ROAD CONSTRUCTION DEPARTMENT
ROAD CONSTRUCTION DEPARTMENT
NATIONAL HIGHWAY WING
NATIONAL HIGHWAY WING
Detailed Project Report
Detailed Project Report
NH No.
NH No.
:
:
80
80
NH DIVISION
NH DIVISION
:
:
N.H. Division, Lakhisarai
N.H. Division, Lakhisarai
at Munger
at Munger
NH CIRCLE
NH CIRCLE
:
:
N.H. Circle, Baghalpur
N.H. Circle, Baghalpur
NH SECTION
NH SECTION
:
:
Mokama - Hathidah Section
Mokama - Hathidah Section
NAME OF WORK
NAME OF WORK
:
:
Improvement of Stretch and
Improvement of Stretch and
Junctions at Km. 0 to Km. 1.400 of
Junctions at Km. 0 to Km. 1.400 of
NH-80 in the State of Bihar
NH-80 in the State of Bihar
ESTIMATED COST
ESTIMATED COST
:
:
13.975 Crores
13.975 Crores
Ref. :
Ref. :
Annual Plan Provision f
Annual Plan Provision f
or Year 2016-2017
or Year 2016-2017
of M/oRT&H f
of M/oRT&H f
or Bihar State
or Bihar State
July 2016
July 2016
Prepare
Prepare
d By
d By
:
:
Transtek Engineers & Services Pvt. Ltd.
Transtek Engineers & Services Pvt. Ltd.
Shivpuri, P/O-Shastrinagar, Patna-23
C O N T E N T S
C O N T E N T S
Detailed
Detailed Project
Project Report
Report including
including Cost
Cost Estimate
Estimate
For
For
Improvement of Stretch and Junctions at Km. 0 to Km. 1.40 of NH-80 in the
Improvement of Stretch and Junctions at Km. 0 to Km. 1.40 of NH-80 in the
State of Bihar under
State of Bihar under N.H. Division, Lakhisarai at Munger
N.H. Division, Lakhisarai at Munger
Chapter
Chapter
PARTICULARS
PARTICULARS
Page
Page No.
No.
1.
1.
Report
Report
01 – 10
01 – 10
2.
2.
Engineering Design and Improvement Proposals
Engineering Design and Improvement Proposals
11 - 23
11 - 23
3.
3.
General Abstract of Cost and Detailed abstract of Cost
General Abstract of Cost and Detailed abstract of Cost
24 – 37
24 – 37
4.
4.
Detailed Computation of Quantities
Detailed Computation of Quantities
38 - 47
38 - 47
5.
5.
Analysis of Rates
Analysis of Rates
48 – 69
48 – 69
Drawings
Drawings Details
Details (page
(page No.
No. 70
70 onwards)
onwards)
Drawing
Drawing No.
No.
Plan and Profile Drawing at Bridge Location
Plan and Profile Drawing at Bridge Location
Typical Cross Section, Junction Improvement and other
Typical Cross Section, Junction Improvement and other
Miscellaneous Drawing
Miscellaneous Drawing
6.
6.
General Arrangement Drawing of Proposed Bridge
General Arrangement Drawing of Proposed Bridge
C O N T E N T S
C O N T E N T S
Detailed
Detailed Project
Project Report
Report including
including Cost
Cost Estimate
Estimate
For
For
Improvement of Stretch and Junctions at Km. 0 to Km. 1.40 of NH-80 in the
Improvement of Stretch and Junctions at Km. 0 to Km. 1.40 of NH-80 in the
State of Bihar under
State of Bihar under N.H. Division, Lakhisarai at Munger
N.H. Division, Lakhisarai at Munger
Chapter
Chapter
PARTICULARS
PARTICULARS
Page
Page No.
No.
1.
1.
Report
Report
01 – 10
01 – 10
2.
2.
Engineering Design and Improvement Proposals
Engineering Design and Improvement Proposals
11 - 23
11 - 23
3.
3.
General Abstract of Cost and Detailed abstract of Cost
General Abstract of Cost and Detailed abstract of Cost
24 – 37
24 – 37
4.
4.
Detailed Computation of Quantities
Detailed Computation of Quantities
38 - 47
38 - 47
5.
5.
Analysis of Rates
Analysis of Rates
48 – 69
48 – 69
Drawings
Drawings Details
Details (page
(page No.
No. 70
70 onwards)
onwards)
Drawing
Drawing No.
No.
Plan and Profile Drawing at Bridge Location
Plan and Profile Drawing at Bridge Location
Typical Cross Section, Junction Improvement and other
Typical Cross Section, Junction Improvement and other
Miscellaneous Drawing
Miscellaneous Drawing
6.
6.
General Arrangement Drawing of Proposed Bridge
General Arrangement Drawing of Proposed Bridge
1.
Report
1. R E P O R T
1.1
Preliminary
1.2
Authority and Plan :
1.3
Introduction & Necessity:
1.4
Existing Features of Project Section
1.4.1 Highway Alignment
1.4.2 Existing Road Inventory
1.4.3 Existing Right-of Way and Available Land for proposed Widening Work
1.4.4 Existing Road Crust in Project Section
1.4.5 Pavement Condition
1.4.6 Highway Junctions
1.4.7 Rain / Flood Water Overtopping in the project Stretch
1.4.8 Utility Services
1.5
Sub-grade Soil Investigation Report
1.6
Traffic count Data
1.7
Materials for proposed Construction work
1.8
Specification & Test Result
1.9
Labour
1.10
Rates
1.11
Project Cost Estimate
1.12
Construction Programme
1. R E P O R T
1.1
Preliminary
Name of work
:
Improvement of Stretch and Junctions at Km. 0 to Km.
1.40 of NH-80 in the State of Bihar
State
:
Bihar
Circle
: N.H. Circle, Baghalpur
Division
: N.H. Division, Lakhisarai at Munger
Section
:
Mokama – Hathidah Section
N.H. No.
:
80
Estimated cost
:
13.975 Crores (including centages)
1.2
Authority and Plan :
This detailed estimate amounting to Rs. 13.975 Crores has been prepared for Improvement of
Stretch and Junctions at Km. 0 to Km. 1.40 Mokama – Hathidah Section of NH-80 in the State
of Bihar in the state of Bihar under N.H. Division, Lakhisarai. The proposed work also find
place in the list of Annual Plan for Bihar State for the year 2016-2017 approved by
M/oSRT&H.
