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Project Report

Preparation of Detailed Project Report for development of Economic Corridors, Inter Corridors, Feeder Routes and Border to improve the efficiency of freight movement in Delhi (from crossing of EPE)-Saharanpur bypass and spur to Dehradun under Bharatmala Pariyojana (Package-5/Lot-7)

National Highways Authority of India (Ministry of Road Transport & Highways) Government of India

G-5&6, Sector-10, Dwarka-New Delhi-110075

Consultancy Services for Preparation of Detailed Project Report for

development of Economic Corridors, Inter Corridors, Feeder Routes and

Border to improve the efficiency of freight movement in India under

Bharatmala Pariyojana (Package-5/Lot-7) from crossing of EPE -

Saharanpur bypass and spur to Dehradun

PROJECT REPORT

M/s MSV INTERNATIONAL INC.

in association with

MSV INTERNATIONAL TECH PVT. LTD. Unit no-514,515 and 516, 5th floor, Suncity Success Tower, Golf Course, Extension

Road, Sec-65, Gurgaon-12200

Project Report


CONTENTS

1. PROJECT REPORT 6

1.1 Project Background 6

1.2 Project Corridor 6

1.3 PROJECT DESCRIPTION 7

1.4 Proposal for Alignment 7

1.5 Comparative Study of Alignments 8

1.6 RECOMMENDATIONS 14

1.7 Environment Features of Proposed Project Highway 14

1.8 Indicative Design Standards and Specifications 16

1.8.1 General 16

1.8.2 Classification of Design Standards for Geometrics of Highway 17

1.8.3 Coordination of Horizontal and Vertical alignment 19

1.8.4 Lateral and Vertical Clearance for Interchange/ FO/ROB/VUP/SVUP/LVUP 20

1.8.5 Interchange Design 21

1.8.6 Median Openings 22

1.8.7 Boundary Wall at ROW 22

1.8.8 Typical Cross Sections 22

1.8.9 Drainage 23

1.8.10 Capacity of Project Highway 23

1.8.11 Service Road 23

1.8.12 Embankment and Cut Sections 23

1.8.13 Highway Amenities 23

1.8.14 Traffic Control Devices, Road Safety Devices and Road Side Furniture 24

1.8.15 Traffic Management Systems 24

1.8.16 Toll booth 24

1.9 Design Criteria for Structures 25

1.9.1 Design Standards Structures 25

1.9.2 Special Design Requirements 26

1.9.3 Design Basis 27

1.9.4 Design Load and Stresses 32

1.10 HYDROLOGY, TRAINING WORKS AND ROAD DRAINAGE 39

1.9.5 Hydrological study 39

1.9.6 Road drainage 39

1.9.7 Side Slopes 40

1.9.8 Slope Protection Measure 40

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1.9.9 River Training & Flood Protection Works 40

2 TRAFFIC SURVEYS 40

2.1 OBJECTIVES OF TRAFFIC STUDY 41

2.2 HOMOGENEOUS SECTIONS 41

3 MATERIAL INVESTIGATIONS 43

4 GEOMETRIC IMPROVEMENT 45

5 WAY SIDE AMENITIES / SERVICE AREA 47

6 TOLL BOOTHS 47

7 INTERSECTION PROPOSALS 47

8 PROPOSAL FOR STRUCTURES 48

9 TOE WALL AND RETAINING WALLS 58

10 HAZARDOUS LOCATIONS 58

11 Connecting Roads 59

12 Pavement Design 59

12.1 Type of Pavement 59

12.2 Design Methodology 59

12.3 Design Parameters 60

12.4 Recommended Pavement Design 60

12.5 Proposed Pavement Composition 60

12.6 PAVEMENT DESIGN FOR PROPOSED SERVICE/SLIP ROADS 64

13 MATERIALS 64

LIST OF FIGURES

Figure 1: Index Map of Section -1 (EPE Crossing to Saharanpur Bypass) 7

Figure 2: Various options of the alignment 8

Figure 3: Option 1 9



Figure 6: Traffic Survey Location 41

Figure 7: Homogeneous section of project road 42

Project Report


LIST OF TABLES

Table 1: EROW/PROW Details 10



Table 4: Comparison Table of Section-I Alignment Options 12

Table 6: Summary of proposed project (Section-I) 13

Table 8: List of Districts and Talukas along the Project Highway Package V 15

Table 9: Affected Protected Forest Land 15

Table 10: Design Speed 17

Table 11: Recommended Minimum Right of Way 17

Table 12: Summary of Code of Standards & Technical Specifications 18

Table 13: Minimum Radii of horizontal Curves 18

Table 14: Safe sight Distance 19

Table 15: Gradients 19

Table 16: Minimum Length of Vertical curve 19

Table 17: Cross fall on different Surfaces 20

Table 18: Lateral Clearance and Vertical Clearance 21

Table 19: Minimum Acceleration Lengths for Entry (Grades of 2% or Less) 22

Table 20: Minimum Deceleration Lengths for Exit (Grades of 2% or Less) 22

Table 21: Recommended Design Speeds for Ramps 22

Table 22: Design service volume for Expressways in Plain and Rolling Terrain (in

PCUs/Day) for LOS B 23

Table 23: LIST OF IRC CODES 25

Table 24: Design Parameters for Structures 27

Table 25: Lane Reduction Factor for Live Load 34

Table 26: Relevant Codes & References 39

Table 2.1: Homogeneous Sections 41

Table 2.2: Schedule of Traffic Volume Count Survey 42

Table 2.3: Summary of ADT and AADT at Survey Locations 43

Table 2.4: Annual Average Daily Traffic at Survey Locations 43

Table 3.1: Summary of CBR Test Results of Borrow Area Soil Samples 44

Table 4.1: TCS Schedule 45

Table 4.2: Typical Cross Section 46

Table 5.1: Wayside Amenities Locations 47

Table 7.1: List of Interchanges 48

Table 8.1: Summary of Proposed Structures 48

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Table 10.1: Details of Realigned of nalla/drain and canal 58

Table 11.1:Connecting Roads 59

Table 27: Highway amenity coordinates 66

Table 28: Annexure 1 67

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1. PROJECT REPORT

1.1 Project Background

I. The National Highways Development Program (NHDP) has reached a certain level of maturity. It is now important to re-define road development and have a macro approach while planning expansion of the national highways network. The focus has to be on recasting road development by bridging critical infrastructure gaps.

II. Hence Bharatmala has been launched as a new umbrella program whose primary focus is on optimizing the efficiency of the movement of goods and people across the country. This program envisages a corridor approach in place of the existing package-based approach which has, in many cases, resulted in skewed development. For instance, in areas of high traffic, even upto 30,000 Passenger Carrying Units (PCUs), there are NH stretches of single and even intermediate lane. These have naturally become an impediment to seamless freight and passenger movement.

III. A) The Delhi- Saharanpur corridor (Along existing 709B) is being developed in a phase manner. Union Minister for Road, Transport and Highways has laid the foundation stone for the Delhi-Saharanpur highway recently. The highway which will connect the national capital with Saharanpur in Uttar Pradesh is 154-km-long and will be developed in three phases. The Delhi-Saharanpur highway project will be executed by the National Highways Authority of India (NHAI). In the first phase of the project, a highway stretch of 61 km long from Baghpat to Shamli will be developed. For which the foundation stone is laid. Other than this, the foundation stone for the four-lane highway stretch of 62.772 km long, connecting Shamli to Saharanpur is also laid. And in the third phase of the project, the road between Baghpat and the national capital will be developed. once the development the Delhi-Saharanpur highway is complete, it will open the doors of development for districts like Saharanpur, Shamli, Baghpat, Muzaffarnagar in Uttar Pradesh.

III. B) The Delhi- Saharanpur corridor (Green field) is being developed in a phase manner under Bharat Mala Pariyojana (Phase-II) which has been identified under Bharatmala circular RW/NH-37011/37/2018-PPP (part)also.

