M/s PNC Infratech Ltd. Development to Four Laning with paved shoulder of Varanasi to Gorakhpur Section of NH-29 from existing Km 12.000 to Km 88.000 Package-II from Sandah to Birnon in the state of Uttar Pradesh under NHDP PHASE-IV on EPC mode. D E S I G N & D R AW I N G O F M I S C E L L A N E O U S ITEMS(CRASH BARRIER, FRICTION SLAB, P A R A P E T WA L L & R E T A I N I N G WA L L ) Document No.: VG/D130/MISC/DESIGN/R00
MARCH - 2017
This document is the property of PNC Infratech Limited must not be passed on to any third person or firm not authorized by us, nor be copied/ made use of, in full or part by such person on firm without our prior permission in writing.
20.03.2017
R00
Issued for Approval
G.VIVEK
KAMAL
AKJ
DATE
REV.NO
DESCRIPTION
Designed
Checked
Approved
REVISIONS EPC CONTRACTOR: PNCInfratech Limited Co. PNC Tower, 3/22-D,Civil Lines, Bypass Road, NH-2, Agra-282002 CLIENT:
NATIONAL HIGHWAYS AUTHORITY OF INDIA (Ministry of Road Transport & Highways Govt. of India) G 5&6, Sector-10, Dwarka, New Delhi - 110 075
AUTHORITY'S ENGINEER : MSV Group of Companies D-7, South City-1, Gurgaon – 122002, Haryana, India Email :
[email protected]
PROOF CHECK CONSULTANTS :
Transys Conuslting Pvt. Ltd. NM - 8, Sona Tower, Old DLF Commercial Market, Sector 14, Gurgaon, Haryana (India)– 122001 Phone : +91-124-4197971-9 Fax : +91-124-4250612 Email :
[email protected]
SAFETY CONSULTANT :
DESIGN CONSULTANTS :
PROJECT :
JOB NO : TITLE :
Consulting Engineers Group Ltd. B-11 (G), Malviya Industrial Area, Jaipur -302017 (Raj.) Consultancy Services for Detailed Design for Development to Four Laning with paved shoulder of Varanasi to Gorakhpur Section of NH-29 from existing Km 12.000 to Km 88.000 Package-II from Sandah to Birnon in the state of Uttar Pradesh under NHDP PHASE-IV on EPC mode. TOTAL NO.OF PAGES :
DESIGN & DRAWING OF MISCELLANEOUS ITEMS(CRASH BARRIER, FRICTION SLAB, PARAPET WALL & RETAINING WALL) DOC NO :
RELEASED FOR
VG/D130/MISC/DESIGN/R00
PRELIMINARY
TENDER
INFORMATION
√
APPROVAL
CODE
REV
IRC
R00
CONSTRUCTION
DESIGN OF CRASH BARRIER
Design of Crash Barrier
Design of Crash Barrier Cl. 206.6 of IRC-6: 2014
Normal Containment
M 40 Grade of concrete
Moment of resistance at base for bending in vertical plane shall be 15 KNm per m length of wall.
Moment of resistance for bending in horizontal plane with reinforcement adjacent to outer face shall be7.5 KNm per m length of wall. fck fy Width Depth Xumax Xu
