Irregularity. Roof beams are not
considered.
Mass Mass
EQ Mass in the X
Storey Level M/M above Irregularity M/M below Irregularity
Direction direction, M (kg)
Check Check
Roof Beam
5th Floor 1 1 REGULAR
EQ X 4th Floor 1 1 REGULAR 1 REGULAR
Grid A / Grid
3rd Floor 1 1 REGULAR 1 REGULAR
B
2nd Floor 1 1 REGULAR
Roof Beam
5th Floor 1 1 REGULAR
EQ Y 4th Floor 1 1 REGULAR 1 REGULAR
3rd Floor 1 1 REGULAR 1 REGULAR
2nd Floor 1 1 REGULAR
Mass Mass
EQ Mass in the X
Storey Level M/M above Irregularity M/M below Irregularity
Direction direction, M (kg)
Check Check
Roof Beam
5th Floor 1 1 REGULAR
GRID B / EQ X 4th Floor 1 1 REGULAR 1 REGULAR
GRID C / 3rd Floor 1 1 REGULAR 1 REGULAR
GRID D 2nd Floor 1 1 REGULAR
Roof Beam
5th Floor 1 1 REGULAR
EQ Y 4th Floor 1 1 REGULAR 1 REGULAR
3rd Floor 1 1 REGULAR 1 REGULAR
2nd Floor 1 1 REGULAR
Mass Mass
EQ Mass in the X
Storey Level M/M above Irregularity M/M below Irregularity
Direction direction, M (kg)
Check Check
Roof Beam
5th Floor 1 1 REGULAR
GRID D / EQ X 4th Floor 1 1 REGULAR 1 REGULAR
GRID E / 3rd Floor 1 1 REGULAR 1 REGULAR
GRID F 2nd Floor 1 1 REGULAR
Roof Beam
5th Floor 1 1 REGULAR
EQ Y 4th Floor 1 1 REGULAR 1 REGULAR
3rd Floor 1 1 REGULAR 1 REGULAR
2nd Floor 1 1 REGULAR
Mass Mass
EQ Mass in the X
Storey Level M/M above Irregularity M/M below Irregularity
Direction direction, M (kg)
Check Check
Roof Beam
5th Floor 1 1 REGULAR
GRID F / EQ X 4th Floor 1 1 REGULAR 1 REGULAR
GRID G / 3rd Floor 1 1 REGULAR 1 REGULAR
GRID H 2nd Floor 1 1 REGULAR
Roof Beam
5th Floor 1 1 REGULAR
EQ Y 4th Floor 1 1 REGULAR 1 REGULAR
3rd Floor 1 1 REGULAR 1 REGULAR
2nd Floor 1 1 REGULAR
 Mass Mass
EQ Mass in the X
Storey Level M/M above Irregularity M/M below Irregularity
Direction direction, M (kg)
Check Check
Roof Beam
5th Floor 1 1 REGULAR
EQ X 4th Floor 1 1 REGULAR 1 REGULAR
GRID H /
3rd Floor 1 1 REGULAR 1 REGULAR
GRID I
2nd Floor 1 1 REGULAR
Roof Beam
5th Floor 1 1 REGULAR
EQ Y 4th Floor 1 1 REGULAR 1 REGULAR
3rd Floor 1 1 REGULAR 1 REGULAR
2nd Floor 1 1 REGULAR
 Mass Irregularity Check
Table 208-9
NSCP 2015 (1st Printing) Provision: M/M < 1.5 to prevent Weight (Mass) Irregularity. Roof beams are not
considered.
Mass Mass
EQ Mass in the X
Storey Level M/M above Irregularity M/M below Irregularity
Direction direction, M (kg)
Check Check
Roof Beam
Grid A / Grid
EQ X 3rd Floor 1 1 REGULAR
B
2nd Floor 1 1 REGULAR
Roof Beam
EQ Y 3rd Floor 1 1 REGULAR
2nd Floor 1 1 REGULAR
Mass Mass
EQ Mass in the X
Storey Level M/M above Irregularity M/M below Irregularity
Direction direction, M (kg)
Check Check
GRID B / Roof Beam
GRID C / EQ X 3rd Floor 1 1 REGULAR
GRID D 2nd Floor 1 1 REGULAR
Roof Beam
EQ Y 3rd Floor 1 1 REGULAR
2nd Floor 1 1 REGULAR
Mass Mass
EQ Mass in the X
Storey Level M/M above Irregularity M/M below Irregularity
Direction direction, M (kg)
Check Check
GRID D / Roof Beam
GRID E / EQ X 3rd Floor 1 1 REGULAR
GRID F 2nd Floor 1 1 REGULAR
Roof Beam
EQ Y 3rd Floor 1 1 REGULAR
2nd Floor 1 1 REGULAR
Mass Mass
EQ Mass in the X
Storey Level M/M above Irregularity M/M below Irregularity
Direction direction, M (kg)
Check Check
GRID F / Roof Beam
GRID G / EQ X 3rd Floor 1 1 REGULAR
GRID H 2nd Floor 1 1 REGULAR
Roof Beam
EQ Y 3rd Floor 1 1 REGULAR
2nd Floor 1 1 REGULAR
Mass Mass
EQ Mass in the X
Storey Level M/M above Irregularity M/M below Irregularity
Direction direction, M (kg)
Check Check
Roof Beam
GRID H /
EQ X 3rd Floor 1 1 REGULAR
GRID I
2nd Floor 1 1 REGULAR
Roof Beam
EQ Y 3rd Floor 1 1 REGULAR
2nd Floor 1 1 REGULAR
 TORSIONAL IRREGULARITY CHECK BASE ON NSCP 2015, 1ST PRINTING