1.2 Project Corridor The proposed economic corridor starts from Bilaspur and terminates at Delhi via Yamuna nagar - Saharanpur-Roorkee-Muzaffarnagar-Meerut (302 Km) with a feeder route to Dehradun (60 Km). It was decided that the proposed economic corridor from Delhi to Bilaspur shall have the alignment connecting Baghpat, Shamli, and Saharanpur with spur to Meerut and Muzaffarnagar. In addition, spur connectivity may be provided to Panipat and Sonipat from the proposed corridor to enable first and last mile connectivity. • Project Corridor as per RFP

The proposed corridor Sections- EPE Crossing to Saharanpur Bypass

Project Report


Figure 1 – Index Map of Section -2 (EPE Crossing to Saharanpur Bypass)

1.3 PROJECT DESCRIPTION

▪ A meeting of Hon’ble Minister (RT&H) was held on 19.11.2018, wherein the Project Stretch from NH-24 (near Akshardham) to EPE Junction of the newly declared NH-709B was proposed to be developed as 6 laning in two packages as mentioned below:

I. Package – I - From Chainage 0.000 Km to Chainage 14.750 Km (near Akshardham to Delhi UP Border) in the State of Delhi.

II. Package – II- From Chainage 14.750 Km to Chainage 31.200 Km (from Delhi UP Border to EPE Junction) in the State of Uttar Pradesh.

▪ It was thoughtfully decided that NH-709B to be developed within available ROW from EPE junction to Saharanpur Bypass under Phase-I without acquisition of additional ROW.

▪ An additional Greenfield route to be developed between EPE to Saharanpur bypass under Bharatmala Pariyojana Phase-II.

▪ With respect to 4-Lane connectivity to Dehradun, the work for 4-Laning from Saharanpur Bypass to Ganeshpur is under Progress.

▪ After Mohand Reserve Forest/ Rajaji National Park has to be negotiated to reach Dehradun & at present the carriageway is 2-Lane/Intermediate lane with narrow bridges.

The Delhi- Saharanpur corridor (Green field) is proposed to developed in a phase manner under Bharat Mala Pariyojana (Phase-II) which has been identified under Bharatmala circular RW/NH-37011/37/2018-PPP (part) also.

Project Report


1.4 Proposal for Alignment

EPE Crossing to Saharanpur Bypass

There are three options in this section-

Option-I (Length-116Km)

Option-II (Length-124Km)

Option-III (Length-119.970Km)

1.5 Comparative Study of Alignments

Section-1 (EPE Crossing To Saharanpur Bypass)

Figure 2: Various options of the alignment

➢ OPTION-1: DELHI (EASTERN PERIPHERAL EXPRESSWAY) NEAR KHEKRA-

SAHARANPUR BYPASS (Length-116km)

The proposed project starts from Delhi (crossing of EPE) and it ends at Saharanpur Bypass. The length is 116km. This is a green field alignment which is passing through Baghpat, Shamli & Saharanpur districts rural area and parallel to NH-709B on RHS. Delhi traffic from NH-709B connects at Khekra. This is the shortest route between Delhi and Saharanpur. The proposed length through this alignment from Delhi to Dehradun is 222 Km.

Project Report


Start of Project from Crossing of EPE End of Project at Saharanpur Bypass

Figure 3: Option 1

Terrain

The entire project road traverses through plain terrain. Plain terrain road length is 116km. RIGHT OF WAY (ROW)

A green field highway with a ROW of 60mtr would cater to the traffic-flows and up-gradation of such Highway up to 8-lanes, along with service roads, wherever required (say, it gives a long-term perspective of about next 30 to 40 years)

Project Report


Table 1: EROW/PROW Details

Sl. No. Start

Chainage End

Chainage Total

Length Total

PROW Land Use

(Km) (Km) (Km) (m) LHS RHS

1 0+000 116+000 116.000 60 Agricultural

Land Agricultural Land


SAHARANPUR BYPASS (LENGTH-124km)

The proposed project starts from Delhi (crossing of EPE) and it ends at Saharanpur Bypass. The length is 124km. This is a green field alignment which is passing through Baghpat, Shamli & Saharanpur districts rural area and parallel to NH-709B on LHS. Delhi traffic from NH-709B connects at Khekra. This is the shortest route between Delhi and Dehradun. This alignment also provides easy connectivity to Sonipat, Panipat and Karnal. The proposed length through this alignment from Delhi to Dehradun is 244 Km.

Start Point (Intersection of EPE with NH 709B) End Point (Saharanpur Bypass)

Figure 4: Option 2 Terrain

Entire project road section passes through plain terrain.

Project Report


RIGHT OF WAY (ROW)

A green field highway with a ROW of 60mtr would cater to the traffic-flows and up-gradation of such Highway up to 8-lanes, along with service roads, wherever required (say, it gives a long-term perspective of about next 30 to 40 years)


Sl. No.

Start Chainage

End Chainage

Total Length

Total PROW Land Use


1 0+000 124+000 124.000 60 Agricultural

Land Agricultural Land


SAHARANPUR BYPASS (Length-119.790Km)

The proposed project starts from Delhi (crossing of EPE) and it ends at Saharanpur Bypass. The length is 119.790km. This is a green field alignment which is passing through Baghpat, Shamli & Saharanpur districts rural area and parallel to NH-709B on RHS. Delhi traffic from NH-709B connects at Khekra. This is the shortest route between Delhi and Saharanpur. The proposed length through this alignment from Delhi to Dehradun is 218 Km.

Start of Project from Crossing of EPE End of Project at Saharanpur Bypass

Figure 5: Option 3

Terrain

The entire project road traverses through plain terrain. Plain terrain road length is 119.970km.

Project Report


RIGHT OF WAY (ROW)

A green field highway with a ROW of 70mtr would cater to the traffic-flows and up-gradation of such Highway up to 8-lanes, along with service roads, wherever required (say, it gives a long-term perspective of about next 30 to 40 years).


Sl. No.

Start Chaina

ge

End Chainage

Total Length

Total PROW Land Use


1 0+000 119+970 119+970 70 Agricultural Land Agricultural Land

Comparison Table of Section-I Alignment Options

There are three alignment options in Section-1

Table 4

Sl. No. Factor Option I Option II Option III

1 Length (Km) 116.00 124.00 119.790

2 Lane Configuration 6 Lane 6 Lane 6 Lane

3 Provision of slip (Km)-Both side

0 0 0

4 Geometrics ➢ Good Design

speed 120 Kmph ➢ Good Design Speed

120 Kmph ➢ Good Design

speed 100 Kmph 5 PROW (m) 60 60 70

6 Land Acquisition (Hectare)

708 744 961.796

7 Bridges/ structures

➢ Bridge-4 ➢ ROB -1 ➢ Cloverleaf -5

VUP -67

➢ Bridge -1 ➢ ROB - 0

Cloverleaf - 5 VUP – 80

➢ Bridge-23 ➢ ROB -1 ➢ interchange-7

VUP -62

8 Junctions Approx. (No.)

➢ NH/SH - 5 ➢ MDR - 12 ➢ Vill. Roads- 55

➢ NH/SH – 5 ➢ MDR -15 ➢ Vill. Roads-65

➢ NH/SH - 5 ➢ MDR - 12 ➢ Vill. Roads- 55

9 Environmental Constraints

➢ Water bodies, ➢ Buildings, ➢ Temples ➢ Forest- Nil

➢ Water bodies, ➢ Buildings, ➢ Temples ➢ Forest-Nil

➢ Water bodies, ➢ Buildings, ➢ Temples ➢ Forest- Nil

10 Structures Impacted

Approx. - 12 (Building and Brick Kiln)

Approx. 35 (Building and Brick Kiln)

Approx. - 12 (Building and Brick Kiln)

11 Utility Relocation 10 HT Line 12 HT Line 10 HT Line

12 Social Impact ➢ Cultivation/

barren land acquisition

➢ Cultivation/ barren land acquisition

➢ Cultivation/ barren land acquisition

13 NH / Expressway connectivity

5 5 5

14 Civil Construction Cost (in Crore)

2900 Cr. 3100 Cr. 2884 Cr.

15 LA Cost (in Crore)

1735 1790 2182

Project Report


Sl. No. Factor Option I Option II Option III

16 Total Capital Cost 5070 5350 5524

Recommended

# Source-: Land Rate taken from Revenue Department office, UP.

Recommendation of Alignment Option (Section-I)

• As per above table Option-I has lesser length than option-II & III. It is also economical than option-II & III.