= = = = = =
40 500 1000 450 249.268 22.78
M Factored M b dprovided Moment of Resistance
Vertical Bending
Mpa Mpa mm mm mm mm
= = = = = = = f
Ast Provided Hence Provide 12 fck fy Width Depth Xumax Xu
Horizontal bending
= = = = = =
40 500 1000 325 172.76 14.235
M Factored M b dprovided Moment of Resistance
Ast Provided Hence Provide 10
Mpa Mpa mm mm mm mm
= = = = = = = f
OK, underreinforced
15.0 Knm/m 22.5 Knm/m 1.0 m 404 mm 0.87 x fy x (d - 0.416 * xu) 129.397 kN-m / m OK 753.982 mm2 @ 150 C/C
OK, underreinforced
7.5 Knm/m 11.3 Knm/m 0.850 m 280 mm 0.87 x fy x (d - 0.416 * xu) 56.183 kN-m / m OK 471.239 mm2 6 Nos.
Design of Friction Slab
Design of Friction Slab
Design of Friction Slab 450 100
175 50 50
225
50
750
2
1
3
1165
250 4
65 6 4' 4
300
5
100 450
3'
5'
450
50 2' 1'
1500 Friction Slab
250
L 160 200
2500
Fig:Details of crash barrier with friction Slab
Design Data Crash Barrier 1 Cross-sectional area of crash barrier
=
2 Weight of Crash Barrier
=
3 Cg from point L
2 323250 mm
0.80813 t/m 0.22473 m
Friction Slab =
2 0.89125 m
Weight of friction slab
=
2.22813 t/m
Cg from point L
=
1.00171 m
Weight of Earth above friction slab
=
1.75725 t/m
Cg from point L
=
1.61304 m
Weight of Footpath above friction slab
=
Cg from point L
=
4 Cross-sectional area of friction slab
5 Wt of vehicle at the time of collision (assumed 50% of Load applied) = Cg from point L
0 t/m 1.25 m
0.75 t/m =
0.75 m
Design of Friction Slab
Type of Containment
=
Normal Containment
Horizontal force (Acting at top of crash barrier assumed)
1.5 t/m
Lever arm from point L
=
Destabilizing Moment at point L
=
Stabilizing moment about point L
=
Total Stabilizing Moment
=
1.800 m 2.7 tm/m 0.18161 2.23194 2.83452 0.5625 5.81057
tm/m tm/m tm/m tm/m tm/m
2.15206
>
Check for Overturning FOSoverturning
=
Ms
=
Mo
2 O.K
SH SV
Sliding force Restoring force Check for Sliding F.O.S. FOR SLIDING
1.5 5.5435
= = m SV
=
wherem=
0.5
SH FOSsliding =
1.848
>
1.5
O.K
Design of friction Slab Section
fck fy Width Depth Xumax Xu
= = = = = =
40 500 1000 250 125.87 9.37
k=
0.617
R=
6.582
M=
27.0 Knm/m
Factored M = dreq =
40.5 Knm/m 78.440 mm
dprovided =
Astprovide
0.87 x fy x Ast x (d - 0.416 * xu)
= =
65.629 kN-m / m 310.312 mm2 f
with 364 Spacing
AstProvided
=
OK 753.982 mm2
Hence Provide 12
f
@ 150 C/C
12
12 f
OK, underreinforced
204 mm
Moment of Resistance = AstRequired
Mpa Mpa mm mm mm mm
@
150
mm =
c/c
spacing
753.98 mm2/m
Provide
12 f
@
150
mm
at Top
Provide
12 f
@
150
mm
at Bottom
DESIGN OF PARAPET WALL
Design of Parapet wall
Design of Parapet wall Moment of resistance at base for bending in vertical plane shall be 7.5 KNm per m length of wall. fck fy Width Depth Xumax Xu Unit weight of soil Active earth pressure coefficient Cover
= = = = = =
30 500 1000 300 157.335 16.65
Mpa Mpa mm mm mm mm
= = =
20 0.279 40
KN/cum
= = = = = =
7.5 0 0 0.00 24 0
KN m/m m KN/m2 KN m/m Kn/m2 KN m/m
OK, under-reinforced
mm
ULS CONDITION: Moment due to vehcular impact Height of fill Earth pressure due to fill Moment due to earth pressure Live load surcharge Moment due to live load surcharge