1.3
Introduction & Necessity:
National Highway No. 80 links Mokamah in Bihar to Farrakka in West Bengal. The total length
of NH-80 is around 310 Km. and is passes through three states – Bihar (200 km), Jharkhand
(100 km) and West Bengal (10 km) of eastern India. In Bihar NH 80 passes through Lakhisarai
- Munger - Bhagalpur - Kahalgaon – Rajmahal and finally meets NH 34 at Farrakka.
The Project Section under consideration from Ch. 0.00 to Ch. 1.400 is the Stating stretch of
NH-80. The Work for Improvement of NH-80 Section from Ch. 1.400 onwards has already been
completed By NHAI, Govt. of India. The Stretch from Section Ch. 0.00 to Ch.1.400 and the 275
m. length of Connecting Highway from Junction Point of NH-31 to Junction at Ch. 0.00
(NH-80) had been left unimproved including the Major Junctions improvement work and other
associated Junctions connecting NH-31 & NH-80. There is lot of Traffic conflict at this
Location and Traffic Jams Take place for several hours. The details of existing highway
Junction is shown in drawing on Next Page.
Improvement of the Stretch from Ch. 0.00 to Ch. 1.400 and Connecting Length of NH-31 Jn. To
NH-80 Jn. (275 m. + 162.50 m.) along with 4 Nos. of Major Junctions falling in between is the
1.4
Existing Features of Project Section
1.4.1
Highway Alignment
The geometric features are fairly satisfactory except. The Project Section is falling built-up
zone. Vertical Alignment in the project stretch is also found satisfactory.
1.4.2
Existing Road Inventory
The summary of existing Road Inventory is presented in Table 1.1 below
Table 1.1 : Summary of existing Road Inventory
Sl.
No.
Chainage
From & To
Carriage Way in m. Shoulder
Type
Embankment
Height
Pavement Type
1
0.000 to 1.400
Main section of
NH-80
At Junction Location
16 m. (4-Lane)
& Remaining
7 m.
Earthen
Flushing with
adjoining Ground
Built-Up Zone
Bituminous
Pavement
2
Connecting Highway
(NH-31 to NH-80
Ch. 0.000 to Ch. 0.275
(towards Patna)
At Junction Location
16 m. (4-Lane)
& Remaining
7 m.
Earthen
Flushing with
adjoining Ground
Built-Up Zone
Bituminous
Pavement
3
Connecting Highway
(NH-31 to NH-80
Ch. 0.000 to Ch. 0.165
Towards Barauni
At Junction Location
16 m. (4-Lane)
& Remaining
7 m.
Earthen
Flushing with
adjoining Ground
Built-Up Zone
Bituminous
Pavement
1.4.3
Existing Right-of Way and Available Land for proposed Widening Work
The existing Right-of Way and Available Land for proposed Widening Work is
presented in Table 1.2 below
Table 1.2
Existing Right-of Way and Available Land for proposed Widening Work
Sl.
No.
Chainage
From & To
Length in m.
Existing Right-of
Way
Available Land
for proposed
Widening Work
1
0.00 to 0.110
Main Stretch of
NH-80
110
18 m. to 19 m.
18 m. to 19 m.
2
0.110 to 1.400
Main Stretch of
NH-80
1290
12 m. to 13 m.
12 m.
3
Connecting Highway
(NH-31 to NH-80
Ch. 0.000 to Ch.
0.275
(towards Patna)
275
22 m. to 25 m.
22 m. to 25 m.
4
Connecting Highway
(NH-31 to NH-80
Ch. 0.000 to Ch.
0.165
Towards Barauni
165
13 m. 18 m.
13 m. to 18 m.
1.4.4
Existing Road Crust in Project Section
The existing Road Crust in Project Section in Project Section is presented in Table
1.3 below
Table 1.3: Summary of Existing Road Crust in Project Section
Sl.
No.
Chainage
From & To
Carriage Way in m. Base &
Sub-Base Layer
In mm.
Surfacing
Layer
in mm.
Total Crust
Thickness in
mm.
1
0.000 to 1.400
Main section of NH-80
At Junction Location
16 m. (4-Lane)
& Remaining
7 m.
315
65
Bituminous
380
2
Connecting Highway
(NH-31 to NH-80
Ch. 0.000 to Ch. 0.275
(towards Patna)
At Junction Location
16 m. (4-Lane)
& Remaining
7 m.
295
57
Bituminous
352
3
Connecting Highway
(NH-31 to NH-80
Ch. 0.000 to Ch. 0.165
Towards Barauni
At Junction Location
16 m. (4-Lane)
& Remaining
7 m.
290
64
Bituminous
354
Avg. Road crust Thickness in mm.
365 mm.
1.4.5
Pavement Condition
The Km. wise summary of existing pavement condition is presented in Table 1.4 below.
Table 1.4: Summary Pavement Condition
Sl. No.
Chainage From (Ch.) To (Ch.) Pavement Condition
1
0.000 to 1.400 Main section of NH-80
Fair to Poor2
Connecting Highway (NH-31 to NH-80)
Ch. 0.000 to Ch. 0.275 (towards Patna)
Fair to Poor3
Connecting Highway (NH-31 to NH-80
Ch. 0.000 to Ch. 0.165 Towards Barauni
Fair to Poor1.4.6
Highway Junctions
There are 4 Major Junction falling in the Project Section as shown in the drawings &
Plans enclosed at previous page. Details of major highways Junction are outlined in
Table 1.5 below.
Table 1.5 : List of Major Highway Junction
Sl.
No.
Location
/Chainage
Type of
Junction
Place
Remarks
1
Junction “A”
At Ch. 0.00
of Main Stretch
T Junction
(31 &
NH-80)
Bata More
Jn.
Connecting Mokama Town on Left Side
and NH-80 Stretch on Right side
2
Junction “B”
Inter-Connecting Junction of NH-31 &
NH-80
3
Junction “C”
Connecting Highway (NH-31 to NH-80)
Moving Towards Patna through NH-31
4
Junction “D”
All there Junction
are
Y Junction
Connecting
(31 &
NH-80)
Connecting Highway (NH-31 to NH-80)
Moving Towards Barauni through NH-31
Apart from the National Highways and State Road, around 12 Nos. numbers of minor
roads from Mokama Town Built-up Section are meeting NH–80 at different locations
throughout in the project section. These adjoining roads are feeder roads connected to
different Mohallas of Mokama Town. These roads are generally 3.50 m. wide.