• But considering the destination point of project (i.e. Dehradun). The option-I & II has longer route by 26 & 4km respectively than option-III. Hence option-III is recommended as the suitable alignment. The cost of recommended alignment is 5524 Cr.

• Presentation of all the above three alignment has been made at Headquarter level with GM & CGM(HQ) and further explained at Chairman level.

• As per the presentation made at higher level in NHAI (HQ) option-III has been accepted principally and direction has been given to start the topographic survey & collect other details for the proposed option III. However formal approval of the alignment is yet to receive.

A brief summary of proposed data including ROW, Bypass length, Bypass cost, Total land required, Total project cost is presented in Table 6 Table 6: Summary of proposed project (Section-I)

Sl. No. Particular Unit Details

1 Existing Length of the Road km 2.35

2 Existing Traffic PCU 21645

4 Proposed Length km 119.790

12 Civil Cost per km Cr./km 24.075

13 Total Land required (ROW 70 m) Ha 961.39

14 Total Project Cost Cr. 5524

15 Project Cost per km (including LA) Cr./km 46.11

1.6 RECOMMENDATIONS

As per the above recommendation of alignment in Section-II. the recommended option are as follows :- Section-II EPE Crossing to Saharanpur Bypass (Length-119.790km)

Project Report


1.7 Environment Features of Proposed Project Highway Land Use and Administrative Set-up The land use pattern of 10 Km either side of the project alignment is mainly agricultural and human habitation, besides some Protected Forest areas (Roadside and Canal Side plantations declared as Forest).

Details of various environmental clearances applicable for the project package are presented below Environment Clearance: Project Package is the part of Delhi-Amritsar-Katra Expressway in the state of Haryana and Punjab. Hence, ToR for Prior Environmental Clearance from MoEF&CChas been made and obtained for the entire Haryana Section (km 0.000 to km 135.056) and Punjab Section (km 135.056 to km 396.863) under Phase I of Delhi-Amritsar-Katra Expressway. Environmental Clearance from MoEF&CC shall be obtained once the EIA study as per the obtained ToR is completed. NHAI shall obtain the clearance before the start of the construction works. Wildlife Clearance: Bir Gurdialpura Wildlife Sanctuary falls within 10 km radius of the proposed alignment in the district of Patiala in Punjab State. Hence, recommendation from NBWL shall be required. Forest Clearance: Protected Forest (Roadside and Canal Side Plantation declared as Forest) shall be affected by the crossing of the proposed expressway. NHAI shall obtain the clearance before the start of the construction works. Details of protected forest located alongside the project highway under Package V are Tabulated below. Other than the above clearances obtained by NHAI, the contractor too shall have to procure and obtain a number of clearances, permissions and NOCs for the project, before the start of construction works. These are: Prior Environmental Clearance from MoEF&CC / SEIAA for mining of sand and

aggregate quarries, if new mines opened by the Contractor ▪ Conversion of land use, from the State revenue department for setting camps and plants ▪ Approval of Monitoring Consultant / Supervision Consultant / Authority Engineer for

location and layout of Camps & plants before start of Construction ▪ NOC and Consents under Air & Water Acts for establishing and operating the

construction plants including but not limited to hot mix plants, WMM, crushers etc. from State Pollution Control Board

▪ Prior permission for felling of trees from Forest dept. / District Authorities ▪ NOC under the Hazardous and Other Wastes (Management and Trans-boundary

Movement) Rules, 2016 from SPCB ▪ PUC certificate for use of vehicles for construction from Transport department ▪ NOC for water extraction for construction and allied works from Irrigation department ▪ Approval of Monitoring Consultant / Supervision Consultant / Authority Engineer for Traffic

Management Plan before start of Construction ▪ Approval of Monitoring Consultant / Supervision Consultant / Authority Engineer for the

Emergency Action Plan for accidents responding to involving fuel & lubricants before the construction starts.

Project Report


1.8 Indicative Design Standards and Specifications 1.8.1 General

The postulates and considerations for designing the Greenfield Six lane Highway are as follows: The Highway will be designed as a fully access-controlled high-speed tolled facility. The Highway will be designed for six-lane divided configuration. The Highway will be provided with modern road furniture and traffic information systems for the safe, convenient and fast movement of vehicles. The road sides will be made aesthetically pleasing through suitable planting of trees, shrubs, etc. Wayside amenities to provide rest, food, fuel, repair facilities etc. at periodic intervals for the convenience of the traveling public and truck drivers will also be a part of the project. Traffic safety will be in-built in the design process itself, and all the accident prevention measures will be taken. The formulation of the design standards is required in order to avoid any inconsistency in design from one section to the other and provide desired level of service and safety. For this project it is proposed to follow Design Standards given in IRC codes, guidelines and special publications, and MORTH circulars as applicable to National Highways. The project corridor is eight lane Greenfield Highway and is to be designed as per standards and specifications of IRC SP 87-2013. Where the said standards are silent the following standards shall be referenced and the one considered the best and most relevant adopted: American Association of State Highway and Transport Officials (AASHTO) standards British Standards Any other National or International Standard as considered suitable 1.8.2 Classification of Design Standards for Geometrics of Highway

The project highway shall follow the design standards mentioned below

Design Speed

The design speeds given in table below are adopted for various terrain classifications.

Table 10: Design Speed

Nature of Terrain

Cross Slope of Ground Design Speed (KMPH) Ruling

Plain

Up to 25%

100

The project corridor passes through plain terrain. The adopted design speed is 100 KMPH throughout the stretch. Right of Way The recommended minimum Right of Way is given in table below

Table 11: Recommended Minimum Right of Way

Section Right of Way (ROW)

Rural Section 70m

Project Report


At interchanges, toll booth, highway amenities, connecting roads additional land shall be required as mentioned in drawings volume. The co-ordinates for the LA shall be provided separately as Annexure 1. Lane Width of Carriageway

The standard lane width of the Project Corridor is 3.5 m. Project Corridor shall have three lane in each direction of traffic. Median The median shall be raised and recommended width of median including shyness is 5m. Other specifications for the median are mentioned below: ▪ The depressed median has suitably designed and provision of rainwater harvesting

system at suitable intervals for effective drainage of surface runoff from the median. ▪ An edge strip of 0.75m width of depressed median adjacent to carriageway in either

direction shall be paved with same specifications as of the adjacent carriageway. ▪ As far as possible, the median shall be of uniform width for the Project road. However,

where changes are unavoidable, a transition of 1 in 50 is to be provided. ▪ Median is to be well planted to cutoff the glare coming from the vehicle traveling in

opposite directions. ▪ In Median longitudinal gradient is designed in such a way that the water flow away from

SVUP, LVUP VUP median. Median drains shall be terminated well before these structures with effective drainage arrangement.

▪ At VUP, SVUP, LVUP and Bridge location, median wall is eliminated and slope of 1:6 is provided; in place of median wall pitching and toe wall is to be provided.

Shoulders

The shoulders on the outer side shall be 3.0 m earthen.

Barriers Thrie -beam crash barrier has been provided throughout the project corridor except at structure locations. At culverts parapet wall has been provided and at SVUP/LVUP /VUP/FO/ ROB concrete crash barrier has been provided. Design of Horizontal/Vertical alignment The general principles and design criteria laid down in relevant IRC & MORTH guidelines have been followed in conjunction with the relevant circulars. The following latest code of standards & technical specifications has been used for the alignment design;

Table 12: Summary of Code of Standards & Technical Specifications

Publication

Issued by IRC:38- – Guidelines for Design of Horizontal Curves Indian Road Congress (IRC) IRC:SP:23- Vertical Curves for Highway Indian Road Congress (IRC) IRC: 92- Guidelines for Design of Interchanges in Urban Areas

Indian Road Congress (IRC)

IRC:SP:87 - Manual of specifications and standards for Six lane Highway

Indian Road Congress (IRC)

Project Report


The Project corridor is designed as per IRC SP 87 Guidelines. Few parameters have been considered based on MOM such as width of ROW, median width, rain water harvesting in medians and boundary wall on RoW edge at a spacing of 500m Horizontal Alignment Alignment is fluent and is blended with the topography. The horizontal curves have been designed as per IRC 38 requirement. Radii of horizontal Curves The desirable minimum radii of horizontal curves are given below

Table 13: Minimum Radii of horizontal Curves

Design Parameters Radii (m) Design Speed (Km/h) 100

Absolute Minimum Radius (m) 250

Desirable Minimum Radius (m) 400

Transition Curves Properly designed transition curves are provided at both ends of the circular curve. The minimum length of transition curves is designed for 100 Kmph as per IRC: 38 (latest).