Design moment = (1.5 Veicular load+1.5*Earth load+1.2*LLS) = 11.250 KN m/m
Vertical Bending
M b dreq
= = =
11.3 Knm/m 1.0 m 47.658 mm
dprovided Moment of Resistance
= = =
255 mm 0.87 x fy x (d - 0.416 * xu) 44.607 kN-m / m OK 413.367 mm2 @ 190 C/C
Ast Provided Hence Provide 10
Distribution bars
= f
= 20% of main reinforcement mm2 = 206.68 Provide 10 mm dia @ 190 mm C/C mm2 = 413.37
SHEAR CHECK: Shear force due to vehicular impact Force due to earth fill Force due to LL Surcharge
= = =
22.5 0 0.00
KN/m KN/m KN/m
Design Shear force
=
33.750
KN/m
K = Min of
vmin ρ1 Ned Ac σcp VRd.c 1 VRd.c 2 VRd.c
= 2.0 = 1+SQRT(200/d) = 1.89 = 1.89 3/2 1/2 = 0.031* K * fck = 0.44 = Asl/(bw*d) reqd
Minimum 0.13% Section Area
=
546
mm2
or
Maximum tension reinforcement
=
10500
mm2
Check for strength Xu,max/d
Rlim
dmin
0.0035/ (0.0055+ 0.87Fy/Es)
0.362*fck*(Xu,max/d) *(1-0.416Xu,max/d)
√(Mu/Rlim*b)
0.456
4.013
181.267
dprovided
420.0
pt,req/100 d (Check) Ast,req/bd
OK
0.0018
pt,lim
R Mu/bd2
0.747
Xu
Ast,req
41.61*(fck/fy) *(Xu,max/d)
Ast,lim
Ast,provided
Check
(0.87*fy*Ast)/ (0.362*fck*b)
Check
743.71
1.138
4781.5
785.398
OK
31.459
Under-reinf
Vmin
VRd.c2
Distribution reinforcement Area provided
Section Area required
Stem-A
157.08
Check
Dia.
Spacing
A prov.
10
100
785.40
O.k
Check for Shear {ULS: Basic Combination (Max Shear Force as per Clause 10.3.2 & 10.3.3 of IRC: 112-2011)} Section
Ved
Med
β (degrees)
d (mm)
Vccd = Med/d* sin β
Ved Vccd
αv
β = αv/2d
Ved (design)
A
8.40
13.2
3.27
420
0
8.403
420.000
1
8.40
Check for Shear {ULS: Basic Combination (Max Shear Force as per Clause 10.3.2 & 10.3.3 of IRC: 112-2011)} K Section
Ved
1+√(200/d) reqd
Minimum 0.13% Section Area Maximum tension reinforcement
= =
741 14250
mm2 mm2
or
Clause 6.2.2, IRC:112 Table 6.5, IRC 112
Design of 5 m High Retaining Wall Check for strength Rlim
Xu,max/d
dmin
pt,req/100
R
dprovided
d (Check)
Ast,req/bd
Mu/bd2
143.702
570.000
OK
0.001
0.255
741.00
227.2
569.000
OK
0.002
0.640
858.56
Section
0.0035/ (0.0055+ 0.87Fy/Es)
0.362*fck*(Xu,max/d) *(1-0.416Xu,max/d)
√(Mu/Rlim*b)
Toe section 2
0.456
4.013
4.013 Heel section 3 0.456 Distribution reinforcement calculations Section Toe section 2 Heel section 3
Area provided
Area required 174.22 205.63
Dia. 10 10
Spacing 100 100
pt,lim Ast,req
Xu Ast,lim
Ast,provided
Check
(0.87*fy*Ast)/ (0.362*fck*b)
Check
1.138
6489.2
871.08
OK
34.891
Under-reinf
1.138
6477.8
1028.158
OK
41.183
Under-reinf
41.61*(fck/fy) *(Xu,max/d)
Check A prov. 785.40 785.40
O.k O.k
Check for Shear {ULS: Basic Combination (Max Shear Force as per Clause 10.3.2 & 10.3.3 of IRC: 112-2011)} Section
Ved
Med
β (degrees)
d (mm)
Toe Section 5 Toe Section 7 Heel Section 3
7.36 0.00 -13.09
1.793 0.000 -20.715
18.435 18.435 7.25
380.0 0.0 569.0
Vccd = Med/d* sin β
Ved Vccd
αv
β = αv/2d
0 0 0.00
7.362 0.000 -13.093
570.000 0.000 569.000
1 1 1
Ved (design) 7.36 0.00 -13.09
(* IF shear reinf is not required then VED is requied to consider as net design force)
Check for Shear {ULS: Basic Combination (Max Shear Force as per Clause 10.3.2 & 10.3.3 of IRC: 112-2011)} K Section
