I. REFERENCES IV.

BEAM/GIRDER INFORMATION
NATIONAL STRUCTURAL CODE OF Beam designation: LINE 15 (@K-L)
THE PHILIPPINES Beam classification: Interior Beam
Section Location: Midspan
II. GRAVITY LOADS Length, L = 7.025 m
Flange width,Bf = 1.688 m
Conc. Unit Wt. = 23.6 kN/m3 S1 = 1.350 m
SDL = 2.4 kPa S2 = 1.525 m
Wt. Of Slab = 3.1 kPa
t = 130.0 mm
Least of:
Live Load = 1.9 kPa L/4 = 1.756 m
= 0.0 kPa 16t + bw = 2.330 m
S1/2 +S2/2 +bw = 1.688 m
III. DESIGN STRESSES

Concrete:
At release of prestress:
fci = 35.0 MPa Flange thickness, Ft = 0.130 m
0.6 fci = 21.0 MPa Beam/Girder depth, d = 0.500 m
0.25 √fci = 1.5 MPa Beam/Girder width, bw = 0.250 m

At service condition:
f'c = 35.0 MPa
0.45 f'c = 15.8 MPa
0.62 √f'c = 3.7 MPa

Modulus of Elasticity of Concrete 1688

Ec, 4700 √f'c = 2.78E+04 MPa
Ecir, 4700 √fcir = 2.78E+04 MPa
500 A 130

Deformed bars:
B
Fy = 413.0 MPa

Prestressing steel: 250

fpu = 1860.0 MPa
fj, 0.8fpu = 1488.0 MPa
Ep = 1.93E+05 MPa
Area of cable for 12mmΦ, V. SECTION PROPERTIES
Aps = 98.71 mm2

SHAPE A SHAPE B
Assumed values for friction loss (Type of duct: Bright, metal sheathing)
K = 0.00656 K/m
Width 1688 Width 250
μ = 0.3

Depth 130 Depth 370

Area 219375 Area 92500

y 435 y 185

AreaA*y 9.54E+07 AreaB*y 1.71E+07

IA 3.09E+08 IB 1.06E+09

AreaA*d2 1.21E+09 AreaB*d2 2.86E+09

Total Area = 311875.00 mm2

Area*y = 1.13E+08 mm3

I = 1.36E+09 mm4

Area*d2 = 4.07E+09 mm4

Yt = 139.1 mm

Yb = 360.9 mm
Project: Proposed Three-Storey Residences Designed by:
Location: 27, 8th Street, New Manila, Quezon City Checked by:
Client:

IN.A. = 5.43E+09 mm4 -Mtotal -P +Pe

db + + = -3.01 Mpa
ST = 39028825.60 mm3
Sb A Sb

SB = 1.50E+07 mm3

Eccentricity at section = 0.0 mm -3.01 < -15.75 SAFE.

Dist. Of cable from ext fiber = 139.1 mm

VII. CONSIDERING LOSSES

VI. CHECKING OF STRESSES (PRESTRESS + PERMANENT)

MDL = 40.0 Knm

Time Dependent Losses = 277.0 Mpa
Net Prestressing force, Fnet = (Fj - ∑Losses) (Acables)
Fnet per cable = 110.00 KN

Fnet = ( 1488 - 277 ) ( 98.71 )

No. Of cables = 1.0 pcs
= 119.5 KN

###DUE TO GRAVITY LOADS Prestressing force at release:

Fi = (Fj - FR) (Acables)

+Mtotal 40.0
dt
= = = 1.02 Mpa Fi = 143.5 KN
St 3.90E+07

1.0 DUE TO PRESTRESS AT RELEASE

-Mtotal -40.0
db
= = = -2.66 Mpa
Sb 1.50E+07 -Pi (Pi)e
dt = +
A ST
2.0 DUE TO PRESTRESS LOADS
-1.44E+05 0.00E+00
dt = + = -0.46 Mpa
-P -Pe 311875.0 3.90E+07
dt = + =
A St

-110000.0 0.0 - Pi -(Pi)e

dt = + = -0.35 Mpa db = +
311875.0 39028825.6 A Sb

-1.44E+05 0.0
db = + = -0.46 Mpa
-P +Pe 311875.0 15049934.8
db = + =
A Sb
2.0 DUE TO GIRDER WEIGHT

-110000.0 0.0
db + = -0.35 Mpa +Mtotal -133.00
311875.0 15049934.8 dt = = = -3.4077
St 3.90E+07

3.0 COMBINED STRESSES (SERVICE DEAD)

-Mtotal 133.0
db = = = 8.8 Mpa
+Mtotal -P -Pe Sb 1.50E+07
dt = + + = 0.67 Mpa
St A St

0.67 < 3.67 SAFE.

Project: Proposed Three-Storey Residences Designed by:
Location: Checked by:
Client:

VII. CHECKING OF STRESSES (PRESTRESS + SVC LOADS) VIII. CHECK ULTIMATE MOMENT CAPACITY

MSVC = 40.0 Knm

Aps (TOTAL) = (ncables) (Aps)
Fnet per cable = 110.00 KN
Aps (TOTAL) = 98.7 mm2
No. Of cables = 1.0 pcs

fpu = 1488.0 MPa

###DUE TO DEAD LOAD AND LIVE LOAD

Dtotal = 500.0 mm
+Mtotal 40.0
d = 360.9 mm
dt
= = = 1.0248835 Mpa
St 3.90E+07

Depth of rectangular stress block:

-Mtotal -40.0
Aps (fpu) ( 98.71 ) ( 1488 )
db
= = = -2.66 Mpa a = =
0.85f'cb 0.85 ( 35 ) ( 1687.5 )
Sb 1.50E+07

a = 2.9 mm < tflange

2.0 DUE TO PRESTRESS LOADS

Aps ( 98.71 )
ρ = = = 0.00016
bd ( 1687.5( )360.851703406814 )
-P -Pe
dt = + =
0.28 (fpu) (ρ)
A St fsu = fpu (1 -
β fc' )
0.28 * 1488 * 0.00016
-110000.0 0.0 fsu = 1488 (1 - )
0.81 * 35
dt = + = -0.35 Mpa
311875.0 39028825.6 fsu = 1484.5 Mpa

Considering prestressing steel only:

-P +Pe
p*fsu
db = + = Mucap = [
Φ Aps*fsu*d( 1-0.6
fc'
)]
A Sb

-110000.0 0.0 Mucap = 47.4 Knm

db + = -0.35 Mpa
311875.0 15049934.8 Mact = 96.0 Knm

Mucap < Mucap Remarks: PROVIDE NON PT

3.0 COMBINED STRESSES (SERVICE LOADS)
REINF.

-Mtotal -P -Pe
dt = + + = 0.67 Mpa
IX. DEFORMED BAR REQUIREMENT (IF ANY)
St A St

YB = 360.9 mm
YC = 139.1 mm

0.67 < 3.67 SAFE.