Sight Distance The desirable minimum sight distance for 6 lane divided carriageway for 100 Kmph design speed is given in below table. An Intermediate sight distance has been provided throughout as per Section 2 clause 2.9.5 of IRC SP 87 (2019).

Table 14: Safe sight Distance

Design Speed (Kmph)

Safe Stopping Sight Distance (m)

Desirable Minimum Sight Distance (m) (Intermediate Sight distance)

100 180 360

Vertical Alignment The vertical alignment should provide for a smooth longitudinal profile. Grade changes are not too frequent to cause kinks and visual discontinuities in the profile. The vertical design, especially at grade change location, such as VUP/LVUP, ROB, bridge locations Intermediate sight distance (ISD) is adopted as per IRC SP 23. Length of approaches is also designed with ISD only. Gradients The ruling gradients for plain terrain has been adopted everywhere in the project highway as per section 2, clause 2.9.4.2 of IRC SP 87 latest revision.

Project Report


Table 15: Gradients

Terrain Ruling Gradient Plain

n 2.50%

In cut sections, minimum gradient for drainage considerations is 0.5 percent (1 in 200) if the side drains are lined; and 1.0 percent (1 in 100) if this are unlined. Ruling gradient is adopted to design vertical alignment. Vertical Curves The vertical alignment should provide for a smooth longitudinal profile; kinks and visual discontinuities in the profile should be avoided as far as possible. The vertical design at grade change location, such as VUP/LVUP, ROB, bridge locations Intermediate sight distance (ISD) is adopted. The minimum grade change requiring vertical curve and minimum length of vertical curve as per IRC SP 23 is as follows:

Table 16: Minimum Length of Vertical curve

Design speed (Km/h)

Minimum Grade change Requiring Vertical curve

Minimum Length of Vertical Curve (m)

K value for Hog Curve

(ISD)

K value for Sag Curve

100 0.5% 60 261 61

1.8.3 Coordination of Horizontal and Vertical alignment The overall appearance of project road is enhanced considerably by judicious combination of the horizontal and vertical alignments. Plan and profile of the road shall not be designed independently but in unison, so as to produce an appropriate three-dimensional effect. Proper co-ordination in this respect will ensure safety, avoid visual discontinuities and contribute to overall aesthetics. Vertical curvature superimposed upon horizontal curvature gives a pleasing effect. As such the vertical and horizontal curves shall coincide as far as possible and their length shall be somewhat longer than the vertical curve. Short vertical curve superimposed on long horizontal curves have been avoided at or near the apex. Cross fall and Super Elevation The cross fall on straight sections of project road carriageway shall be as given in table below. Each carriageway shall have unidirectional cross fall.

Table 17: Cross fall on different Surfaces

Cross-sectional Element Annual Rainfall 1000 mm or more Less than 1000 mm

Carriageway, Paved Shoulders, Edge Strip 2.5 Percent 2.0 Percent

Project Report


The cross fall for earthen/granular shoulders on straight portions is at least 1.0 percent steeper than the values given in above table. On super elevated sections, the earthen portion of the shoulder on the outer side of the curve is provided with reverse cross fall so that the earth does not drain on the carriageway and the storm water drains out with minimum travel path. Super Elevation The super elevation is limited to 7% if radius of curve is less than desirable minimum radius. It shall be limited to 5% if radius of curve is more than desirable minimum radius. 1.8.4 Lateral and Vertical Clearance for Interchange/ FO/ROB/VUP/SVUP/LVUP The lateral and vertical clearance is as per table 18 Interchanges The details are given in Para 1.3.6 of this chapter. Flyover Flyovers are provided at crossing between the project road and the NH/SH depending upon the importance of road. All existing four lane road are considered for FO. Vehicular Under Pass (VUP) VUP’s are provided at crossing between the project road and MDR’s. The lane width of the cross road varies from 7.0m to 10.0m. The provision of future widening from 2 lane to 4 lanes is taken into consideration for these roads. These are provided perpendicular to the Project road. Light Vehicular under pass (LVUP) The location of LVUP has been provided for metal Roads/ODR’s. These are low configuration road compared to VUP’s. These are provided perpendicular to the Project road.

Small Vehicular Underpass (SVUP)

To ensure complete access control and make cost effective grade separation, a smaller dimension VUP (SVUP) has been provided for Village Road/Mud roads with width lesser than 5.50m. All cross roads are not provided with SVUP’s. At s few cross road Box of size 6mx4m Box is provided. Few, mud roads/ tracks which are at close interval and for which direct underpasses are not provided shall be connected by connecting roads with cross roads were Underpass is provided. Lateral and Vertical Clearance at Underpasses Lateral and Vertical clearance at underpasses shall not be less than the values given below

Table 18: Lateral Clearance and Vertical Clearance

Type of Underpass

Minimum Lateral Clearance (m)

Minimum Vertical Clearance (m)

Flyover 30 m for SH and 2x30 for NH 5.5 VUP 2

0 5.5

LVUP 12

4.0

Project Report


1.8.5 Interchange Design Being fully access controlled, there will be no at grade junctions with Expressway. Entry/Exit will be only from interchanges. At grade intersections adversely influence the quality of highways in terms of speed, capacity and safety because of interruptions to the flow of traffic. Thus the basic requirement for the design of intersections is not only to cater for safe movements for the drivers, but also to provide them full traffic information by way of signs, pavement markings and traffic signals. Further, simplicity and uniformity should be the guiding principles for interchange design to ensure the safe passage of maneuvers and reduce conflict points, either by elimination of certain maneuvers or separated in space, horizontally or vertically. The interchanges are proposed on National highway/ State Highways. The interchanges are designed with proper ramps and loops as per IRC: 92 latest versions. Interchanges are designed considering following components

▪ Acceleration lane ▪ Deceleration lane ▪ Loops ▪ Ramps

Acceleration/Deceleration Lane Acceleration/Deceleration lane shall be provided as per IRC 92. Each entry and exit ramp shall have acceleration/deceleration lane for the Project Highway. The length of the acceleration/deceleration lanes shall be decided on the basis of speed differentials of the Project road traffic and the speed permitted on the ramps.

Table 21: Recommended Design Speeds for Ramps

Configuration

Type of Ramp

Range of Design Speed (Km/h) 100-120

Range of Ramp Design Speeds

Service Interchange

Semi-Direct 40-60 Loop 60-80 Direct 60-90

Access Control Access has been provided through interchanges only. Connecting Roads Connecting roads of service road standard are provided to maintain proper circulation of local traffic, continuity of travel and to facilitate crossing over to the other side of the Project road

SVUP 7 4.0

ROB Depending upon Railway ROW 6.550

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through an underpass wherever required. These have been provided outside the ROW. These roads have been provided at locations where the distance between 2 cross roads is less than 200m. Width of connecting road is kept as 7 m. 1.8.6 Median Openings Median openings with detachable barrier have been provided at about 12 to 15km (between two interchanges) for traffic management for maintenance works and vehicles involved in accidents. 1.8.7 Boundary Wall at ROW Road boundary wall to be constructed as specified in Ministry Circular no. RW-NH 24036/27/2010-PPP/dated 04.02.2019 1.8.8 Typical Cross Sections The proposed TCS developed for the project corridor are for 3 x 3 lane divided carriageway. The details are provided in Chapter-6 of this report. 1.8.9 Drainage The IRC: SP 42 will generally be followed for design of highway drainage. The planning of highway and drainage is intricately linked with the terrain, alignment of the highway and the proposed cross drainage works. The planning and designing of adequate drainage system is a primary requirement for maintaining a structural soundness and functional efficiency of a road. Pavement structure including sub-grade must be protected from any ingress of water; otherwise over a period of time it may weaken the sub-grade by saturating it and cause distress in the pavement structure. Hence disposal of water from the pavement and sub-grade is a basic consideration in road design. Over and above quick drainage takes away the water from pavement surface and reduces chances of skidding of vehicles. In order to guard the pavement from the poorly drained conditions, planning, designing, construction and maintenance of longitudinal drains on either side of the roads is very much essential. The surface water from the pavement and shoulders will be made to flow into the drains by providing suitable cross Slopes / Camber. Earthen drains are provided through-out the project corridor to ensure the efficient drainage from carriageway to drain. All drains are connected to cross drainage structure. Median drains are provided with rain water harvesting structure. Proper drainage arrangements are provided for grade separated structures. If requires, CD work is also provided for loops and ramps.