1.4.7 Rain / Flood Water Overtopping in the project Stretch
Flood Over-topping is not reported in the project Section
1.4.8 Utility Services
The Detailed field Survey has been done for locating the Utility services in the project stretch. It
was found that Electric Transformers, Electric Poles, Telephone Poles, Optic Fiber Cables, Hand
Pumps fall within ROW. It has also been observed that some of the utility services are within ROW
would not pose any major hindrance in formulating the project. Summary of Existing Utility
Services in the project section is outlined below:
1.
Religious Structure: Total 1 No. of religious structure found within the ROW of project
stretch at Junction Location.
2.
Telephone Poles :
16 Nos. of Telephone Poles are existing on either side of the road
within the ROW of project stretch.
3.
Electric Poles : There are 32 number of electric poles (with or without wire) located
within 7 m on either side of the centre of the existing road.
4.
Electrical Transformer: 5 Nos. of Electric Transformers are existing in the entire
stretch. These transformers are housed around 7 m. from the center of the existing
pavement.
5.
Hand Pumps : 5 Nos. of Hand pumps are existing at approximately 3 to 5 m.
from the edge of the pavements. Most of them have been sunk by private owner.
6.
OFC Cable :
Under -ground OFC cables has been found throughout the project stretch
on either side within the ROW.
1.5
Sub-grade Soil Investigation Report:
The Sub-grade Soil investigation work for each Km. has been carried out in Feb. 2015. Sample
of grade soil were collected after excavation of pit at pavement edge. The summary of
sub-grade soil Investigation Report is presented below for reference:
Table 1.7: Sub-grade soil Investigation data
Seive Analysis (% Passing) Sand Atterberg's Limits
M. Proctor Test C.B.R. Test Result Content O.M .C. Max. Without Soaking 4 days Soaking Locati on Ch. Visual classification of soil 4.75mm 2.36mm 0.425mm 0.075mm LL PL PI Type of soil as per IS Classification 1498 of 1970 (in %) Dry den. (gm/cc) 2.5 mm Pen. 5.0 mm Pen. 2.5 mm Pen. 5.0 mm Pen. 0.300 Brownish Grey Silty Fine Sand 100 100 98.89 22.98 77.02 - N.P. - SM 14.0 1.761 8.64 9.65 5.27 5.75 0.800 Brownish Grey Silty Fine Sand 100 100 98.15 18.25 81.75 - N.P. - SM 14.4 1.767 7.85 9.25 5.39 5.36
1.6
Traffic count Data
7-Days Mid Block Traffic Count Survey has been carried out in Project section near Bata More at Ch.
0.200. Summary of Mid Block Count Traffic Data is presented below. From analysis of Traffic count, it
has been found that the project section carriers heterogeneous with total PCU of 13732.
CLASSIFIED VOLUME COUNT - WEEKLY TRAFFIC COUNT SUMMARY (NH-80 Near Bata More)
Name of Road: NH-80 (Near Bata More)
From : 6.00 A.M.
On :
16/07/2016
Road Classification ………….: Two Lane
To
: 6.00 A.M.
On :
22/07/2016
Location of Survey Station : At Ch. 0.200 of NH-80
Direction of Traffic -
Both
FAST MOVING VEHICLES
SLOW MOVING VEHICLES
Truck Multi-Axle Count Hour Car, Jeep, Van, Tempo Autoricksha Agricultural Tractor Bus Mini/ Midi Bus Mini Truck 2-Axle Rigid
Rigid Semi Arti./ Articulated Motor Cycle, Scooter Moped Agri. Trac. Trailer Total Fast Moving Vehicles Cycle Cycle Ricksh aw Animal Drawn Vehicle Bullock Hand Drawn Vehicle Total Slow Moving Vehicles 06AM - 08AM
78
17
26
61
117
93
21
195
39
647
33
22
6
0
61
08AM - 10AM84
9
31
75
126
102
26
210
44
707
44
18
5
0
67
10AM - 12AM62
11
27
51
93
87
23
155
39
548
25
21
3
0
49
12AM - 02PM54
8
18
46
81
78
27
135
34
481
22
27
7
0
56
02PM - 04PM65
10
22
55
96
84
22
163
41
558
30
18
4
0
52
04PM - 06PM78
8
17
70
117
96
19
195
47
647
39
20
3
0
62
06PM - 08PM38
16
16
22
57
83
23
95
24
374
15
15
2
0
32
08PM - 10PM28
27
6
1
42
53
17
70
18
262
10
0
0
0
10
10PM - 12PM6
0
1
3
9
14
4
15
6
58
0
0
0
0
0
12PM - 02AM2
0
0
2
3
5
2
5
2
21
0
0
0
0
0
02AM - 04AM0
9
0
0
0
7
0
0
0
16
0
0
0
0
0
04AM - 06AM36
14
13
18
54
81
11
90
18
335
7
9
9
0
25
TOTAL
531
129
177
404
795
783
195
1328
312
4654
225 150
39
0
414
Total UP & DN Per Veh. Type531 129 177 404 795 783 195 1328 312 4654 225 150 39 0 414 Value of PCU / Unit Vehicle 1.00 3.00 3.00 1.50 3.00 4.50 4.50 0.50 3.00 0.50 1.50 8.00 8.00 Value of PCU/ Type of Vehicle 531.00 387.00 531.00 606.00 2385.00 3523.50 877.50 664.00 936.00 10441.00 112.50 225.00 312.00 0.00 649.50
1.7
Materials for proposed Construction work:
Coarse & Fine aggregate will be procured form nearest approved quarry as given below.
S. No.
Type of material
Unit
Name of Quarry
Carriage Lead
In Km.
1
Stone Boulders
cum
Mirzachowki
193
2
Stone Metal
cum
Mirzachowki
193
3
Stone Chips
cum
Mirzachowki
193
4
Sand
cum
Kiul
28
5
Local Sand
cum
Local
2
6
Steel (TMT Bars)
MT
Mokama
13
7
Cement
MT
Mokama
13
8
Bitumen (Packed)
MT
Barauni
19
9
Bitumen (Emulsion)
MT
Paharpur
578
10
Bitumen (CRMB)
MT
Barauni
19
11
Stone Aggregate as
a GSB
cum
Mirzachowki
193
12
Brick
No
Local
7
1.8
Specification & Test Result :
The specification and test result for stone metal, stone chips and other materials involved in
construction work shall be as per guidelines laid down in the I.R.C. special publication
“Specification for Road & Bridge works” latest 5
thRevision 2013.