139.1

+Mtotal -P +Pe
500

db = + + = -3.01 Mpa
Sb A Sb
360.9

-3.01 < -15.75 SAFE.

15.75
IF Mcap < Mact:

Mact - Mcap = 48.6 KN-m

Say: 5- 20mm

AsFy ( 314.16 ) ( 5 ) ( 413 )

Ac = =
0.85fc' 0.85 ( 35 )

Ac = 21806.4 mm2

Ac 21806.4
a = =
b 1687.5

a = 12.9 mm

Mtu = Φ{AsFy[(h-d')-(a/2)]}

Mtu = 246.1
DEFLECTION:

L = 7.025 m
Eci = 27805.6 Mpa
Ec = 27805.6 Mpa

I(basic) = 1.0553E+09
I(T-section) = 1.3642E+09
e(T-section)= 0.0 mm

A. Camber due to prestressing

Initial Stress, fj = Jf -(FR+ES)

fj = 0.8fpu
fj = 1488.0 Mpa

Initial force P1 = fj(Aps)

= 146.9 KN

where:
Aps = n(Acable)
= 98.7

wps = 8Pe/L2 along length

= 0.0 kN/m
= 4Pe/L
wps = 0.0 kN/m

wg = 7.348 kN/m

Due to prestress:
δPs = 5WpsL4
384Eci(Ibasic)
δPs = 0.00 mm

Due to girder weight

δG = 5WGL4
384Eci(Ibasic)
δG = 6.14

Camber at release = -6.1 mm

B. Deflection
STAAD VALUE = 14.077 mm
(D+F+L) except SW

C. Net deflection vs. Allowable

δALLOW = L/480
= 14.6 mm

δNET = 20.2 mm
I. REFERENCES IV. BEAM/GIRDER INFORMATION
NATIONAL STRUCTURAL CODE OF Beam designation: LINE 15 (@K-L)
THE PHILIPPINES Beam classification: Interior Beam
Section Location: Midspan
II. GRAVITY LOADS Length, L = 7.025 m
Flange width,Bf = 1.688 m
Conc. Unit Wt. = 23.6 kN/m3 S1 = 1.350 m
SDL = 2.4 kPa S2 = 1.525 m
Wt. Of Slab = 3.1 kPa
t = 130.0 mm
Least of:
Live Load = 1.9 kPa L/4 = 1.756 m
= 0.0 kPa 16t + bw = 2.330 m
S1/2 +S2/2 +bw = 1.688 m
III. DESIGN STRESSES

Concrete:
At release of prestress:
fci = 35.0 MPa Flange thickness, Ft = 0.130 m
0.6 fci = 21.0 MPa Beam/Girder depth, d = 0.500 m
0.25 √fci = 1.5 MPa Beam/Girder width, bw = 0.250 m

At service condition:
f'c = 35.0 MPa
0.45 f'c = 15.8 MPa
0.62 √f'c = 3.7 MPa

Modulus of Elasticity of Concrete 1688

Ec, 4700 √f'c = 2.78E+04 MPa
Ecir, 4700 √fcir = 2.78E+04 MPa
500 A 130

Deformed bars:
B
Fy = 413.0 MPa

Prestressing steel: 250

fpu = 1860.0 MPa
fj, 0.8fpu = 1488.0 MPa
Ep = 1.93E+05 MPa
Area of cable for 12mmΦ, V. SECTION PROPERTIES
Aps = 98.71 mm2

SHAPE A SHAPE B
Assumed values for friction loss (Type of duct: Bright, metal sheathing)
K = 0.00656 K/m
Width 1688 Width 250
μ = 0.3

Depth 130 Depth 370

Area 219375 Area 92500

y 435 y 185

AreaA*y 9.54E+07 AreaB*y 1.71E+07

IA 3.09E+08 IB 1.06E+09

AreaA*d2 1.21E+09 AreaB*d2 2.86E+09

Total Area = 311875.00 mm2

Area*y = 1.13E+08 mm3

I = 1.36E+09 mm4

Area*d2 = 4.07E+09 mm4

Yt = 139.1 mm

Yb = 360.9 mm
Project: Proposed Three-Storey Residences Designed by:
Location: 27, 8th Street, New Manila, Quezon City Checked by:
Client:

IN.A. = 5.43E+09 mm4 +Mtotal -P -Pe

db + + = 2.28 Mpa
ST = 39028825.60 mm3
Sb A Sb

SB = 1.50E+07 mm3

Eccentricity at section = 185.9 mm 2.28 < 3.67 SAFE.

Dist. Of cable from ext fiber = 175.0 mm

VII. CONSIDERING LOSSES

VI. CHECKING OF STRESSES (PRESTRESS + PERMANENT)

MDL = 60.0 Knm

Time Dependent Losses = 277.0 Mpa
Net Prestressing force, Fnet = (Fj - ∑Losses) (Acables)
Fnet per cable = 110.00 KN

Fnet = ( 1488 - 277 ) ( 98.71 )

No. Of cables = 1.0 pcs
= 119.5 KN

###DUE TO GRAVITY LOADS Prestressing force at release:

Fi = (Fj - FR) (Acables)

-Mtotal -60.0
dt
= = = -1.54 Mpa Fi = 139.1 KN
St 3.90E+07

1.0 DUE TO PRESTRESS AT RELEASE

+Mtotal 60.0
db
= = = 3.99 Mpa
Sb 1.50E+07 -Pi (Pi)e
dt = +
A ST
2.0 DUE TO PRESTRESS LOADS
-1.39E+05 2.58E+07
dt = + = 0.22 Mpa
-P +Pe 311875.0 3.90E+07
dt = + =
A St

-110000.0 20443687.4 - Pi -(Pi)e

dt = + = 0.17 Mpa db = +
311875.0 39028825.6 A Sb

-1.39E+05 -25845636.5
db = + = -2.16 Mpa
-P -Pe 311875.0 15049934.8
db = + =
A Sb
2.0 DUE TO GIRDER WEIGHT

-110000.0 -20443687.4
db + = -1.71 Mpa -Mtotal -133.00
311875.0 15049934.8 dt = = = -3.4077
St 3.90E+07

3.0 COMBINED STRESSES (SERVICE DEAD)

+Mtotal 133.0
db = = = 8.8 Mpa
-Mtotal -P +Pe Sb 1.50E+07
dt = + + = -1.37 Mpa
St A St

-1.37 < -15.75 SAFE.