1.8.10 Capacity of Project Highway For the purpose of design and future augmentation of the Project Expressway, the design service volume for level of service- B for plain/rolling terrain shall be 1300 PCU/hr/lane. The design service volume can be determined as per MORTH Guidelines for Expressways. The design service volume per day will depend on the peak hour flow and will be as specified in the below given table.

Table 22: Design service volume for Expressways in Plain and Rolling Terrain (in

PCUs/Day) for LOS B

Design Service Volume in PCUs per day for LOS B

4- Lane 6-Lane 8-Lane

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86,000 for Peak hour flow (6%)


1,30,000 for Peak hour flow (6%)


1,73,000 for Peak hour flow (6%)

1 30,000 for Peak hour flow (8%)

1.8.11 Service Road Service road to be provided in this project. 1.8.12 Embankment and Cut Sections The design and construction of the road in embankment and in cutting shall be carried out in accordance with Section 300 of MORTH Specifications IRC: SP-87 latest version.

1.8.13 Highway Amenities Three types of amenities provided in the project highway are of size 6ha 18 ha and 30ha Bigger size amenities are connected with SVUP which enable the passengers to use other side amenity also. Wayside amenities generally provided at approximately 20 to 25Km interval. In the bigger wayside amenity having size of 300m x 600m, all facilities such as drinking water kiosk, toilet facilities, truck parking, bus parking, car parking, separate restaurants for truck driver, restaurants for other road users, children park, petrol station, garage, generator set/ solar system area, ATM’s, Ambulance area, medical room etc. to be provided. Other than this some portion of land is left for land monetization purpose. These facilities are generally in LOOPs of Interchanges.

In the smaller wayside amenity having size of 200m x 300m, facilities such as drinking water kiosk, toilet facilities, truck parking, bus parking, car parking, restaurants, petrol station, garage, generator set/ solar system area, ATM’s etc. to be provided. For way side amenity of 30 hec. and 45hec. Triangle area in between loops of interchange formed by highway and connecting roads as well as area in between loops of trumpets to be acquired as part of future land monetization plan, not to be developed currently. At present small way side amenity of size 6 hec. to be developed. 1.8.14 Traffic Control Devices, Road Safety Devices and Road Side Furniture Traffic Control Devices, Road Safety Devices and Road Side Furniture shall comprise of road signs, road markings, object markers, hazard markers, studs, delineators, attenuators, safety barriers, boundary fences, boundary stones, kilometer stones, etc. Relevant IRC Guidelines (IRC 2, IRC:8, IRC:35, IRC:67, IRC SP 87,etc), MORTH Guidelines, IRC:SP - 87 and Section 800 of MORTH Specifications shall be followed. 1.8.15 Traffic Management Systems

Advance Traffic Management Systems (ATMS) shall be provided as per Clause-816 of MORTH Specifications for road and bridge works. 1.8.16 Toll booth Toll booths shall be provided as per IRC: SP-87. Toll Plaza 1 3+520 Toll Plaza 2 116+900

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Toll booth are designed for peak hour traffic projected for minimum 25 years. The total number of toll booths and lanes are designed to ensure the service time of not more than 10 seconds per vehicle at peak flow. The width of each toll lane will be 3.5m for ETC/Manual/Smart card lanes proposed as per NHAI guidelines and one lane at the extreme outer side for over dimensional vehicles of 4.50m. Between each toll lane, traffic islands will be provided so as to accommodate toll booth. These islands will be of minimum 25 m length and 1.8m width. Protective barriers of reinforced concrete will be placed at the front of each island to prevent out of control approaching vehicles crashing into the toll booth. They would be painted with reflective chevron markings. The area of toll booth covering the flared portion shall be same as that of main carriageway. The fee collection system shall be electronic toll collection (ETC) system. The design of the Toll Booth(s) shall be aesthetically pleasing. The fee collection staff should be efficient, courteous and adequately trained before deployment. 1.9 Design Criteria for Structures Definition of Structures

Interchanges: Interchange is a system of interconnecting roads (ramps and

loops) in conjunction with one or more grade separations that provide for the uninterrupted movement of traffic between two or more roads.

Culverts: Cross drainage structures having length ≤ 6 m shall be

classified as culverts. Major and minor bridges: Bridges having length upto 60m shall be classified as minor

bridges and bridges having length greater than 60m shall be classified as major bridges.

Rail over Bridge (ROB): Structure provided over the railway lines to carry the Project

Highway. Rail under Bridge (RUB): Structure provided below the railway lines to carry the

Project Highway. Vehicular Underpass (VUP): Grade separated structure which is provided for crossing of

vehicles under the Project Highway. Vehicular Overpass (VOP): Grade separated structure which is provided for crossing of

vehicles over the Project Highway.

Viaducts: Structures carrying the project road over land and spanning across the valleys are termed as viaduct

1.9.1 Design Standards Structures

The design shall cover all aspects of preliminary design pertaining to various parts of Bridges

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/ Grade separators / ROBs etc. The design shall generally be based on relevant IRC codes of practice, MoRTH circulars. However, where the IRC codes are not applicable or silent, appropriate BIS or other international Codes of Practice, such as, British / American / Australian Codes based on sound engineering practice shall be used. The section below outlines the standards to be adopted for the design of the structures which include Flyovers and Interchanges, Major Bridges, Minor Bridges, VUP, LVUP SVUPs and Culverts. The IRC codes/Standards/Act, MoRTH Publications, IS & BIS codes shall be followed in the project. Design of all proposed structures shall be done in accordance with the provisions of the following Latest IRC Codes:

Table 23: LIST OF IRC CODES

IRC: 5 - Section I- General Features of Design (Eighth Revision)

IRC: 6 - Section II- Loads and Stresses

IRC: 22

- Section IV-Composite construction for Road Bridges (Second Revision)

IRC: 24 - Section V-Steel Road Bridges (Second Revision)

IRC: 78 - Section VII- Foundations and Substructure (Second Revision)

IRC:83(Part-II) - Section IX- Bearings, Part II: Elastomeric Bearings

IRC: 83(Part-III)

- Section IX-Bearings, Part III: POT, POT- CUM-PTFE, Pin and Metallic Guide Bearings

IRC: 87

- Guidelines for the Design and Erection of False work for Road Bridges

IRC: 89

- Guidelines for Design and Construction of River Training and Control Works for Road Bridges (First Revision)

IRC:112 - Code of Practice for Concrete Road Bridges

IRC: SP13 - Guidelines for Design of Small Bridges and Culverts

IRC: SP:40 - Techniques for strengthening & rehabilitation of bridges.

IRC: SP:64

- Guidelines for the Analysis and Design of Cast-in-Place Voided Slab Superstructure

IRC: SP:66 - Guidelines for Design of Continuous Bridges

IRC: SP:69 - Guidelines & Specifications for Expansion Joints

IRC: SP:70 - Guidelines for the Use of High Performance Concrete in Bridges.

IS:14593

- Design and Construction of Bored cast in situ Piles founded on Rocks.

IS: 2062 - Hot rolled medium and high tensile structural steel specifications.