1.9
Labour:
Skilled & unskilled labour for carrying out different items of works involved in proposed
construction is locally available. Other facilities such as transport, food, water & medical care
are easily available to them.
1.10
Rates :
The finished rates for carrying out different items of works has been worked out on the basis of
“Current Schedules of Rates” of National Highway Wing, Bihar, effective from 01.04.2016.
1.11
Project Cost Estimate
Detailed Cost Estimate for proposed Improvement of Stretch and Junctions at Km. 0 to Km.
1.40 of NH-80 in Bihar has been worked out based on detailed quantity computation as per
finalised Design and Drawings under DPR.
Unit rates for construction items have been analyzed on the basis of the formats given in the
standard Data Book for Analysis of Rates published in the year 2003 by Indian Roads Congress
on behalf of Ministry of Surface Transport, Road Wing, Govt. of India, New Delhi.
Current Schedule of Rates of RCD, Govt. of Bihar, effective from 01.04.2016 has been taken
under consideration and cost estimate has been finalised. Local quarries for stones and stone
aggregate for construction of road crust and bridge are not available in the near vicinity. Stone
quarries at Mirzachowki have been proposed for carrying out the entire work. Sand from Kiul
River (Near Lakkhisarai) is available in the near vicinity. Cement & Steel required in
construction work shall be procured from Mokama Town in the Project Section. Hume Pipe
Factories has been located at Mokama.
Based on quantity Computation and Analysis of Rates the Detailed Cost Estimate have been
arrived and abstract of Cost presented in Table Below
Improvement of Stretch and Junctions at Km. 0 to Km. 1.40 of NH-80
in the State of Bihar
General Abstract of Cost
Sl.
No.
Description
Total Cost
(in Rupees)
A. Cost of Civil Construction Work
1
Site Clearance and Dismantling
1,846,596
2
Earth Work
1,469,052
3
Grannular Sub bases and Base course
12,816,295
4
Concrete Pavement
69,997,843
Improvement of Stretch and Junctions at Km. 0 to Km. 1.40 of NH-80
in the State of Bihar
General Abstract of Cost
Sl.
No.
Description
Total Cost
(in Rupees)
6
Junctions, Footpath and Kerbs
7,565,979
7
Traffic Signs, Marking and Other Road Appurtenances
1,937,678
Sub-Total "A"
119,058,685
9
Add 2.8% As Contingency on "A"
3,333,643
Sub-Total "B"
122,392,328
10
Add 1.5% for Work Charge Establishment on "B"
1,835,885
11
Add 1% for Quality Control on "B"
1,223,923
12
Add 9% for Agency Charge on "B"
11,015,310
13
Utility Shifting (Electric Line, Poles and Transformers)
1,905,000
14
Cost of Temple Shifting
750,000
15
Cost of shifting of Hand Pump
280,000
16
Cost of Survey/Investigation and DPR Preparation Payable to
Consultants appointed for this Project
350,000
Grand Total
139,752,446
Say Rs. 13.975 crores
The item wise Detailed Cost Estimate is presented in Chapter-3 of this DPR.
1.12
Construction Programme:
Year
Cumulative Physical (%)
Progress Financial (%)
2016-2017
40%
40%
2017-2018
100%
100%
1.13
Drawings:
The following drawings has been attached here with:
Drawings Details:
Drawing No.
Plan and Profile Drawing
Typical Cross Section, Junction Improvement and other
Miscellaneous Drawing
Junior Engineer
N.H. Section
Assistant Engineer
N.H. Sub-Division
Executive Engineer
N.H. Division
Lakhisarai at Munger
2.
Engineering Design and Improvement
Proposals
2.
ENGINEERING DESIGN AND IMPROVEMENT PROPOSALS
Contents
I.
Design and Improvement Proposals for Highways
2.1
General
2.2
Cross-Sectional Elements
2.3
Proposed Design Standards for Highway
2.4
Proposed Improvement Scheme of NH-80
2.5
Improvement of Highway Geometric
2.6
Other Improvement and Safety provisions in project Section
II.
PROPOSED PAVEMENT COMPOSITION UNDER UP-GRADATION
2.7
Existing Road Crust and Pavement Condition
2.8
Proposed Pavement for Project Section
2.9
Design of Rigid Pavement for New Constructions /Widening
2.10
Recommendation on Crust Composition of Rigid Pavement
2.
ENGINEERING DESIGN AND IMPROVEMENT PROPOSALS
II.
Design and Improvement Proposals for Highways
2.1
General
The Project Section under consideration from Ch. 0.00 to Ch. 1.400 is the Stating stretch of
NH-80. The Work for Improvement of NH-80 Section from Ch. 1.400 onwards has already
been completed By NHAI, Govt. of India. The Stretch from Section Ch. 0.00 to Ch.1.400 and
the 275 m. length of Connecting Highway from Junction Point of NH-31 to Junction at Ch.
0.00 (NH-80) had been left unimproved including the Major Junctions improvement work and
other associated Junctions connecting NH-31 & NH-80. There is lot of Traffic conflict at this
Location and Traffic Jams Take place for several hours. The details of existing highway
Junction is shown in drawing on Next Page.
Improvement of the Stretch from Ch. 0.00 to Ch. 1.400 and Connecting Length of NH-31 Jn.
To NH-80 Jn. (275 m. + 162.50 m.) along with 4 Nos. of Major Junctions falling in between is
the necessitated. The Improvement Plan of These stretch has been finalised accordingly.
2.2
Cross-Sectional Elements
The Elements are Right of Way, Roadway width, carriageway width, shoulders, Camber
(cross-fall), side slope.
Cross-sectional elements of the project road have been arrived after
considering the following factors:
Ease of movement without conflicts;
Availability of space, especially in built-up areas,
Avoiding interference with sensitive religious structures viz. Mosques, Graveyards &
Temples
Access to village road and their consideration
Requirement of an efficient drainage system
Utility and economy of suggested measures.