Project: Proposed Three-Storey Residences Designed by:
Location: Checked by:
Client:

VII. CHECKING OF STRESSES (PRESTRESS + SVC LOADS) VIII. CHECK ULTIMATE MOMENT CAPACITY

MSVC = 60.0 Knm

Aps (TOTAL) = (ncables) (Aps)
Fnet per cable = 110.00 KN
Aps (TOTAL) = 98.7 mm2
No. Of cables = 1.0 pcs

fpu = 1488.0 MPa

###DUE TO DEAD LOAD AND LIVE LOAD

Dtotal = 500.0 mm
-Mtotal -60.0
d = 325.0 mm
dt
= = = -1.537325 Mpa
St 3.90E+07

Depth of rectangular stress block:

+Mtotal 60.0
Aps (fpu) ( 98.71 ) ( 1488 )
db
= = = 3.99 Mpa a = =
0.85f'cb 0.85 ( 35 ) ( 1687.5 )
Sb 1.50E+07

a = 2.9 mm < tflange

2.0 DUE TO PRESTRESS LOADS

Aps ( 98.71 )
ρ = = = 0.00018
bd ( 1687.5 ) ( 325 )
-P +Pe
dt = + =
0.28 (fpu) (ρ)
A St fsu = fpu (1 -
β fc' )
0.28 * 1488 * 0.00018
-110000.0 20443687.4 fsu = 1488 (1 - )
0.81 * 35
dt = + = 0.17 Mpa
311875.0 39028825.6 fsu = 1484.1 Mpa

Considering prestressing steel only:

-P -Pe
p*fsu
db = + = Mucap = [
Φ Aps*fsu*d( 1-0.6
fc'
)]
A Sb

-110000.0 -20443687.4 Mucap = 42.7 Knm

db + = -1.71 Mpa
311875.0 15049934.8 Mact = 55.0 Knm

Mucap < Mucap Remarks: PROVIDE NON PT

3.0 COMBINED STRESSES (SERVICE LOADS)
REINF.

-Mtotal -P +Pe
dt = + + = -1.37 Mpa
IX. DEFORMED BAR REQUIREMENT (IF ANY)
St A St

YB = 360.9 mm
YC = 139.1 mm

-1.37 < -15.75 SAFE.

139.1

+Mtotal -P -Pe
500

db = + + = 2.28 Mpa
Sb A Sb
360.9

2.28 < 3.67 SAFE.

15.75
IF Mcap < Mact:

Mact - Mcap = 12.3 KN-m

Say: 5- 20mm

AsFy ( 314.16 ) ( 5 ) ( 413 )

Ac = =
0.85fc' 0.85 ( 35 )

Ac = 21806.4 mm2

Ac 21806.4
a = =
b 1687.5

a = 12.9 mm

Mtu = Φ{AsFy[(h-d')-(a/2)]}

Mtu = 246.1
DEFLECTION:

L = 7.025 m
Eci = 27805.6 Mpa
Ec = 27805.6 Mpa

I(basic) = 1.0553E+09
I(T-section) = 1.3642E+09
e(T-section)= 185.9 mm

A. Camber due to prestressing

Initial Stress, fj = Jf -(FR+ES)

fj = 0.8fpu
fj = 1488.0 Mpa

Initial force P1 = fj(Aps)

= 146.9 KN

where:
Aps = n(Acable)
= 98.7

wps = 8Pe/L2 along length

= 4.4 kN/m
= 4Pe/L
wps = 15.5 kN/m

wg = 7.348 kN/m

Due to prestress:
δPs = 5WpsL4
384Eci(Ibasic)
δPs = 3.70 mm

Due to girder weight

δG = 5WGL4
384Eci(Ibasic)
δG = 6.14

Camber at release = -2.4 mm

B. Deflection
STAAD VALUE = 14.077 mm
(D+F+L) except SW

C. Net deflection vs. Allowable

δALLOW = L/480
= 14.6 mm

δNET = 16.5 mm
I. REFERENCES IV. BEAM/GIRDER INFORMATION
NATIONAL STRUCTURAL CODE OF Beam designation: LINE 15 (@K-L)
THE PHILIPPINES Beam classification: Interior Beam
Section Location: Midspan
II. GRAVITY LOADS Length, L = 7.025 m
Flange width,Bf = 1.688 m
Conc. Unit Wt. = 23.6 kN/m3 S1 = 1.350 m
SDL = 2.4 kPa S2 = 1.525 m
Wt. Of Slab = 3.1 kPa
t = 130.0 mm
Least of:
Live Load = 1.9 kPa L/4 = 1.756 m
= 0.0 kPa 16t + bw = 2.330 m
S1/2 +S2/2 +bw = 1.688 m
III. DESIGN STRESSES

Concrete:
At release of prestress:
fci = 35.0 MPa Flange thickness, Ft = 0.130 m
0.6 fci = 21.0 MPa Beam/Girder depth, d = 0.500 m
0.25 √fci = 1.5 MPa Beam/Girder width, bw = 0.250 m

At service condition:
f'c = 35.0 MPa
0.45 f'c = 15.8 MPa
0.62 √f'c = 3.7 MPa

Modulus of Elasticity of Concrete 1688

Ec, 4700 √f'c = 2.78E+04 MPa
Ecir, 4700 √fcir = 2.78E+04 MPa
500 A 130

Deformed bars:
B
Fy = 413.0 MPa

Prestressing steel: 250

fpu = 1860.0 MPa
fj, 0.8fpu = 1488.0 MPa
Ep = 1.93E+05 MPa
Area of cable for 12mmΦ, V. SECTION PROPERTIES
Aps = 98.71 mm2

SHAPE A SHAPE B
Assumed values for friction loss (Type of duct: Bright, metal sheathing)
K = 0.00656 K/m
Width 1688 Width 250
μ = 0.3

Depth 130 Depth 370

Area 219375 Area 92500

y 435 y 185

AreaA*y 9.54E+07 AreaB*y 1.71E+07

IA 3.09E+08 IB 1.06E+09

AreaA*d2 1.21E+09 AreaB*d2 2.86E+09

Total Area = 311875.00 mm2

Area*y = 1.13E+08 mm3

I = 1.36E+09 mm4

Area*d2 = 4.07E+09 mm4

Yt = 139.1 mm

Yb = 360.9 mm
Project: Proposed Three-Storey Residences Designed by:
Location: 27, 8th Street, New Manila, Quezon City Checked by:
Client:

IN.A. = 5.43E+09 mm4 -Mtotal -P +Pe

db + + = -2.97 Mpa
ST = 39028825.60 mm3
Sb A Sb

SB = 1.50E+07 mm3

Eccentricity at section = 14.1 mm -2.97 < -15.75 SAFE.