IN ACCORDANCE TO SECTION 208.4.5.2

EARTHQUAKE: X-DIRECTION
DRIFTS ACCIDENTAL TORSION
LENGTH AMPLIFICATION
CHECK FOR
STOREY ALONG X- FACTOR
RATIO TORSIONAL
LEVEL DIRECTION MAX AVERAGE IRREGULARITY 𝑨_█(𝑿
(m) DRIFT DRIFT
@)
ROOF 3 1.797 IRREGULAR 2.24250625
STORY 5 3 1.79 IRREGULAR 2.22506944444444
STORY 4 3 3 IRREGULAR 3
STORY 3 3 0.5 REGULAR
STORY 2 3 1 REGULAR
STORY 1 3 2 IRREGULAR 2.77777777777778

TORSIONAL IRREGULARITY CHECK BASE ON NSCP 2015, 1ST PRINTING

IN ACCORDANCE TO SECTION 208.4.5.2

EARTHQUAKE: Y-DIRECTION
DRIFTS ACCIDENTAL TORSION
LENGTH AMPLIFICATION
CHECK FOR
STOREY ALONG X- FACTOR
RATIO TORSIONAL
LEVEL DIRECTION MAX AVERAGE IRREGULARITY 𝑨_█(𝑿
(m) DRIFT DRIFT
@)
ROOF 3 1.797 IRREGULAR 2.24250625
STORY 5 3 1.79 IRREGULAR 2.22506944444444
STORY 4 3 3 IRREGULAR 3
STORY 3 3 0.5 REGULAR
STORY 2 3 1 REGULAR
STORY 1 3 2 IRREGULAR 2.77777777777778
5, 1ST PRINTING

ECCENTRICITY
ECCENTRICITY
% ABSOLUTE
LENGTH (M)
0.11212531 0.3363759375
0.11125347 0.33376041666667
0.15 0.45

0.13888889 0.41666666666667

5, 1ST PRINTING

ECCENTRICITY
ECCENTRICITY
% ABSOLUTE
LENGTH (M)
0.11212531 0.3363759375
0.11125347 0.33376041666667
0.15 0.45

0.13888889 0.41666666666667
 Stiffness Irregularity Check

Table 208-9 (Vertical Structu

NSCP 2015 (1st Printing) Provision: Lateral stiffness < 70% of that i
Lateral stiffness < 80% of average stiffn

STIFFNESS IN
EQ DIRECTION STOREY LEVEL X- DIRECTION K/ Kabove
[kN/m]

K 0.7
ROOF BEAM 250720.00
GRID A/ GRID B 4TH FLOOR 327500.00 1.31
EQ X
3RD FLOOR 327500.00 1.00
2ND FLOOR 472907.00 1.44
ROOF BEAM 250720.00
4TH FLOOR 327500.00 1.31
EQ Y
3RD FLOOR 327500.00 1.00
2ND FLOOR 472907.00 1.44

STIFFNESS IN
EQ DIRECTION STOREY LEVEL X- DIRECTION K/ Kabove
[kN/m]