Ved
αcc
1+√(200/d) reqd
Minimum 0.13% Section Area
=
867
mm2
or
Maximum tension reinforcement
=
16675
mm2
Check for strength Xu,max/d
Rlim
dmin
0.0035/ (0.0055+ 0.87Fy/Es)
0.362*fck*(Xu,max/d) *(1-0.416Xu,max/d)
√(Mu/Rlim*b)
0.456
4.013
310.435
dprovided
667.0
pt,req/100 d (Check) Ast,req/bd
OK
0.0021
pt,lim
R Mu/bd2
0.869
Xu
Ast,req
41.61*(fck/fy) *(Xu,max/d)
Ast,lim
Ast,provided
Check
(0.87*fy*Ast)/ (0.362*fck*b)
Check
1380.61
1.138
7593.5
1827.836
OK
73.214
Under-reinf
Vmin
VRd.c2
Distribution reinforcement Area provided
Section Area required
Stem-A
365.57
Check
Dia.
Spacing
A prov.
10
100
785.40
O.k
Check for Shear {ULS: Basic Combination (Max Shear Force as per Clause 10.3.2 & 10.3.3 of IRC: 112-2011)} Section
Ved
Med
β (degrees)
d (mm)
Vccd = Med/d* sin β
Ved Vccd
αv
β = αv/2d
Ved (design)
A
16.84
38.7
5.492
667
0
16.842
667.000
1
16.84
Check for Shear {ULS: Basic Combination (Max Shear Force as per Clause 10.3.2 & 10.3.3 of IRC: 112-2011)} K Section
Ved
1+√(200/d) reqd
Minimum 0.13% Section Area Maximum tension reinforcement
= =
1066 20500
mm2 mm2
or
Clause 6.2.2, IRC:112 Table 6.5, IRC 112
Design of 7 m High Retaining Wall Check for strength Rlim
Xu,max/d
dmin
pt,req/100
R
dprovided
d (Check)
Ast,req/bd
Mu/bd2
260.824
820.000
OK
0.001
0.406
1066.00
326.765
817.000
OK
0.002
0.642
1236.96
Section
0.0035/ (0.0055+ 0.87Fy/Es)
0.362*fck*(Xu,max/d) *(1-0.416Xu,max/d)
√(Mu/Rlim*b)
Toe section 2
0.456
4.013
4.013 Heel section 3 0.456 Distribution reinforcement calculations Section Toe section 2 Heel section 3
Area provided
Area required 279.60 314.16
Dia. 12 12
Spacing 150 150
pt,lim Ast,req
Xu Ast,lim
Ast,provided
Check
(0.87*fy*Ast)/ (0.362*fck*b)
Check
1.138
9335.3
1398.01
OK
55.998
Under-reinf
1.138
9301.1
1570.796
OK
62.919
Under-reinf
41.61*(fck/fy) *(Xu,max/d)
Check A prov. 753.98 753.98
O.k O.k
Check for Shear {ULS: Basic Combination (Max Shear Force as per Clause 10.3.2 & 10.3.3 of IRC: 112-2011)} Section
Ved
Med
β (degrees)
d (mm)
Toe Section 5 Toe Section 7 Heel Section 3
16.83 0.00 -23.59
7.975 0.000 -42.849
17.447 17.447 9.32
562.3 0.0 817.0
Vccd = Med/d* sin β
Ved Vccd
αv
β = αv/2d
0 0 0.00
16.827 0.000 -23.585
820.000 0.000 817.000
1 1 1
Ved (design) 16.83 0.00 -23.59
(* IF shear reinf is not required then VED is requied to consider as net design force)
Check for Shear {ULS: Basic Combination (Max Shear Force as per Clause 10.3.2 & 10.3.3 of IRC: 112-2011)} K Section
Ved
αcc
1+√(200/d) reqd
Minimum 0.13% Section Area
=
1452
mm2
or
Maximum tension reinforcement
=
27925
mm2
Check for strength Xu,max/d
Rlim
dmin
0.0035/ (0.0055+ 0.87Fy/Es)
0.362*fck*(Xu,max/d) *(1-0.416Xu,max/d)
√(Mu/Rlim*b)
0.456
4.013
460.470
dprovided
1117.0
pt,req/100 d (Check) Ast,req/bd
OK
0.0016
pt,lim
R Mu/bd2
0.682
Xu
Ast,req
41.61*(fck/fy) *(Xu,max/d)
Ast,lim
Ast,provided
Check
(0.87*fy*Ast)/ (0.362*fck*b)
Check
1799.61
1.138
12716.5
2341.915
OK
93.806
Under-reinf
Vmin
VRd.c2
Distribution reinforcement Area provided
Section Area required
Stem-A
468.38
Check
Dia.