Dist. Of cable from ext fiber = 125.0 mm

VII. CONSIDERING LOSSES

VI. CHECKING OF STRESSES (PRESTRESS + PERMANENT)

MDL = 41.0 Knm

Time Dependent Losses = 277.0 Mpa
Net Prestressing force, Fnet = (Fj - ∑Losses) (Acables)
Fnet per cable = 110.00 KN

Fnet = ( 1488 - 277 ) ( 98.71 )

No. Of cables = 1.0 pcs
= 119.5 KN

###DUE TO GRAVITY LOADS Prestressing force at release:

Fi = (Fj - FR) (Acables)

+Mtotal 41.0
dt
= = = 1.05 Mpa Fi = 143.2 KN
St 3.90E+07

1.0 DUE TO PRESTRESS AT RELEASE

-Mtotal -41.0
db
= = = -2.72 Mpa
Sb 1.50E+07 -Pi (Pi)e
dt = +
A ST
2.0 DUE TO PRESTRESS LOADS
-1.43E+05 2.03E+06
dt = + = -0.41 Mpa
-P -Pe 311875.0 3.90E+07
dt = + =
A St

-110000.0 -1556312.6 - Pi -(Pi)e

dt = + = -0.39 Mpa db = +
311875.0 39028825.6 A Sb

-1.43E+05 -2025870.4
db = + = -0.59 Mpa
-P +Pe 311875.0 15049934.8
db = + =
A Sb
2.0 DUE TO GIRDER WEIGHT

-110000.0 1556312.6
db + = -0.25 Mpa +Mtotal -133.00
311875.0 15049934.8 dt = = = -3.4077
St 3.90E+07

3.0 COMBINED STRESSES (SERVICE DEAD)

-Mtotal 133.0
db = = = 8.8 Mpa
+Mtotal -P -Pe Sb 1.50E+07
dt = + + = 0.66 Mpa
St A St

0.66 < 3.67 SAFE.

Project: Proposed Three-Storey Residences Designed by:
Location: Checked by:
Client:

VII. CHECKING OF STRESSES (PRESTRESS + SVC LOADS) VIII. CHECK ULTIMATE MOMENT CAPACITY

MSVC = 41.0 Knm

Aps (TOTAL) = (ncables) (Aps)
Fnet per cable = 110.00 KN
Aps (TOTAL) = 98.7 mm2
No. Of cables = 1.0 pcs

fpu = 1488.0 MPa

###DUE TO DEAD LOAD AND LIVE LOAD

Dtotal = 500.0 mm
+Mtotal 41.0
d = 375.0 mm
dt
= = = 1.0505056 Mpa
St 3.90E+07

Depth of rectangular stress block:

-Mtotal -41.0
Aps (fpu) ( 98.71 ) ( 1488 )
db
= = = -2.72 Mpa a = =
0.85f'cb 0.85 ( 35 ) ( 1687.5 )
Sb 1.50E+07

a = 2.9 mm < tflange

2.0 DUE TO PRESTRESS LOADS

Aps ( 98.71 )
ρ = = = 0.00016
bd ( 1687.5 ) ( 375 )
-P -Pe
dt = + =
0.28 (fpu) (ρ)
A St fsu = fpu (1 -
β fc' )
0.28 * 1488 * 0.00016
-110000.0 -1556312.6 fsu = 1488 (1 - )
0.81 * 35
dt = + = -0.39 Mpa
311875.0 39028825.6 fsu = 1484.6 Mpa

Considering prestressing steel only:

-P +Pe
p*fsu
db = + = Mucap = [
Φ Aps*fsu*d( 1-0.6
fc'
)]
A Sb

-110000.0 1556312.6 Mucap = 49.3 Knm

db + = -0.25 Mpa
311875.0 15049934.8 Mact = 41.0 Knm

Mucap > Mucap Remarks:

3.0 COMBINED STRESSES (SERVICE LOADS) SAFE

-Mtotal -P -Pe
dt = + + = 0.66 Mpa
IX. DEFORMED BAR REQUIREMENT (IF ANY)
St A St

YB = 360.9 mm
YC = 139.1 mm

0.66 < 3.67 SAFE.

139.1

+Mtotal -P +Pe
500

db = + + = -2.97 Mpa
Sb A Sb
360.9

-2.97 < -15.75 SAFE.

15.75
IF Mcap < Mact:

Mact - Mcap = -8.3 KN-m

Say: 5- 20mm

AsFy ( 314.16 ) ( 5 ) ( 413 )

Ac = =
0.85fc' 0.85 ( 35 )

Ac = 21806.4 mm2

Ac 21806.4
a = =
b 1687.5

a = 12.9 mm

Mtu = Φ{AsFy[(h-d')-(a/2)]}

Mtu = 246.1
DEFLECTION:

L = 7.025 m
Eci = 27805.6 Mpa
Ec = 27805.6 Mpa

I(basic) = 1.0553E+09
I(T-section) = 1.3642E+09
e(T-section)= 14.1 mm

A. Camber due to prestressing

Initial Stress, fj = Jf -(FR+ES)

fj = 0.8fpu
fj = 1488.0 Mpa

Initial force P1 = fj(Aps)