Based on the above, Two type of typical cross section have been developed for the upgrading
of NH-80 from Ch. 0.00 (Bata More) to Ch. 1.400. The details of these cross section are as
follow:
i) Type 1
This cross section is applicable from Ch. 0.110 to 1.400. Under this proposal the existing
Two Lane Highway has been upgraded to Two-lane with paved Shoulder. At both edge of
Main Carriage-way, 1.00 m. wide Drain cum footpath have been proposed.
ii) Type 2
This cross section is applicable from Ch. 0.00 to Ch. 0.110 and for the Connecting Road to
NH-80 & NH-31 including 4 No. of Junctions. Under this proposal the existing Two /4 Lane
Lane Highway has been upgraded to Divided Carriageway with median 1.50 m. wide. The
carriage way of Highway 7.25 m. on either side followed by 1 m. wide raised Drain cum
Footpath. Such Cross section for improvement has been finalised in view of available limited
ROW of 18 m. to 19 m. in the section from Ch. 0.00 to Ch. 0.110 and Connecting Road to
NH-80 & NH-31 including 4 No. of Junctions.
2.3
Proposed Design Standards for Highway
The objective of functional design is to arrange the physical elements of the highway so as to
suit the requirements of driver and vehicles, providing an inherent safety and increasing traffic
capacity efficiently, at the same time taking into account the vehicle operating costs and time
saving. Geometric design standards for Urban Highways" IRC-86-1983 has been used for study
of project road
2.3.1
Highway classification
– National Highway – Proposed 2-lane Section with Paved
Shoulder and Service Road on either side
2.3.2
Terrain classification (General)
Sl.
No.
Terrain Classification
Percent Cross - slope of
country
1.
Level / Plain
0 to 10
2.
Rolling
10 to 25
3.
Mountainous
25 to 60
The Existing NH-327E is passing through the Plain Terrain.
2.3.3
Adopted cross-sectional Elements
Design Value
Element Characteristics
Ruling
Minimum
Right of Way
45 m
30 m or to the extent available Land
width to avoid Land extra LA
Carriage way
7 m
5.50 m
Road way width
12 m
12 m
Paved
1.5 m
0.0 m
Shoulder
Earthen
1 m
2.5 m
Cross fall (Carriage way)
2.5 %
2.5 %
Paved shoulder
2.5 %
2.5 %
Earthen shoulder
3.5 %
3 %
Side slope of embankment (In Fill)
Height upto 3 m
1:3 to 1:4
1:2
2.3.4
Design Speed
Speed is one of the most important and governing factor to mark the importance of
Highway associated with safety and comfort during travel. It has great impact on the
economy of the traffic operation as well as saving of precious time. It plays pivotal role
in the geometric design of highways.
In the project highway of NH-98, there is a significant percentage of slow as well as
heavy vehicles. A design speed in rural areas has been adopted as 80 kmph where as
in Urban/Built-up congested area; the design speed proposed is 40 km/h.
Adopted Design Speed Km/h
Type of Section
Ruling / desirable
Minimum
Rural
100
80
2.3.5
Horizontal Curves
The design Standard for horizontal curves to be adopted is as follows:
Design Speed km./hr. (Plain Terrain)
Particulars
100
80
65
Minimum radius of horizontal curve in m.
360
230
155
Max. super elevation %
7
7
7
Rate of change of super elevation / m
1 in 150
1 in 150
1 in 150
Ruling maximum 1.5
0Max. Deflection angle without horizontal
curve in degree
0Absolute maximum 1.5
0Formula for calculating super-elevation “e” for radius larger than minimum :
e = V
2/ 225 R
Where transition curve is not to be provided, the super elevation run off length
proposed to be 2/3
rdon straight and 1/3
rdon curve.
2.3.6
Vertical Curves
As per I.R.C. SP-23 for stopping sight distance, length of summit curve, and for head
light distance, the length of valley curve are as indicated in the following table:
Length of summit curves ( in m) for
Design
Speed
Km/hr
Stopping sight
distance
Intermediate
sight
distance
Overtaking
sight distance
Length of valley
curve in meter
for head light
distance
100
73.6 A
135.0 A
426.7 A
41.5 A
80
32.6 A
60.0 A
230.1 A
25.3 A
65
18.4 A
33.8 A
120.4 A
17.4 A
‘A’ in the above table is difference in grade expressed as percentage. As sight distance
is also a factor of driver’s reaction time, it is advisable to increase this by about 10 %
while designing horizontal curves. It is also subject to minimum length of curves as
per I.R.C. Hence the design standards for vertical curves adopted for project is as
follows:
Design speed km./hr.
Particulars
100
80
65
Minimum Value of K Summit curve
80
40
20
Sag curve
45
30
20
Grade difference not requiring vertical
curve.
0.5%
0.6%
0.8%
Minm.length of vertical curve in meter
60
50
40
Summit Curve
Valley Curve
a). For stopping sight distance
L = NS
2/4.4 ( L > S )
L = 2S – 4.4/N ( L < S )
L = NS
2/1.5+0.035S ( L > S )
L = 2S – 1.5+0.035S ( L < S )
b). For intermediate or overtaking sight distance
S = Sight distance
L = NS
2/9.6 ( L > S )
L = Length of curve
2.3.7
Methodology for Computer Aided Design (CAD) through MX Road / INROADS
Application of Software Package:
♦
The detailed Strip Plans in AutoCAD has been prepared from the survey
information collected showing all the existing features.
♦
The Digital Terrain Model (DTM) has been generated in MX Road from the
Northing, Easting and Elevation collected from the survey.
♦
Horizontal Alignment of the proposed widening has been prepared with MX Road
based on the Guidelines of the IRC. The Horizontal Curves to maximum possible
radius have been provided subject to a minimum radius adopted for specified
design speed except for exceptional case.
♦
Vertical Alignment has been developed by correcting the existing profile and
raising requirement to accommodate the proposed crust thickness over the existing
2-lane. The following points were kept in mind while designing the vertical profile.
i)
The minimum length of curve to be 60 m.
ii)
Maximum Grade not to exceed 3.3 % (i.e. 1 in 33)
iii)
The minimum Stopping Sight Distance has been kept as 180 m.
A maximum Super elevation of 7% has been provided as per IRC 38 (Guide lines for
Design of Horizontal Curves) using MX Road. At Places where the speed restriction
is essential in view of site condition viz. built-up Zone, deficient Approach alignment
to existing retainable Bridges, Non availability of Extra Land for improvement of
alignment, the Superelevation shall be provided as per available Radius of Curvature
and restricted Design Speed of that section.
2.4
Proposed Improvement Scheme of NH-80
In view of present Traffic Scenario and available Right-of War is has been decided to
Concentric Widening of existing Highway Section.
