If your sheet is macro disable then do it enable.This Excel Sheet is The Solution For Different Type of Slab Design.In this Excel Sheet Seen Yellow Cell is the Data that we have to Input Man…Full description
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%lloable stresses in concrete 'in MPa( +ompressive stress
-ensile stress
Clause 5-3-2-1
)nitial stage
*orking stage
,"
,4
under sustained loads
,4 at simply supported ends
,#
under full loads
,., "." at simply supported ends
Strand Iltimate strength f pu 7
,/#0 MPa
Strand JoungKs modulus Lp 7
,#1000 MPa
Strand type Strand Jield stress -ype of tendons
!" # %
./
2o rela3ation stress relieved strands f py 7
,#54 MPa 6onded
Nor Rapid
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Pre-stressed Concrete Beam Design according to ECP 203-2017
By: Dr. Mahmoud El-ate!
"ersion 1.0
Ma3imum acking stress 7
,!
MPa
Clause 5-3-2-2
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Pre-stressed Concrete Beam Design according to ECP 203-2017
By: Dr. Mahmoud El-ate!
"ersion 1.0
* 'osses in !restressing * Pro%ect &
0
+oncrete
f cu 7
40 MPa
Lc 7
"51/"/
MPa
+oncrete
f cui 7
"! MPa
Lci 7
""1000
MPa
Structural element
$ther elements than flat slab
Strand Iltimate strength f pu 7
,/#0 MPa
Strand JoungKs modulus Lp 7
,#1000 MPa
Strand type Strand Jield stress
2o rela3ation stress relieved strands f py 7
-ype of tendons
,#54 MPa 6onded
)N)-)%2 2$SSLS Clause 5-3-4-2-1
%nchorage slip losses rain 7 > mm D f pset C 58.7 ?Pa
7
4.2%
Clause 5-3-4-2-2
Llastic shortening losses Prestressing system f pci C 3.5 D f pe C 31.3
Oriction losses
Pre#tension ?Pa ?Pa 7
2.2%
Clause 5-3-4-2-3
Normal ducts @oAAle coeffB C 0.0033 -ype of ducts 6eam span 7 20.00 m -otal eccentricity 7 DBEE m FaAle length C 20.04 m FaAle radius of curGature C 91.2 m HDBDI m istance from acking end to calculated section 7 'riction coeffB C 0.25 'riction of steel Jith lead
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Pre-stressed Concrete Beam Design according to ECP 203-2017
By: Dr. Mahmoud El-ate!
"ersion 1.0
* 'osses in !restressing -)ML LPLN%N- 2$SSLS Clause 5-3-4-3-1
Shrinkage losses Shrinkage strain D f psh C
7
sh
58.8
KL#D; ?Pa
7
4.2% Clause 5-3-4-3-2
+reep losses f C
f csM C f csdM C f cs C D f pcr C
2 9.2 1.2 8.0 112.7
?Pa ?Pa ?Pa ?Pa
7
8.1% Clause 5-3-4-3-3
+able rela3ation losses f pi C 4H C D f pr C
1222
?Pa
45
?Pa
7
1%&
?Pa
7
13.3$
301
?Pa
7
2'.%$
14.7
1.1%
-)ML LPLN%N- 2$SSLS 7
-$-%2 2$SSLS 7
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Pre-stressed Concrete Beam Design according to ECP 203-2017
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Titles you can't find anywhere else
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Pre-stressed Concrete Beam Design according to ECP 203-2017
By: Dr. Mahmoud El-ate!
"ersion 1.0
* Design o( Pre-stressed $eams P ack 7
2934
4N
+heck of stresses f top 7
)nitial stage
-2.4
?Pa Compression %lloble value 7
f bot 7
*orking stage
f top 7
-4.1
-6.6
?Pa
(a)e
%lloble value 7 -12.0 ?Pa
(a)e
?Pa Compression
?Pa Compression
min. case
%lloble value 7 f bot 7
f top 7
1.0
-9.3
1.1
?Pa
(a)e
%lloble value 7 -16.0 ?Pa
(a)e
3.8
?Pa Tension
?Pa Compression
ma3. case
%lloble value 7 -16.0 ?Pa f bot 7
3.8
?Pa Tension %lloble value 7
f top 7
-8.2
2.6
?Pa
(a)e
%lloble value 7 -14.0 ?Pa
(a)e
3.8
?Pa Compression
sustained case f bot 7
(a)e
?Pa Tension %lloble value 7
3.8
?Pa
(a)e
Prestressing Prestressing cables ReUuired tendons C 2103 mmI use ; caAles %ctual P ack 7 3125 4N
Clause 5-3-2-2
4
HEBImm # DB>V each % ctual Pinfinity 7 --> f
2375 4N
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Pre-stressed Concrete Beam Design according to ECP 203-2017
By: Dr. Mahmoud El-ate!
"ersion 1.0
* Design o( Pre-stressed $eams for ZBZ X EBD 4N
1 Mu from case of
M u 50% o! "endons $
needed s C No need mmI s min C 1600 mmI
[ DBIE Z C H>DD 4NBm 4NBm 1964 Safe1 use min traditional 8Ouse ### f H> 8 f H> use
+heck of shear stress Shear force R u 7 Shear force R d 7 +able inclination 7 \hear stress Uu 7 Uci C UcJ C Ucu uncrac4ed C Ucu crac4ed C use stirrupsO
H>DD EDD ID
Clause 5-3-3-4
2.71
4N and corresponding 4N and corresponding degrees Jith Aeam aY aYis Uu maY N
1.43 7 f
N
3.20 2.85 2.71
;
Aranches
Mu 7 I=DD 4NBm Md 7 =DD 4NBm at serGice load leGel Lccentricity at sec. 7 EED mm Safe