= 146.9 KN

where:
Aps = n(Acable)
= 98.7

wps = 8Pe/L2 along length

= 0.3 kN/m
= 4Pe/L
wps = 1.2 kN/m

wg = 7.348 kN/m

Due to prestress:
δPs = 5WpsL4
384Eci(Ibasic)
δPs = 0.28 mm

Due to girder weight

δG = 5WGL4
384Eci(Ibasic)
δG = 6.14

Camber at release = -5.9 mm

B. Deflection
STAAD VALUE = 14.077 mm
(D+F+L) except SW

C. Net deflection vs. Allowable

δALLOW = L/480
= 14.6 mm

δNET = 19.9 mm
I. REFERENCES IV. BEAM/GIRDER INFORMATION
NATIONAL STRUCTURAL CODE OF Beam designation: LINE 15 (@K-L)
THE PHILIPPINES Beam classification: Interior Beam
Section Location: Midspan
II. GRAVITY LOADS Length, L = 4.725 m
Flange width,Bf = 1.181 m
Conc. Unit Wt. = 23.6 kN/m3 S1 = 1.350 m
SDL = 2.4 kPa S2 = 1.525 m
Wt. Of Slab = 3.1 kPa
t = 130.0 mm
Least of:
Live Load = 1.9 kPa L/4 = 1.181 m
= 0.0 kPa 16t + bw = 2.330 m
S1/2 +S2/2 +bw = 1.688 m
III. DESIGN STRESSES

Concrete:
At release of prestress:
fci = 35.0 MPa Flange thickness, Ft = 0.130 m
0.6 fci = 21.0 MPa Beam/Girder depth, d = 0.500 m
0.25 √fci = 1.5 MPa Beam/Girder width, bw = 0.250 m

At service condition:
f'c = 35.0 MPa
0.45 f'c = 15.8 MPa
0.62 √f'c = 3.7 MPa

Modulus of Elasticity of Concrete 1181

Ec, 4700 √f'c = 2.78E+04 MPa
Ecir, 4700 √fcir = 2.78E+04 MPa
500 A 130

Deformed bars:
B
Fy = 413.0 MPa

Prestressing steel: 250

fpu = 1860.0 MPa
fj, 0.8fpu = 1488.0 MPa
Ep = 1.93E+05 MPa
Area of cable for 12mmΦ, V. SECTION PROPERTIES
Aps = 98.71 mm2

SHAPE A SHAPE B
Assumed values for friction loss (Type of duct: Bright, metal sheathing)
K = 0.00656 K/m
Width 1181 Width 250
μ = 0.3

Depth 130 Depth 370

Area 153562.5 Area 92500

y 435 y 185

AreaA*y 6.68E+07 AreaB*y 1.71E+07

IA 2.16E+08 IB 1.06E+09

AreaA*d2 1.36E+09 AreaB*d2 2.25E+09

Total Area = 246062.50 mm2

Area*y = 8.39E+07 mm3

I = 1.27E+09 mm4

Area*d2 = 3.61E+09 mm4

Yt = 159.0 mm

Yb = 341.0 mm
Project: Proposed Three-Storey Residences Designed by:
Location: 27, 8th Street, New Manila, Quezon City Checked by:
Client:

IN.A. = 4.88E+09 mm4 -Mtotal -P +Pe

db + + = -3.24 Mpa
ST = 30692479.59 mm3
Sb A Sb

SB = 1.43E+07 mm3

Eccentricity at section = 9.0 mm -3.24 < -15.75 SAFE.

Dist. Of cable from ext fiber = 150.0 mm

VII. CONSIDERING LOSSES

VI. CHECKING OF STRESSES (PRESTRESS + PERMANENT)

MDL = 41.0 Knm

Time Dependent Losses = 277.0 Mpa
Net Prestressing force, Fnet = (Fj - ∑Losses) (Acables)
Fnet per cable = 110.00 KN

Fnet = ( 1488 - 277 ) ( 98.71 )

No. Of cables = 1.0 pcs
= 119.5 KN

###DUE TO GRAVITY LOADS Prestressing force at release:

Fi = (Fj - FR) (Acables)

+Mtotal 41.0
dt
= = = 1.34 Mpa Fi = 144.3 KN
St 3.07E+07

1.0 DUE TO PRESTRESS AT RELEASE

-Mtotal -41.0
db
= = = -2.87 Mpa
Sb 1.43E+07 -Pi (Pi)e
dt = +
A ST
2.0 DUE TO PRESTRESS LOADS
-1.44E+05 1.30E+06
dt = + = -0.54 Mpa
-P -Pe 246062.5 3.07E+07
dt = + =
A St

-110000.0 -987820.7 - Pi -(Pi)e

dt = + = -0.48 Mpa db = +
246062.5 30692479.6 A Sb

-1.44E+05 -1295771.3
db = + = -0.68 Mpa
-P +Pe 246062.5 14308541.6
db = + =
A Sb
2.0 DUE TO GIRDER WEIGHT

-110000.0 987820.7
db + = -0.38 Mpa +Mtotal -133.00
246062.5 14308541.6 dt = = = -4.3333
St 3.07E+07

3.0 COMBINED STRESSES (SERVICE DEAD)

-Mtotal 133.0
db = = = 9.3 Mpa
+Mtotal -P -Pe Sb 1.43E+07
dt = + + = 0.86 Mpa
St A St

0.86 < 3.67 SAFE.

Project: Proposed Three-Storey Residences Designed by:
Location: Checked by:
Client:

VII. CHECKING OF STRESSES (PRESTRESS + SVC LOADS) VIII. CHECK ULTIMATE MOMENT CAPACITY

MSVC = 41.0 Knm

Aps (TOTAL) = (ncables) (Aps)
Fnet per cable = 110.00 KN
Aps (TOTAL) = 98.7 mm2
No. Of cables = 1.0 pcs

fpu = 1488.0 MPa

###DUE TO DEAD LOAD AND LIVE LOAD

Dtotal = 500.0 mm
+Mtotal 41.0
d = 350.0 mm
dt
= = = 1.3358321 Mpa
St 3.07E+07

Depth of rectangular stress block:

-Mtotal -41.0
Aps (fpu) ( 98.71 ) ( 1488 )
db
= = = -2.87 Mpa a = =
0.85f'cb 0.85 ( 35 ) ( 1181.25 )
Sb 1.43E+07

a = 4.2 mm < tflange

2.0 DUE TO PRESTRESS LOADS

Aps ( 98.71 )
ρ = = = 0.00024
bd ( 1181.25 ) ( 350 )
-P -Pe
dt = + =
0.28 (fpu) (ρ)
A St fsu = fpu (1 -
β fc' )
0.28 * 1488 * 0.00024
-110000.0 -987820.7 fsu = 1488 (1 - )
0.81 * 35
dt = + = -0.48 Mpa
246062.5 30692479.6 fsu = 1482.8 Mpa

Considering prestressing steel only:

-P +Pe
p*fsu
db = + = Mucap = [
Φ Aps*fsu*d( 1-0.6
fc'
)]
A Sb

-110000.0 987820.7 Mucap = 45.8 Knm

db + = -0.38 Mpa
246062.5 14308541.6 Mact = 41.0 Knm

Mucap > Mucap Remarks:

3.0 COMBINED STRESSES (SERVICE LOADS) SAFE

-Mtotal -P -Pe
dt = + + = 0.86 Mpa
IX. DEFORMED BAR REQUIREMENT (IF ANY)
St A St

YB = 341.0 mm
YC = 159.0 mm

0.86 < 3.67 SAFE.