The Table 2.1 below present the
improvement Scheme of NH-80 from Ch. 0.000 to Ch.-1.400 and Connecting Length of NH-31
Jn. To NH-80 Jn. (275 m. + 162.50 m.) along with 4 Nos. of Major Junctions
Table – 2.1 : Proposed Widening Scheme
Chainage
C/S
Type
From
To
Length
in Km.
Existing
Arrangement
Available
Land for
widening work
m.
Proposed Arrangement Land Width
required for
proposed
widening m.
Type-1 0.110 1.400 1.290 2 Lane Road
Bituminous Pavement
12 to 13 m. Proposed Improvement of existing road by Cement Concrete Pavement as Two Lane with Paved Shoulder (10 m. width) + 1.0 m. drain cum footpath on either side
12
Type-2 0.000 0.110 0.110 4 Lane Road
with Bituminous Pavement
18-19 m. for Proposed
widening
Proposed 4-Laning with 7.00 m. Carriageway on either side and Road Side
Drain cum Footpath,
proposed Median width 1.50 m.
Chainage
C/S
Type
From
To
Length
in Km.
Existing
Arrangement
Available
Land for
widening work
m.
Proposed Arrangement Land Width
required for
proposed
widening m.
Type-2 Connecting Length of NH-31 Jn. To NH-80 Jn. (275 m. + 162.50 m.) along with 4 Nos. of Major Junctions
0.440 2 /4Lane Road 18-19 m. Proposed 4-Laning with
7.00 m. Carriageway on either side and Road Side
Drain cum Footpath,
proposed Median width 1.50 m.
22.5
2.5
Improvement of Highway Geometric
2.5.1
Improvement of Horizontal Alignment
In general Concentric widening of the project stretch is proposed.
Horizontal
alignment of the stretch has been checked for design speed 60 Km / hr in built up and
congested area.
2.5.2 Improvement of Vertical Geometric
The existing Vertical Alignment in the project is fairly satisfactory. The existing
vertical summit and valley curves have been proposed for improvement as per
guidelines of IRC standard (IRC –SP-23 & IRC – 73 – 1980) in order to provide safe
sight distance compatible with the proposed speed.
2.5.3 Improvement of Major / Minor Junctions in Project Section
All the 4 Major Highway Junction, falling in the project section has been improved
with proper provision of turning Radius, Signage, Road Marking, pedestrian Guard
Rails etc. as per guidelines IRC and M/oRT&H Standard Plan for design of
Intersection on NH.
For Minor Road Connecting, it is proposed to allow the Meeting / Crossing of such
minor to NH through Small Radius Horizontal Curve duly flared in both directions
with proper provision of traffic Signage, Road Marking, Also they are to be provided
with approved type of Speed Breakers as per guidelines of IRC-99 in order to reduce
the Speed of incoming Fast moving Vehicle to N.H., thus at least minimising the
chances of Road accident occurred due to Shear negligence. Typical Plan for
improvement of Minor connecting Road Junction is enclosed in at the end of this DPR .
2.6
Other Improvement and Safety provisions in project Section
2.6.1
Road Side Drainage Facilities
Since the entire Project stretch is falling under Built-up section, raised Roadside RCC
(M-20 Grade) Drain as shown in Typical Cross section has been proposed throughout
the project Section. The proposed drain Top (1 m. wide) will serve the purpose of
Footpath, The drain section has been adopted to take care of Pedestrian Live load.
Suitable opening with MS Grating of size 150 x 150 mm on side wall of drain shall be
provided at an interval of 7.5 m. for collecting/receiving the surface Run-off to Drain.
Weep Holes shall also be provided in Drain in Drain sidewalls. The inner bottom of
drain in no case shall be less than 0.40 m. below bottom of GSB level. For Inspection
and cleaning work of Drain, RCC Slab in Steel Angle Frame of Size 750 x 750 mm
with MS grating of dia 150 mm at center and hook for lifting shall be provided at
regular interval 10 m. throughout the length of drain.
2.6.3
Traffic Signs
Proper Traffic signs throughout the whole project stretch along with intersections with
other roads and other facility location will be provided for giving proper direction and
warning to the driver, as well as direct them the route they want to follow. The traffic
signs will be as per IRC Standard as will be of “Retro Reflection Type”. The Summary
of proposed traffic Signs in Project section is summarised below:
Informatory Signs, Facility Signs, Direction Signs, Advance
Direction / Destination Signs, Route Marker Signs etc.
21
Warning Sign 900 mm. size triangular
24
Mandatory Sign Circular 600 mm dia.
24
2.6.4
Road Markings and Delineators
Road marking (Lane/centre line/edge line/ transverse marking /Zebra Crossing and any
other markings) shall be carried out with hot applied thermoplastic paints conforming
to ASTM D36/BS-3262 (Part - I) and as per IRC Standard.
For Safety of road user during night travel, retro-refectories road delineators have been
proposed at identified locations (Approach to Bridge, culverts & structure, speed
restricted section, curved sections, built-up section etc. in the project section. The
summary of such provision is presented below.
Cluster of Red Reflectors.
150
Road way delineators
26
Hazard markers
20
Object markers
20
Apart from above, for all the trees on highway flanks, retro-refectories plates marking
have been proposed for their clear identification during night travel.
2.6.5
5
thkilometer, Kilometer, 200m & ROW Pillars
These have been proposed as per the required provision in IRC 8 and 26 and as per
standard practice in the country. These should be made of precast concrete and
lettering/numbering shall be as per IRC codes mentioned above. The summary of such
provision with Nos. is presented below.
Hectometer stones.
7
5th km. stone.
00
km. stone.
02
2.6.7
Shifting of Utility Services:
The survey work has been done for locating the Utility Services in the Project Stretch.
It has been found that Electric Poles, L.T. Line Crossover (Overhead), Telephone
Poles, Optic Fiber Cables, Electric Transformers, Hand Pump etc. falls within the
ROW. It has been proposed to relocate the Utility Services beyond the Service Road /
Drain on either side. Cost of Shifting the these utility services has incorporated in DPR
Cost.
II.
PROPOSED PAVEMENT COMPOSITION UNDER UP-GRADATION
2.7
Existing Road Crust and Pavement Condition
Existing Road Crust in Project Section
The existing Road Crust in Project Section in Project Section is presented in Table below
Summary of Existing Road Crust in Project Section
Sl.
No.
Chainage
From & To
Carriage Way in m. Base &
Sub-Base Layer
In mm.
Surfacing
Layer
in mm.
Total Crust
Thickness in
mm.