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IS:14268

- Uncoated stress relieved low relaxation seven Ply strand for pre stressed concrete specifications

IS-2911 - For Pile foundations

IRC:SP:114

- Seismic design for Road Bridges

1.9.2 Special Design Requirements The complete structure shall be designed to be safe against collapse and to maintain at all times an acceptable serviceability level. These shall be also designed to be durable to withstand the deteriorating effects of climate and environment. All new bridges shall have independent superstructures for each direction of travel. Choice of single or independent structure for culverts shall be decided based site condition. Width of median in structural portion will be maintained same as that in the approaches. In cases where median is kept open to sky, suitable provision will be made for retaining the earth likely to spill from median portion of immediate embankment. All new bridges will be provided for carriageway width as per Manual IRC: SP 87. Bridge superstructure may be reinforced concrete, pre-stressed concrete or steel-concrete composite construction. Similarly, the substructure and foundations may also be concrete, steel or steel-concrete composite construction. Bearing of new bridges shall be easily accessible for inspection and maintenance.

Reinforced Earth/R.C.C Retaining wall type can be provided for high fill/embankment with aesthetically pleasing appearance. Design life of reinforcing elements for earth retaining structures shall be 100 years minimum. Structure with viaduct shall be provided for ensuring unhindered local cross movement of pedestrians and local vehicular traffic 1.9.3 Design Basis The design would be carried out using the limit state design philosophy satisfying the requirements of IRC-112. The structure would be designed to meet both the ultimate and serviceability requirements of the code. Ultimate limit state: This cover static equilibrium and failure of structural element or structure as a whole when acted upon by ultimate design load. Serviceability limit state: This deals with the condition of structure subjected to serviceability design loads. These conditions include level of internal stress, fatigue failure, deflection, cracking and discomfort by vibrations. Load Combination shall be adopted as per table B.1 to B.4 of Annex-B of IRC: 6 as given below: Table B.1 for Verification of Equilibrium. Table B.2 for Verification of Structural Strength Table B.3 for Verification of Serviceability Table B.4 for Base Pressure and Design of Foundation

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At present the combination of loads shown in Table B.4 shall be used for structural design of foundation only. For checking the base pressure under foundation, load combination given in IRC: 78-2014 shall be used. Table B.4 shall be used for checking of base pressure under foundation only when relevant material safety factor and resistance factor are introduced in IRC: 78-2014.

Table 24: Design Parameters for Structures

S. No. Design Figure Standard

1

Service life (Years)

Foundations 100

Piers 100

Deck 100

Bearings i. for MJBR, VUPs and Rail road

structures ii. for other structures

50

25

Expansion Joints 10

Parapets (Concrete) 100

Parapets (Metals) 20

Exposure Condition:

As the general environment condition is Moderate

2 Minimum clear cover to reinforcement is given below. According to Exposure

condition clear cover is provided for structural components as per IRC: 112.

i. Superstructures 40mm

ii. Crash Barrier 50mm

iii. Substructures 50mm

iv. Pre-stressing cable duct 75/90mm

v. Pre-cast elements 45mm

vi. Foundations 75mm

vii. Earth Face of Abutment, return wall, retaining wall, box side wall

75mm

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viii. NonEarth Face 50mm

3 Grade of Steel

i. HYSD bars

Fe500D (Section 1600 of Specifications: High yield strength deformed bars Fe500 conforming to IS: 1786)

ii Structural Steel Fe490(IS 2062)

S. No. Design Figure

Standard

4 Grade of Concrete

i

Prestressed Concrete

M45/M50

Girder and RCC Deck and Box Girder

ii Precast RCC Girder with RCC Deck M35

iii RCC Box type structure-MNB M35

iv Pier and Pier Cap M35

v Bearing Pedestal M40

vi RCC Abutment, Abutment cap, Return

Wall, Dirt wall.

M35

vii Open foundation, Pile and Pile cap M35

viii Crash Barrier M40

ix Approach slab M30

x Box Culverts M30

xi Leveling course M15

xii Head Wall M20

xiii Parapet wall M30

5 Dead load-(unit wt.)

i Pre-stressed Concrete 2.5 T/m³

ii Reinforced Concrete (RCC) 2.5 T/m³

iii Plain Cement Concrete (PCC) 2.5 T/m³

iv Steel 7.854 T/m³

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v Wearing Coat 2.2 T/m³

6 Live Load

i

Footpath 400 Kg/m² (Rural area)

500 Kg/m²(Urban area)

ii

c/w 5.3m to 9.6m One lane of class 70R or Two lane of Class

A

iii

c/w 9.6m to 13.1 m

One lane of class 70R for every two lanes with one lane of class A on the remaining lane or 3 lanes of class A

** Live Load shall be considered at inner edge of the carriageway for stage 2 constructions and Girder shall be capable to take care the same.

7 Impact factor

Concrete Bridges

i for Class A 4.5/(6+L)

ii

for Class 70 RT and 70RW

Upto-9m

For Tracked -25% for span up to 5m and linear reducing to 10% for span up to 9m.

For Wheeled-25% for span up to 9m

More than 9 m-

For Tracked - 10% for span between 9m to 40m.As per curve for span more than 40m.

For wheeled-25% for span up to 12m and as per curve for span more than 12m

Steel Bridges

i for Class A 9/(13.5+L)

ii

for Class 70 RT & Class 70 R W

Up to -9m

For Tracked - 25% for span up to 5m and linear reducing to 10% for span up to 9m.

For wheeled-25% for span up to 9m

More than 9m-

For Tracked -10% for all spans. For wheeled-25% for span up to 23m and as per curve for span more than 23m.

8 Wind Load

i As per basic wind speed 47m/s as per IRC: 6, clause 209.

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9 Horizontal Forces due to water current

i Case-I Parallel to pier

ii Case-II At inclination of (20±θ) to the pier

10 Longitudinal forces

i

Case-I

In case of single lane and two lane 20% of first train load plus 10% of load of succeeding train or part thereof

No. Design Figure

Standard

ii

Case-II

In case of bridges with more than two lane braking force for two lane plus 5 % of the loads on the lanes in excess of two

11 Buoyancy

i 100 % buoyancy for stability check

ii 15 % buoyancy for design

12 Temperature (as per IRC:6-2017 clause 215)

For bridge having difference between max and min air shade temperature-

>200 C Mean of Maximum and Minimum air shade temperature +,- 10˚C

whichever is critical

<200 C Mean of Maximum and Minimum air shade temperature +,- 5˚C

whichever is critical

The nonlinear temperature gradient for design of superstructure shall be considered as per clause 215.3 of IRC: 6.

13 Seismic force (as per IRC:6-2017, clause 219)

i

Zone IV

Bridges in Seismic Zone- IV to be designed for seismic forces and shall be considered as per Clause 219 of IRC 6

14 Expansion Joints

i

Filler type

For span up to 10m(Section 2600 of the specification)

ii

Strip Seal Type

For Span >10m and movement up to ±80 (Section 2600 of specification)

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iii

Modular Type

movement more than ±80 (Section 2600 of specification)

15 Bearing

i Elastomeric As per design requirements

ii Pot cum PTFE As per design requirements

iii Pin and

Guided Bearing

As per design requirements

iv Spherical Bearing

As per design requirements

16 Wearing Coat 50 mm thick

17

Prestressing (IS: 14268, section 1800 of Specifications):

Uncoated stress relieved low relaxation steel

S. No. Design Figure Standard

Type of Strand-Stress relieved multiply strands of low relaxation Ultimate Stress in Cable -1861 Mpa

Maximum prestress jacking force-0.783(90% of 0.1% of proof load)

1) The maximum force applied to a tendon at active end during tensioning, shall not exceed 90% of 0.1% proof stress 2) The analysis of prestressed section would be as per the stress strain properties given in clause 6.3.5 of IRC-112. 3) Maximum prestressing force applied to structure immediately after transfer shall not be greater than 75% of characteristic tensile strength of prestressing steel or 0.85 of 0.1% of proof load whichever less is. 4)For serviceability limit state the section would be checked for 10% lower (Inferior) and 10% higher (Superior) values of prestressing force as per IRC -112

18 Sheathing HDPE

Time Dependent material properties

19 Shrinkage: Total shrinkage is auto-generous shrinkage and drying shrinkage

20 Creep: Creep to be calculated with time and stress as per IRC112

21 Coefficient of thermal Expansion-12x10-6/degree C

22

Modulus of Elasticity-Modulus of Elasticity to be calculated as per short term and long term creep and shrinkage

23 Minimum Bar Diameter 10 mm (refer Table 5.1,IRC112)

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Diameter if any reinforcing bar including transverse ties, stirrups etc. shall not be less than 10 mm. Diameter of any longitudinal reinforcement bars in columns/ vertical member shall not be less than 12 mm. However diameter of the reinforcing bars shall not exceed 25 mm in slabs and 32 mm in other member.