Spacing
A prov.
12
150
753.98
O.k
Check for Shear {ULS: Basic Combination (Max Shear Force as per Clause 10.3.2 & 10.3.3 of IRC: 112-2011)} Section
Ved
Med
β (degrees)
d (mm)
Vccd = Med/d* sin β
Ved Vccd
αv
β = αv/2d
Ved (design)
A
28.39
85.1
7.074
1117
0
28.392
1117.000
1
28.39
Check for Shear {ULS: Basic Combination (Max Shear Force as per Clause 10.3.2 & 10.3.3 of IRC: 112-2011)} K Section
Ved
1+√(200/d) reqd
Minimum 0.13% Section Area Maximum tension reinforcement
= =
1716 33000
mm2 mm2
or
Clause 6.2.2, IRC:112 Table 6.5, IRC 112
Design of 9 m High Retaining Wall Check for strength Rlim
Xu,max/d
dmin
pt,req/100
R
dprovided
d (Check)
Ast,req/bd
Mu/bd2
423.920
1320.000
OK
0.001
0.414
1716.00
401.495
1317.000
OK
0.001
0.373
1716.00
Section
0.0035/ (0.0055+ 0.87Fy/Es)
0.362*fck*(Xu,max/d) *(1-0.416Xu,max/d)
√(Mu/Rlim*b)
Toe section 2
0.456
4.013
4.013 Heel section 3 0.456 Distribution reinforcement calculations Section Toe section 2 Heel section 3
Area provided
Area required 402.12 402.12
Dia. 12 12
Spacing 150 150
pt,lim Ast,req
Xu Ast,lim
Ast,provided
Check
(0.87*fy*Ast)/ (0.362*fck*b)
Check
1.138
15027.5
2010.62
OK
80.536
Under-reinf
1.138
14993.4
2010.619
OK
80.536
Under-reinf
41.61*(fck/fy) *(Xu,max/d)
Check A prov. 753.98 753.98
O.k O.k
Check for Shear {ULS: Basic Combination (Max Shear Force as per Clause 10.3.2 & 10.3.3 of IRC: 112-2011)} Section
Ved
Med
β (degrees)
d (mm)
Toe Section 5 Toe Section 7 Heel Section 3
27.55 0.00 -33.73
21.484 0.000 -64.689
17.526 17.526 13.32
903.2 0.0 1317.0
Vccd = Med/d* sin β
Ved Vccd
αv
β = αv/2d
0 0 0.00
27.554 0.000 -33.725
1320.000 0.000 1317.000
1 1 1
Ved (design) 27.55 0.00 -33.73
(* IF shear reinf is not required then VED is requied to consider as net design force)
Check for Shear {ULS: Basic Combination (Max Shear Force as per Clause 10.3.2 & 10.3.3 of IRC: 112-2011)} K Section
Ved
αcc
1+√(200/d)