1
0.000 to 1.400
Main section of NH-80
At Junction Location
16 m. (4-Lane)
& Remaining
7 m.
315
65
Bituminous
380
2
Connecting Highway
(NH-31 to NH-80
Ch. 0.000 to Ch. 0.275
(Towards Patna)
At Junction Location
16 m. (4-Lane)
& Remaining
7 m.
295
57
Bituminous
352
3
Connecting Highway
(NH-31 to NH-80
Ch. 0.000 to Ch. 0.165
Towards Barauni
At Junction Location
16 m. (4-Lane)
& Remaining
7 m.
290
64
Bituminous
354
Avg. Road crust Thickness in mm.
365 mm.
Pavement Condition
The Km. wise summary of existing pavement condition is presented in Table below.
Summary Pavement Condition
Sl. No.
Chainage From (Ch.) To (Ch.) Pavement Condition
1
0.000 to 1.400 Main section of NH-80
Fair to Poor2
Connecting Highway (NH-31 to NH-80)
Ch. 0.000 to Ch. 0.275 (towards Patna)
Fair to Poor3
Connecting Highway (NH-31 to NH-80
Ch. 0.000 to Ch. 0.165 Towards Barauni
Fair to Poor2.8
Proposed Pavement for Project Section
Considering the Built-up Section of Mokama Town and frequent damages to existing
Bituminous due to Water logging issue, It has been decided to adopt Rigid Pavement
under entire improvement of Project section including 4 Nos. of Major Junctions and
connecting Road between NH-31 & NH-80. Accordingly Design of Rigid Pavement
has been done as per Guidelines of IRC
2.9
Design of Rigid Pavement for New Constructions /Widening
Rigid Pavement option has been considered for project section passing through
Built-up Zone where problems of water logging persists throughout the year. The Existing
section is presently treated with Bituminous Pavement of inadequate thickness in poor
condition. The design of Rigid Pavement has been carried out as per guidelines given in
the latest edition of IRC: 58 and the latest MOST guidelines. The design of Rigid
Pavement essentially involve the following steps:
-•
Design Life: The design life of Rigid Pavement has been taken to be 30 years.
•
Modulus of Subgrade Reaction :
Modulus of Subgrade Reaction was obtained from CBR
test values of soil samples from Subgrade correlating k with CBR as shown in fig.8.5 Table
8.1 and 8.2 of Handbook on Cement Concrete Roads published by cement manufacturers
association guidelines, New Delhi.
•
Design Traffic:
From the traffic data, the intensity of projected future traffic was
determined in accordance with IRC: 58 guidelines. The maximum wheel load for the
design was taken from the Axle Load spectrum survey.
•
Modulus of Rupture, Modulus of Elasticity and Poisson’s Ration:
M – 40 concrete mix
has been considered for Pavement Quality Concrete (PQC) in the design of rigid pavement.
Modulus of Rupture, Modulus of Elasticity and Poisson’s Ration has been adopted for M –
40 concrete.
•
Design of Slab Thickness : From the data mentioned above , the design thickness of the
Jointed Concrete Pavement ( JCP) has been computed following IRC : 58.
•
Design of Joints :
The design of joints in the Jointed Concrete Pavement has been
designed in accordance with IRC : 15 and IRC : 58.
Based on the Traffic data, Existing Road Crust data, Pavement Condition Data, CBR test result
and Axle Load test data, Road Section design of pavement have been carried out and presented
below with recommendation for adoption:
Design of Rigid Pavement as per IRC-58
1 Estimation of Modulus of Subgrade Reaction, k
Design CBR of subgrade soil
=
5%
Modulus of subgrade soil reaction
=
4.2 kg/cm
3Provide dry lean Cement concrete (M-15 Grade)
concrete as sub-base of thickness
=
150 mm
Modified modulus of reaction on the subbase, k
=
24.25 kg/cm
32 Properties of Cement Concrete
Design flexural strength of concrete at 28 days in the
field
=
40 kg/cm
2Design flexural strength of concrete takent at 90 days
=
45 kg/cm
2Modulus of elasticity of concrete (E)
=
3.00E+05 kg/cm
2Coefficient
Coefficient of
of thermal
thermal expansion
expansion of
of concrete
concrete (
( )
)
=
=
10.0E-6
10.0E-6 //
00C
C
3
3 Traffic Factors estimation of d
Traffic Factors estimation of design msa
esign msa
Number of comm
Number of commercial vehicles in both directions/day
ercial vehicles in both directions/day
=
=
2085
2085 CV/day
CV/day
Traffic
Traffic growth
growth rate
rate per
per anum
anum
=
=
7.5
7.5
percent
percent
Type
Type pressure,
pressure, (p)
(p)
=
=
8
8
kg/cm
kg/cm
22Load
Load safety
safety factor
factor (LSF)
(LSF) for
for major
major Highways
Highways
=
=
1.2
1.2
No. of lanes
No. of lanes
=
=
2
2
Lane
Lane width
width
=
=
3.5
3.5
m
m
Contraction
Contraction Joint
Joint Spacing
Spacing
=
=
4.5
4.5
m
m
Factor
Factor for
for directional
directional distribution
distribution
=
=
0.5
0.5
Factor
Factor for
for lane
lane disribution
disribution
=
=
0.75
0.75
Vehicle
Vehicle damage
damage factor
factor as
as per
per axle
axle load
load survey
survey
=
=
5.7
5.7
Percent
Percent truck
truck traffic
traffic of
of the
the commerc
commercial
ial vehicles
vehicles (as
(as per
per traffic
traffic survey)
survey)
=
=
58
58 %
%
No. of trucks per day (2 axles, 3 axles, m
No. of trucks per day (2 axles, 3 axles, multi axles
ulti axles
trucks)
trucks)
=
=
1773
1773
Design