24 Margin in Material (FOS)

All critical sections shall be checked for stresses under various load combinations. A suitable margin (preferably 5%) shall be there between maximum stress and allowable stress in concrete as well as reinforcement in the final design.

1.9.4 Design Load and Stresses Design loads shall be as per IRC: 6, appropriate for the proposed carriageway width, type and properties of stream, location, altitude, etc. Dead Load (DL) The dead load i.e the self-weight of the superstructure, substructure and foundations, backfill will be considered as per the Cl. 203 of IRC: 6 and are summarized as below;

Wet concrete including reinforcement - 2.6 t/m3 (IRC: 87 – 2011)

Concrete (Cement Reinforced) - 2.5 t/m3

Concrete (Cement Prestressed) - 2.5 t/m3

Concrete (Asphalt) - 2.2 t/m3

Earth (Compacted) - 2.0 t/m3

Concrete (Cement - plain with plum) - 2.5 t/m3

Superimposed Dead Load (SIDL) SIDL comprises of the following items

Crash barrier without Hand Rail – 0.8 t/m Crash barrier with Hand Rail Wearing Course

– –

1.0 t/m 0.246 t/m2

Railing – 0.6 t/m Footpath Load

Crash barrier is adopted as per IRC: 5. Live Load Combinations Live load combinations mentioned in IRC: 6 Table-6 shall be followed as per relevant carriageway width. In general for Bridges and Flyovers following combinations shall be used:

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i. Class A 3-Lane Loading ii. 1 Lane of 70R + 1 Lane of Class A Loading iii. 1 Lane of 70R + 1 Lane of 70R T Loading iv. IRC Class SV Loading special Multi Axle Hydraulic Trailer Vehicle (Prime Mover with 20 Axle Trailer – GVW =385Ton shall be considered to ply for single carriageway or Dual Carriageway Bridge with a maximum eccentricity of 300mm) Minimum clear distance between the two vehicles shall be 1.2m. The loads which are not mentioned in this clause shall be as per IRC: 6 Where ever footpath is provided in the bridge Footpath live load is taken and bridge is also designed for without footpath case. Live Load shall be considered at inner edge of the carriageway for stage 2 construction and Girder shall be capable to take care the same. Reduction in the longitudinal effect on bridges having more than two traffic lanes due to the low probability that all lanes will be subjected to the characteristic loads simultaneously shall be in accordance with the Table shown below:

Table 25: Lane Reduction Factor for Live Load

Number of lanes Reduction in longitudinal effect For two lanes No reduction For three lanes 10% reduction For SV Loading, during passage on bridge, no other vehicle shall be considered to ply on the bridge. No wind, seismic, braking forces and impact on the live load need to be considered as SV shall moves at a speed not exceeding 5kmph over the bridge.

Notes: a) However, it should be ensured that the reduced longitudinal effects are not less severe than the longitudinal effect, resulting from simultaneous loads on two adjacent lanes. Longitudinal effects mentioned above are bending moment, shear force and torsion in longitudinal direction. b) The above Table is applicable for individually supported superstructure of multi-laned carriageway. In the case of separate sub-structure and foundations, the number of lanes supported by each of them is to be considered while working out the reduction percentage. In the case of combined sub-structure and foundations, the total number of lanes for both Special vehicle loading Structure needs to be checked for special vehicle also. The total load 385T of special vehicle is the load considered to act at 300mm from center of carriageway. No other load is considered to moving on structure when special vehicle is moving.

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Congestion Factor For bridges, flyovers/grade separators close to areas such as ports, heavy industries and mines and any other areas where frequent congestion of heavy vehicles may occur, additional check for congestion of vehicular live load on the carriageway shall be considered. In the absence of any stipulated value, the congestion factor, as mentioned in Table 7 of IRC 6 shall be considered. This factor shall be used as a multiplying factor on the global effect of vehicular live load only. Under this condition, horizontal force due to braking/acceleration, centrifugal action and temperature gradient effect need not be included, but the effect of live load impact shall be included. Longitudinal forces In all road bridges, provision shall be made for longitudinal forces arising from anyone or more of the following causes: a) Tractive effort caused through acceleration of the driving wheels; b) Braking effect resulting from the application of the brakes to braked wheels. c) Frictional resistance offered to the movement of free bearings due to change of

temperature or any other cause. The braking effect on a simply supported span or a continuous unit of spans or on any other type of bridge unit shall be assumed to have the following value:

i. In the case of a single lane or a two lane bridge: twenty percent of the first train load plus

ten percent of the load of the succeeding trains or part thereof, the train loads in one lane only being considered. Where the entire first train is not on the full span, the braking force shall be taken as equal to twenty percent of the loads actually on the span or continuous unit of spans.

ii. In the case of bridges having more than two-lanes: as in (a) above for the first two lanes plus five per cent of the loads on the lanes in excess of two.

Construction Live Load

Construction load wherever applicable may be considered as 0.36 t/m2 of the form area to be considered as per IRC 87. This load include load due to mobile construction plant or equipment and temporary loads.

A minimum dynamic amplification of 50% of the loads during normal lifting operations is to be assumed. When Precast segmental construction is done consequence to stability to the structure to be determine due to sudden loss of segment. Dynamic amplification of 100% is to be considered.

Differential Settlement If the riding quality permits, clause 706.3.2.1 of IRC: 78-2014 specify that the calculated differential settlement between the foundations of simply supported span shall not exceed L / 400 of the distance between the foundations, where L is distance between two foundations. In case of structure sensitive to differential settlement such as continuous structures the value of differential settlement shall be taken as 10mm.

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Temperature Gradient Effective bridge temperature shall be estimated from the isotherms of shade air temperature given in fig 15 and fig 16 of IRC: 6. Difference in temperature between the top surface and other levels through the depth of the structure, where ever applicable shall be taken in accordance with clause :215.3 of IRC:6. Centrifugal Forces Centrifugal forces are considered for spans in curved portion as per IRC 6 Centrifugal forces shall be determined from following formula:

C= WV2/127R

Where,

C =Centrifugal force acting normal to the traffic. W = Live load (tons/m) V= Design speed of vehicles (Km/ hour) R = Radius of curvature (m)

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It is considered to be acting at 1.2m above deck level. Earth Pressure 1. All earth retaining structures like Abutment and Other Earth Retaining Structures designed

to retain earth fills shall be proportioned to withstand pressure calculated in accordance with any rational theory. Coulomb's theory, subject to the modification that the center of pressure exerted by the backfill, when considered dry, is located at an elevation of 0.42 of the height of the wall above the base instead of 0.33 of that height.

2. For RCC Box Structure-Active Earth pressure / Earth pressure at rest will be considered to

be acting on the vertical walls of the RCC Box. The Co-efficient of such Earth pressure will be taken as 0.5.

3. Surcharge Pressure-All Earth retaining wall is designed for a live load surcharge pressure

equivalent to 1.2 m earth fill as per IRC 6. Wind forces 1. The superstructure shall be designed for wind induced horizontal forces (acting in the

transverse and longitudinal direction) and vertical loads acting simultaneously. The assumed wind direction shall be perpendicular to longitudinal axis for a straight structure or to an axis chosen to maximize the wind induced effects for a structure curved/skewed in plan.

2. The substructure shall be designed for wind induced loads transmitted to it from the Super

structure and wind loads acting directly on the substructure. Loads for wind with Live Load and without Live load shall be envisaged.

3. The longitudinal force on bridge superstructure (in N) shall be taken as 25% and 50% of

the transverse wind load as calculated as per Clause 209 for beam/box/plate girder bridges and truss girder bridges respectively.