159.0

+Mtotal -P +Pe
500

db = + + = -3.24 Mpa
Sb A Sb
341.0

-3.24 < -15.75 SAFE.

15.75
IF Mcap < Mact:

Mact - Mcap = -4.8 KN-m

Say: 5- 20mm

AsFy ( 314.16 ) ( 5 ) ( 413 )

Ac = =
0.85fc' 0.85 ( 35 )

Ac = 21806.4 mm2

Ac 21806.4
a = =
b 1181.3

a = 18.5 mm

Mtu = Φ{AsFy[(h-d')-(a/2)]}

Mtu = 244.5
DEFLECTION:

L = 4.725 m
Eci = 27805.6 Mpa
Ec = 27805.6 Mpa

I(basic) = 1.0553E+09
I(T-section) = 1.2715E+09
e(T-section)= 9.0 mm

A. Camber due to prestressing

Initial Stress, fj = Jf -(FR+ES)

fj = 0.8fpu
fj = 1488.0 Mpa

Initial force P1 = fj(Aps)

= 146.9 KN

where:
Aps = n(Acable)
= 98.7

wps = 8Pe/L2 along length

= 0.5 kN/m
= 4Pe/L
wps = 1.1 kN/m

wg = 5.797 kN/m

Due to prestress:
δPs = 5WpsL4
384Eci(Ibasic)
δPs = 0.09 mm

Due to girder weight

δG = 5WGL4
384Eci(Ibasic)
δG = 1.06

Camber at release = -1.0 mm

B. Deflection
STAAD VALUE = 14.077 mm
(D+F+L) except SW

C. Net deflection vs. Allowable

δALLOW = L/480
= 9.8 mm

δNET = 15.1 mm
I. REFERENCES IV. BEAM/GIRDER INFORMATION
NATIONAL STRUCTURAL CODE OF Beam designation: LINE 2 @ I
THE PHILIPPINES Beam classification: Interior Beam
Section Location: End
II. GRAVITY LOADS Length, L = 4.725 m
Flange width,Bf = 1.181 m
Conc. Unit Wt. = 23.6 kN/m 3
S1 = 1.350 m
SDL = 2.4 kPa S2 = 1.500 m
Wt. Of Slab = 3.1 kPa
t = 130.0 mm
Least of:
Live Load = 1.9 kPa L/4 = 1.181 m
= 0.0 kPa 16t + bw = 2.330 m
S1/2 +S2/2 +bw = 1.675 m
III. DESIGN STRESSES

Concrete:
At release of prestress:
fci = 35.0 MPa Flange thickness, Ft = 0.130 m
0.6 fci = 21.0 MPa Beam/Girder depth, d = 0.500 m
0.25 √fci = 1.5 MPa Beam/Girder width, bw = 0.250 m

At service condition:
f'c = 35.0 MPa
0.45 f'c = 15.8 MPa
0.62 √f'c = 3.7 MPa

Modulus of Elasticity of Concrete 250

Ec, 4700 √f'c = 2.78E+04 MPa
Ecir, 4700 √fcir = 2.78E+04 MPa

A
500

Deformed bars:
Fy = 413.0 MPa
B 130

Prestressing steel: 1181

fpu = 1860.0 MPa
fj, 0.8fpu = 1488.0 MPa
Ep = 1.93E+05 MPa
Area of cable for 12mmΦ, V. SECTION PROPERTIES
Aps = 98.71 mm2

SHAPE B SHAPE A
Assumed values for friction loss (Type of duct: Bright, metal sheathing)
K = 0.00656 K/m
Width 1181 Width 250
μ = 0.3

Depth 130 Depth 370

Area 153562.5 Area 92500

y 65 y 315

AreaA*y 9.98E+06 AreaB*y 2.91E+07

IA 2.16E+08 IB 1.06E+09

AreaA*d2 1.36E+09 AreaB*d2 2.25E+09

Total Area = 246062.50 mm2

Area*y = 3.91E+07 mm3

I = 1.27E+09 mm4

Area*d2 = 3.61E+09 mm4

Yt = 341.0 mm

Yb = 159.0 mm
Project: Proposed Three-Storey Residences Designed by:
Location: 27, 8th Street, New Manila, Quezon City Checked by:
Client:

IN.A. = 4.88E+09 mm4 +Mtotal -P -Pe

db + + = -0.01 Mpa
ST = 14308541.62 mm3
Sb A Sb

SB = 3.07E+07 mm3

Eccentricity at section = 59.0 mm -0.01 < -15.75 SAFE.

Dist. Of cable from ext fiber = 100.0 mm

VII. CONSIDERING LOSSES

VI. CHECKING OF STRESSES (PRESTRESS + PERMANENT)

MDL = 20.0 Knm

Time Dependent Losses = 277.0 Mpa
Net Prestressing force, Fnet = (Fj - ∑Losses) (Acables)
Fnet per cable = 110.00 KN

Fnet = ( 1488 - 277 ) ( 98.71 )

No. Of cables = 1.0 pcs
= 119.5 KN

###DUE TO GRAVITY LOADS Prestressing force at release:

Fi = (Fj - FR) (Acables)

-Mtotal -20.0
dt
= = = -1.40 Mpa Fi = 142.5 KN
St 1.43E+07

1.0 DUE TO PRESTRESS AT RELEASE

+Mtotal 20.0
db
= = = 0.65 Mpa
Sb 3.07E+07 -Pi (Pi)e
dt = +
A ST
2.0 DUE TO PRESTRESS LOADS
-1.42E+05 8.40E+06
dt = + = 0.01 Mpa
-P +Pe 246062.5 1.43E+07
dt = + =
A St

-110000.0 6487820.7 - Pi -(Pi)e

dt = + = 0.01 Mpa db = +
246062.5 14308541.6 A Sb

-1.42E+05 -8403101.3
db = + = -0.85 Mpa
-P -Pe 246062.5 30692479.6
db = + =
A Sb
2.0 DUE TO GIRDER WEIGHT

-110000.0 -6487820.7
db + = -0.66 Mpa -Mtotal -133.00
246062.5 30692479.6 dt = = = -9.2951
St 1.43E+07

3.0 COMBINED STRESSES (SERVICE DEAD)

+Mtotal 133.0
db = = = 4.3 Mpa
-Mtotal -P +Pe Sb 3.07E+07
dt = + + = -1.39 Mpa
St A St

-1.39 < -15.75 SAFE.