Design Life
Life of
of pavement
pavement to
to be
be considered
considered
=
=
30
30 years
years
Constuction
Constuction perod
perod since
since last
last traffic
traffic count
count
=
=
1
1 years
years
4
4 Initial Traffic
Initial Traffic in each
in each direction in
direction in the year
the year of completion
of completion of construction
of construction
A = P(1+r)
A = P(1+r)
xxWhere,
Where,
P= Numer of commercial vehicles as per last cont
P= Numer of commercial vehicles as per last cont
r= Annual growth rate of
r= Annual growth rate of commercial vehicles
commercial vehicles
x=Constuction perod since last traffic count
x=Constuction perod since last traffic count
A=1773
A=1773 X(1+7.5/100)1=
X(1+7.5/100)1=
1906
1906 CV/day
CV/day
5
5
Number
Number of
of Repetition
Repetition of
of commercial
commercial vehicle
vehicle during
during design
design period:
period:
365 x [(1+r) ^n -1]
365 x [(1+r) ^n -1]
N=
N=
rr
Where
Where
,,
A
A =
= Initial
Initial traffic
traffic in the
in the year
year of c
of completion
ompletion of constr
of construction
uction
D
D =
= Lane
Lane distribution
distribution factor
factor
F
F =
= Directional
Directional distribution
distribution factor
factor
n
n =
= Design
Design life
life in
in years
years
r
r =
= Annual
Annual growth
growth rate
rate
N=
N= 365 x ((1+7.5 / 100)^30-1) x 1906 x 0.5 x 0.75 / (7.5 / 100)
365 x ((1+7.5 / 100)^30-1) x 1906 x 0.5 x 0.75 / (7.5 / 100)
= 26975224
= 26975224
=
= 27
27 millions
millions
6
6 Axle
Axle load
load distribution
distribution
Single
Single Axle
Axle
Tandom
Tandom Axle
Axle
Load
Numbers
Load
Numbers
%
% Vehicle
Vehicle
Repetition
Repetition
Load
Load
Numbers
Numbers
%
% Vehicle
Vehicle
Repetition
Repetition
1
1
0
0
0.000
0.000 %
%
000.0E+0
000.0E+0
1
1
0
0
0.000
0.000 %
%
000.0E+0
000.0E+0
3
3
108
108
9.207
9.207 %
%
5.0E+6
5.0E+6
3
3
0
0
0.000
0.000 %
%
000.0E+0
000.0E+0
5
5
391
391
33.333 %
33.333
%
18.0E+6
18.0E+6
5
5
2
2
0.171
0.171 %
%
92.0E+3
92.0E+3
7
7
162
162
13.811 %
13.811
%
7.5E+6
7.5E+6
7
7
4
4
0.341
0.341 %
%
184.0E+3
184.0E+3
9
9
71
71
6.053
6.053 %
%
3.3E+6
3.3E+6
9
9
70
70
5.968
5.968 %
%
3.2E+6
3.2E+6
11
11
54
54
4.604
4.604 %
%
2.5E+6
2.5E+6
11
11
65
65
5.541
5.541 %
%
3.0E+6
3.0E+6
x A x D x F
Single
Single Axle
Axle
Tandom
Tandom Axle
Axle
Load
Numbers
Load
Numbers
%
% Vehicle
Vehicle
Repetition
Repetition
Load
Load
Numbers
Numbers
%
% Vehicle
Vehicle
Repetition
Repetition
13
13
33
33
2.813
2.813 %
%
1.5E+6
1.5E+6
13
13
114
114
9.719 %
9.719
%
5.2E+6
5.2E+6
15
15
41
41
3.495
3.495 %
%
1.9E+6
1.9E+6
15
15
19
19
1.620
1.620 %
%
8
873.9E+3
73.9E+3
17
17
21
21
1.790
1.790 %
%
965.9E+3
965.9E+3
17
17
10
10
0.853
0.853 %
%
459.9E+3
459.9E+3
19
19
1
1
0.085
0.085 %
%
46.0E+3
46.0E+3
19
19
6
6
0.512 %
0.512
%
276.0E+3
276.0E+3
21
21
0
0
0.000
0.000 %
%
000.0E+0
000.0E+0
21
21
1
1
0.085
0.085 %
%
46.0E+3
46.0E+3
23
23
0
0
0.000
0.000 %
%
000.0E+0
000.0E+0
23
23
0
0
0.000
0.000 %
%
0
000.0E+0
00.0E+0
T
To
otta
al
l
8
88
82
2
7
75
5..1
19
92
2 %
%
T
To
otta
all
2
29
91
1
2
24
4..8
80
08
8 %
%
7
7 Load
Load Stress
Stress at
at the
the Edge
Edge Region
Region
The load
The load stress
stress for edge
for edge region (
region (
le
le ) for
) for different w
different wheel loads
heel loads with LS
with LSF =
F = 1.2, are
1.2, are computed f
computed from
romIITRIGID
IITRIGID
(IRC 58) and are tabulated.
(IRC 58) and are tabulated.
P= Design wheel load in Kg.
P= Design wheel load in Kg.
h= Pavement slab thickness in cm.
h= Pavement slab thickness in cm.
=Poissions ratio for concrete
=Poissions ratio for concrete
E=Modulus of elasticity of concrete
E=Modulus of elasticity of concrete
l = Radius of relative stiff
l = Radius of relative stiffness in cm
ness in cm =[(Exh
=[(Exh
33)/(12 x (1 -m
)/(12 x (1 -m
22) x K)]
) x K)]
0.250.25=
=
7
73
3..0
05
50
0
b = Radius of equivalent distribution of pressure at bottom
b = Radius of equivalent distribution of pressure at bottom of slab in cm.=
of slab in cm.= [1.6 x a2 + h2]0.5 - 0.675 x h
[1.6 x a2 + h2]0.5 - 0.675 x h
b= a for a/h>=1.724
b= a for a/h>=1.724
a
a =
= radius
radius of
of wheel
wheel load
load distribution
distribution in
in cm
cm (assumed
(assumed circular)
circular) =
= [
[ P
P /
/ (p
(p x
x p)]0.5
p)]0.5 =
=
0.66
0.66
8
8 Fatigue
Fatigue Analysis
Analysis
The fatigue analysis has been performed, taking the flexural strength of concrete equal to 45
The fatigue analysis has been performed, taking the flexural strength of concrete equal to 45
Kg/cm for computing stress ratios. The results are shown in
Kg/cm for computing stress ratios. The results are shown in the table.
the table.
Trial
Trial thickness
thickness =
=
30
30 cm
cm
Axle load (A) Axle load (A)
Tonnes (1) Tonnes (1) A x 1.2 (P) A x 1.2 (P) Tonnes Tonnes (2) (2) Edge load Edge load stress S stress Slele (kg/cm (kg/cm22)) (3) (3) Stress Stress ratio ratio (4) (4) Design Design repetitions repetitions (5) (5) Allow. Rept. Allow. Rept. To fatigue To fatigue (6) (6) Fatigue resistance Fatigue resistance used (%) used (%) Col.5/Col.6 x 100 Col.5/Col.6 x 100 (7) (7)