K 0.7

ROOF BEAM 250720.00

GRID C/ GRID D 4TH FLOOR 327500.00 1.31
EQ Y
3RD FLOOR 327500.00 1.00
2ND FLOOR 472907.00 1.44
ROOF BEAM 250720.00
4TH FLOOR 327500.00 1.31
EQ Y
3RD FLOOR 327500.00 1.00
2ND FLOOR 472907.00 1.44

STIFFNESS IN
EQ DIRECTION STOREY LEVEL X- DIRECTION K/ Kabove
[kN/m]

K 0.7
ROOF BEAM 250720.00

GRID D/ GRID E 4TH FLOOR 327500.00 1.31

EQ X
3RD FLOOR 327500.00 1.00
2ND FLOOR 472907.00 1.44
ROOF BEAM 250720.00
4TH FLOOR 327500.00 1.31
EQ Y
3RD FLOOR 327500.00 1.00
2ND FLOOR 472907.00 1.44
 STIFFNESS IN
EQ DIRECTION STOREY LEVEL X- DIRECTION K/ Kabove
[kN/m]

K 0.7
ROOF BEAM 250720.00

GRID F/ GRID G 4TH FLOOR 327500.00 1.31

EQ Y
3RD FLOOR 327500.00 1.00
2ND FLOOR 472907.00 1.44
ROOF BEAM 250720.00
4TH FLOOR 327500.00 1.31
EQ Y
3RD FLOOR 327500.00 1.00
2ND FLOOR 472907.00 1.44

STIFFNESS IN
EQ DIRECTION STOREY LEVEL X- DIRECTION K/ Kabove
[kN/m]

K 0.7
ROOF BEAM 250720.00

GRID H/ GRID I 4TH FLOOR 327500.00 1.31

EQ X
3RD FLOOR 327500.00 1.00
2ND FLOOR 472907.00 1.44
ROOF BEAM 250720.00
4TH FLOOR 327500.00 1.31
EQ Y
3RD FLOOR 327500.00 1.00
2ND FLOOR 472907.00 1.44
regularity Check

Table 208-9 (Vertical Structural Irregularities)

Lateral stiffness < 70% of that in the story above or;

ral stiffness < 80% of average stiffness of the three stories above

AVERAGE OF
SOFT STOREY SOFT STOREY
STIFFNESS OF 3
IRREGULARITY K/ K₃SAAVE IRREGULARITY
STOREY ABOVE
CHECK CHECK
[kN/m]

K₃SAAVE 0.8

REGULAR
REGULAR
REGULAR 301906.67 1.57 REGULAR

REGULAR
REGULAR
REGULAR 301906.67 1.57 REGULAR

AVERAGE OF
SOFT STOREY SOFT STOREY
STIFFNESS OF 3
IRREGULARITY K/ K₃SAAVE IRREGULARITY
STOREY ABOVE
CHECK CHECK
[kN/m]

K₃SAAVE 0.8

REGULAR
REGULAR
REGULAR 301906.67 1.57 REGULAR

REGULAR
REGULAR
REGULAR 301906.67 1.57 REGULAR

AVERAGE OF
SOFT STOREY SOFT STOREY
STIFFNESS OF 3
IRREGULARITY K/ K₃SAAVE IRREGULARITY
STOREY ABOVE
CHECK CHECK
[kN/m]
K₃SAAVE 0.8

REGULAR
REGULAR
REGULAR 301906.67 1.57 REGULAR

REGULAR
REGULAR
REGULAR 301906.67 1.57 REGULAR
 AVERAGE OF
SOFT STOREY SOFT STOREY
STIFFNESS OF 3
IRREGULARITY K/ K₃SAAVE IRREGULARITY
STOREY ABOVE
CHECK CHECK
[kN/m]
K₃SAAVE 0.8

REGULAR
REGULAR
REGULAR 301906.67 1.57 REGULAR

REGULAR
REGULAR
REGULAR 301906.67 1.57 REGULAR

AVERAGE OF
SOFT STOREY SOFT STOREY
STIFFNESS OF 3
IRREGULARITY K/ K₃SAAVE IRREGULARITY
STOREY ABOVE
CHECK CHECK
[kN/m]
K₃SAAVE 0.8

REGULAR
REGULAR
REGULAR 301906.67 1.57 REGULAR

REGULAR
REGULAR
REGULAR 301906.67 1.57 REGULAR