Project: Proposed Three-Storey Residences Designed by:
Location: Checked by:
Client:

VII. CHECKING OF STRESSES (PRESTRESS + SVC LOADS) VIII. CHECK ULTIMATE MOMENT CAPACITY

MSVC = 20.0 Knm

Aps (TOTAL) = (ncables) (Aps)
Fnet per cable = 110.00 KN
Aps (TOTAL) = 98.7 mm2
No. Of cables = 1.0 pcs

fpu = 1488.0 MPa

###DUE TO DEAD LOAD AND LIVE LOAD

Dtotal = 500.0 mm
-Mtotal -20.0
d = 400.0 mm
dt
= = = -1.397766 Mpa
St 1.43E+07

Depth of rectangular stress block:

+Mtotal 20.0
Aps (fpu) ( 98.71 ) ( 1488 )
db
= = = 0.65 Mpa a = =
0.85f'cb 0.85 ( 35 ) ( 1181.25 )
Sb 3.07E+07

a = 4.2 mm < tflange

2.0 DUE TO PRESTRESS LOADS

Aps ( 98.71 )
ρ = = = 0.00021
bd ( 1181.25 ) ( 400 )
-P +Pe
dt = + =
0.28 (fpu) (ρ)
A St fsu = fpu (1 -
β fc' )
0.28 * 1488 * 0.00021
-110000.0 6487820.7 fsu = 1488 (1 - )
0.81 * 35
dt = + = 0.01 Mpa
246062.5 14308541.6 fsu = 1483.5 Mpa

Considering prestressing steel only:

-P -Pe
p*fsu
db = + = Mucap = [
Φ Aps*fsu*d( 1-0.6
fc'
)]
A Sb

-110000.0 -6487820.7 Mucap = 52.4 Knm

db + = -0.66 Mpa
246062.5 30692479.6 Mact = 20.0 Knm

Mucap > Mucap Remarks:

3.0 COMBINED STRESSES (SERVICE LOADS) SAFE

-Mtotal -P +Pe
dt = + + = -1.39 Mpa
IX. DEFORMED BAR REQUIREMENT (IF ANY)
St A St

YB = 159.0 mm
YC = 341.0 mm

-1.39 < -15.75 SAFE.

341.0

+Mtotal -P -Pe
500

db = + + = -0.01 Mpa
Sb A Sb
159.0

-0.01 < -15.75 SAFE.

15.75
IF Mcap < Mact:

Mact - Mcap = -32.4 KN-m

Say: 5- 20mm

AsFy ( 314.16 ) ( 5 ) ( 413 )

Ac = =
0.85fc' 0.85 ( 35 )

Ac = 21806.4 mm2

Ac 21806.4
a = =
b 1181.3

a = 18.5 mm

Mtu = Φ{AsFy[(h-d')-(a/2)]}

Mtu = 244.5
DEFLECTION:

L = 4.725 m
Eci = 27805.6 Mpa
Ec = 27805.6 Mpa

I(basic) = 1.0553E+09
I(T-section) = 1.2715E+09
e(T-section)= 59.0 mm

A. Camber due to prestressing

Initial Stress, fj = Jf -(FR+ES)

fj = 0.8fpu
fj = 1488.0 Mpa

Initial force P1 = fj(Aps)

= 146.9 KN

where:
Aps = n(Acable)
= 98.7

wps = 8Pe/L2 along length

= 3.1 kN/m
= 4Pe/L
wps = 7.3 kN/m

wg = 5.797 kN/m

Due to prestress:
δPs = 5WpsL4
384Eci(Ibasic)
δPs = 0.57 mm

Due to girder weight

δG = 5WGL4
384Eci(Ibasic)
δG = 1.06

Camber at release = -0.5 mm

B. Deflection
STAAD VALUE = 14.077 mm
(D+F+L) except SW

C. Net deflection vs. Allowable

δALLOW = L/480
= 9.8 mm

δNET = 14.6 mm
I. REFERENCES IV. BEAM/GIRDER INFORMATION
NATIONAL STRUCTURAL CODE OF Beam designation: LINE 3 @H end
THE PHILIPPINES Beam classification: Interior Beam
Section Location: End
II. GRAVITY LOADS Length, L = 4.725 m
Flange width,Bf = 1.181 m
Conc. Unit Wt. = 23.6 kN/m3 S1 = 1.350 m
SDL = 2.4 kPa S2 = 1.500 m
Wt. Of Slab = 3.1 kPa
t = 130.0 mm
Least of:
Live Load = 1.9 kPa L/4 = 1.181 m
= 0.0 kPa 16t + bw = 2.330 m
S1/2 +S2/2 +bw = 1.675 m
III. DESIGN STRESSES

Concrete:
At release of prestress:
fci = 35.0 MPa Flange thickness, Ft = 0.130 m
0.6 fci = 21.0 MPa Beam/Girder depth, d = 0.500 m
0.25 √fci = 1.5 MPa Beam/Girder width, bw = 0.250 m

At service condition:
f'c = 35.0 MPa
0.45 f'c = 15.8 MPa
0.62 √f'c = 3.7 MPa

Modulus of Elasticity of Concrete 1181

Ec, 4700 √f'c = 2.78E+04 MPa
Ecir, 4700 √fcir = 2.78E+04 MPa
500 A 130

Deformed bars:
B
Fy = 413.0 MPa

Prestressing steel: 250

fpu = 1860.0 MPa
fj, 0.8fpu = 1488.0 MPa
Ep = 1.93E+05 MPa
Area of cable for 12mmΦ, V. SECTION PROPERTIES
Aps = 98.71 mm2

SHAPE A SHAPE B
Assumed values for friction loss (Type of duct: Bright, metal sheathing)
K = 0.00656 K/m
Width 1181 Width 250
μ = 0.3

Depth 130 Depth 370

Area 153562.5 Area 92500

y 435 y 185

AreaA*y 6.68E+07 AreaB*y 1.71E+07

IA 2.16E+08 IB 1.06E+09

AreaA*d2 1.36E+09 AreaB*d2 2.25E+09

Total Area = 246062.50 mm2

Area*y = 8.39E+07 mm3

I = 1.27E+09 mm4

Area*d2 = 3.61E+09 mm4

Yt = 159.0 mm

Yb = 341.0 mm
Project: Proposed Three-Storey Residences Designed by:
Location: 27, 8th Street, New Manila, Quezon City Checked by:
Client:

IN.A. = 4.88E+09 mm4 -Mtotal -P +Pe

db + + = -0.45 Mpa
ST = 30692479.59 mm3
Sb A Sb

SB = 1.43E+07 mm3

Eccentricity at section = 0.0 mm -0.45 < -15.75 SAFE.

Dist. Of cable from ext fiber = 159.0 mm

VII. CONSIDERING LOSSES

VI. CHECKING OF STRESSES (PRESTRESS + PERMANENT)

MDL = 0.0 Knm

Time Dependent Losses = 277.0 Mpa
Net Prestressing force, Fnet = (Fj - ∑Losses) (Acables)
Fnet per cable = 110.00 KN

Fnet = ( 1488 - 277 ) ( 98.71 )

No. Of cables = 1.0 pcs
= 119.5 KN

###DUE TO GRAVITY LOADS Prestressing force at release:

Fi = (Fj - FR) (Acables)

+Mtotal 0.0
dt
= = = 0.00 Mpa Fi = 144.6 KN
St 3.07E+07

1.0 DUE TO PRESTRESS AT RELEASE

-Mtotal 0.0
db
= = = 0.00 Mpa
Sb 1.43E+07 -Pi (Pi)e
dt = +
A ST
2.0 DUE TO PRESTRESS LOADS
-1.45E+05 0.00E+00
dt = + = -0.59 Mpa
-P -Pe 246062.5 3.07E+07
dt = + =
A St

-110000.0 0.0 - Pi -(Pi)e

dt = + = -0.45 Mpa db = +
246062.5 30692479.6 A Sb

-1.45E+05 0.0
db = + = -0.59 Mpa
-P +Pe 246062.5 14308541.6
db = + =
A Sb
2.0 DUE TO GIRDER WEIGHT

-110000.0 0.0
db + = -0.45 Mpa +Mtotal -133.00
246062.5 14308541.6 dt = = = -4.3333
St 3.07E+07

3.0 COMBINED STRESSES (SERVICE DEAD)

-Mtotal 133.0
db = = = 9.3 Mpa
+Mtotal -P -Pe Sb 1.43E+07
dt = + + = -0.45 Mpa
St A St

-0.45 < -15.75 SAFE.

Project: Proposed Three-Storey Residences Designed by:
Location: Checked by:
Client:

VII. CHECKING OF STRESSES (PRESTRESS + SVC LOADS) VIII. CHECK ULTIMATE MOMENT CAPACITY

MSVC = 103.0 Knm

Aps (TOTAL) = (ncables) (Aps)
Fnet per cable = 110.00 KN
Aps (TOTAL) = 98.7 mm2
No. Of cables = 1.0 pcs

fpu = 1488.0 MPa

###DUE TO DEAD LOAD AND LIVE LOAD

Dtotal = 500.0 mm
+Mtotal 103.0
d = 341.0 mm
dt
= = = 3.3558709 Mpa
St 3.07E+07

Depth of rectangular stress block:

-Mtotal -103.0
Aps (fpu) ( 98.71 ) ( 1488 )
db
= = = -7.20 Mpa a = =
0.85f'cb 0.85 ( 35 ) ( 1181.25 )
Sb 1.43E+07

a = 4.2 mm < tflange

2.0 DUE TO PRESTRESS LOADS

Aps ( 98.71 )
ρ = = = 0.00025
bd ( 1181.25
( 341.019812039624
) )
-P -Pe
dt = + =
0.28 (fpu) (ρ)
A St fsu = fpu (1 -
β fc' )
0.28 * 1488 * 0.00025
-110000.0 0.0 fsu = 1488 (1 - )
0.81 * 35
dt = + = -0.45 Mpa
246062.5 30692479.6 fsu = 1482.7 Mpa

Considering prestressing steel only:

-P +Pe
p*fsu
db = + = Mucap = [
Φ Aps*fsu*d( 1-0.6
fc'
)]
A Sb

-110000.0 0.0 Mucap = 44.6 Knm

db + = -0.45 Mpa
246062.5 14308541.6 Mact = 103.0 Knm

Mucap < Mucap Remarks: PROVIDE NON PT

3.0 COMBINED STRESSES (SERVICE LOADS)
REINF.

-Mtotal -P -Pe
dt = + + = 2.91 Mpa
IX. DEFORMED BAR REQUIREMENT (IF ANY)
St A St

YB = 341.0 mm
YC = 159.0 mm

2.91 < 3.67 SAFE.

159.0

+Mtotal -P +Pe
500

db = + + = -7.65 Mpa
Sb A Sb
341.0

-7.65 < -15.75 SAFE.

15.75
IF Mcap < Mact:

Mact - Mcap = 58.4 KN-m

Say: 5- 20mm

AsFy ( 314.16 ) ( 5 ) ( 413 )

Ac = =
0.85fc' 0.85 ( 35 )

Ac = 21806.4 mm2

Ac 21806.4
a = =
b 1181.3

a = 18.5 mm

Mtu = Φ{AsFy[(h-d')-(a/2)]}

Mtu = 244.5
DEFLECTION:

L = 4.725 m
Eci = 27805.6 Mpa
Ec = 27805.6 Mpa

I(basic) = 1.0553E+09
I(T-section) = 1.2715E+09
e(T-section)= 0.0 mm

A. Camber due to prestressing

Initial Stress, fj = Jf -(FR+ES)

fj = 0.8fpu
fj = 1488.0 Mpa

Initial force P1 = fj(Aps)

= 146.9 KN

where:
Aps = n(Acable)
= 98.7

wps = 8Pe/L2 along length

= 0.0 kN/m
= 4Pe/L
wps = 0.0 kN/m

wg = 5.797 kN/m

Due to prestress:
δPs = 5WpsL4
384Eci(Ibasic)
δPs = 0.00 mm

Due to girder weight

δG = 5WGL4
384Eci(Ibasic)
δG = 1.06

Camber at release = -1.1 mm

B. Deflection
STAAD VALUE = 14.077 mm
(D+F+L) except SW

C. Net deflection vs. Allowable

δALLOW = L/480
= 9.8 mm

δNET = 15.1 mm