Water Current Forces Any part of a road bridge which may be submerged in running water shall be designed to sustain safely the horizontal pressure due to the force of the current. On piers parallel to the direction of the water current, the intensity of pressure shall be calculated from the following equation: P = 52KV^2

Where, P = intensity of pressure due to water current, in kg/m^2 V = the velocity of the current at the point where the pressure intensity is being calculated, in meter per second, and K = a constant having the following values for different shapes of piers illustrated in Fig.11

i. Square ended piers (and for the superstructure)1.50 ii. Circular piers or piers with semi-circular ends 0.66 iii. Piers with triangular cut and ease waters, the angle included between the faces being 30° or less 0.50 iv. Piers with triangular cut and ease waters, the angle included between the faces being

more than 30° but less than 60° 0.50 to 0.70 v. do- 60 to 90° 0.70 to 0.90

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vi. Piers with cut and ease waters of equilateral 0.45 arcs of circles vii. Piers with arcs of

the cut and ease waters 0.50 intersecting at 90° Buoyancy

1. In the design of abutments, especially those of submersible bridges, the effects of buoyancy shall also be considered assuming that the fill behind the abutments has been removed by scour.

2. To allow for full buoyancy, a reduction shall be made in the gross weight of the member affected by reducing its density by the density of the displaced water. The density of water may be taken as 1 .0 t/m2. For artesian condition, HFL or actual water head, whichever is higher, shall be considered for calculating the uplift.

3. In the design of submerged masonry or concrete structures, the buoyancy effect through pore pressure may be limited to 15% of full buoyancy. 213.4 In case of submersible bridges, the full buoyancy effect on the superstructure shall be taken into consideration.

Seismic Forces The project corridor falls under seismic zone- IV (High seismic zone). Seismic design is carried out as per zone and as per codal provisions along with provision of ductile detailing and seismic arrestor Block. All bridges supported on piers, pier bents and arches, directly or through bearings, and not exempted below in the category (a) and (b), are to be designed for horizontal and Vertical forces as given in the following clauses. The following types of bridges need not be checked for seismic effects: a) Culverts and minor bridges up to 10 m span in all seismic zones. The effect of Vertical component may be omitted for all elements in zone-IV for following cases as applicable for said project. a) Bearing and Linkage b) Horizontal cantilever structural element c) For stability Combination of component motion The seismic force assumed to be coming from any horizontal direction. For this purpose two separate analyses shall be performed for design seismic forces along two orthogonal directions. The design seismic forces resultants at any cross-section of a bridge component resulting from the analysis in three orthogonal horizontal directions shall be combined as below:

a) ±r1 ± 0.3r2± 0.3r3 b) ±0.3r1 ± r2±0.3r3 c) ±0.3r1 ± 0.3r2± r3

Where, r1 = Force resultant due to full design seismic force along x-direction

r2 = Force resultant due to full design seismic force along z-direction

r3 = Force resultant due to full design seismic force along y-direction

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To improve the performance of the Bridge during earthquake, the bridges in seismic zone IV may be specifically detailed for ductility for which IRC: 112 shall be referred. Seismic Analysis The Seismic Analysis of the bridges shall be carried out using following method as per applicability defined in Table 5.3, of IRC :SP:114 – 2018,depending upon the complexity of the structure and the input ground motion.

a) Elastic seismic acceleration method (Static load) b) Elastic Response Spectrum Method c) Time history Method

Accidental Load Bridge piers of wall type, columns or the Frames built in median or in the vicinity of the carriageway supporting the superstructure shall be designed to withstand Vehicle collision loads as per clause 222.1 of IRC: 6. The effect of collision load shall not be considered on abutments or on the structures separated from the edge of the carriageway by a minimum distance of 4.5m and also not be combined with principal live loads on the carriageway supported by the structural members subjected to such collision loads as well as wind or seismic load as per cl 222.1.2 of IRC: 6. Where pedestrian/cycle track bridge ramps and stairs are structurally independent of the main highway spanning structure, their support need not be design for vehicle collision loads. Material factor of safety under collision load, reference shall be made to the provision in IRC: 112 for concrete and IRC: 24 for steel. For permissible overstressing in foundation, refer provision of IRC: 78. Collision Load The normal loads given in Table 22 of IRC: 6 shall be considered to act horizontally as Vehicle Collision loads. Supports shall be capable of resisting the main and residual components acting simultaneously. Load normal to the carriage way below and loads parallel to the carriageway below shall be considered to act separately and shall not be combined. The loads in Table 22 indicated in clause 222.3.1 are assumed for vehicles plying at velocity of about 60km/hours. In case of vehicles travelling in lesser velocity, the load may be reduced in proportion to the square of the velocity but not less than 50 percent. The bridge supports shall be designed for residual load component only, if protected with suitably designed fencing system taking in to account its flexibility, having a minimum height of 1.5m above the carriageway level.

Culverts As per Manual the culverts with vertical clearance 3 m can be used by cattle and pedestrians during dry season.

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1.10 HYDROLOGY, TRAINING WORKS AND ROAD DRAINAGE 1.10.1 Hydrological study For performing the hydrological and hydraulic analysis which essentially need the design flood of a specific return period for fixing the waterway vis-à-vis the design HFL of bridges depending upon their size and importance to ensure safety as well as economy. As per IRC 5-Section I General Features of Design specify that the waterway of a bridge is to be designed for a maximum flood of 100 years return period and SP 13. The catchment area shall be marked on the topo-sheets of Survey of India for their assessment.

The following methods can be used to estimate the peak discharge for bridge sites on major

and minor streams up to the catchment area of 5000 m2;

▪ Empirical Formulae ▪ Rational Method ▪ Synthetic Unit Hydrograph Method

In case of catchment area is more than 5000 sq km, the discharge calculations shall be based on the area velocity method at local enquiry highest flood level/ water marks on nearest bridge or the basis of dam outflow data with reference to the catchment area at proposed bridge location. Highest of above shall be considered at design discharge. With the design discharge, calculations for the 100-year flood level shall be obtained using manning’s equation based on the 100-year flood discharge. Afflux calculation, span arrangement and scour levels for piers and abutment shall be estimated. Embankment crossing the submergence of dam shall be encroaching the minimum area. Height of structure shall be based on the dam top level & its maximum water level. 1.10.2 Road drainage Road drainage shall be designed to cater the rainwater into the side drain quickly in order to avoid stagnation of rainwater over road surface. The section of the drain shall be designed on the basis of IRC 42 and IRC 50. The relevant latest publications and Indian Standards are given below

Table 26: Relevant Codes & References

Designation Issued by Date of issue IRC:5 Standard specifications and code of practice for road bridges section-I

IRC

2015

SP13 : Guidelines for the design of small bridges and culverts

IRC

2004

IRC: SP-84-Manual of specifications and standards for four laning of highways through public private partnership

IRC

2014

IRC-78 -Standard specifications and code of practice for road bridges Section – VII

IRC

2014

IRC:89 - Guidelines for design and construction of River Training and control works for road bridges

IRC

1997

SP42 : Guidelines on road drainage IRC 2004

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Central Water Commission : flood estimation report Chambal subzone 1(b) & upper indo ganga plains 1(e)

CWC

1988 & 1984

1.10.3 Side Slopes IRC: 36-2010 recommends the following side slopes for highway embankments, purely from the safety point of view.

1V: 1.5 H up to 12m heights with slope protection 1V: 1.5 H with partial retaining wall above 12m embankment height.

1.10.4 Slope Protection Measure Side Slope of embankments affected by flood shall be protected with pitching or geo-fiber on over granular filter. The Pitching shall be extended up to 0.5m above the HFL. All other locations side slopes shall be protecting by seeding & mulching as per specification clause 308 of specification of road & bridge works (MoRT&H) in consultation with the NHAI/ Independent Engineer. 1.10.5 River Training & Flood Protection Works The proposed protective measures are to be designed in accordance with the requirement of IRC: 89-1998. It is proposed to provide stone pitching of suitable thickness all around the abutments and in the front portion of abutment with suitable thickness, which will be extended up to 1.5m above HFL. In order to prevent embankment erosion during high flood, bank protection works shall be provided as required. For River Training works, if required, for protection of Embankment, detailed hydrological investigation will be carried out and necessary protection works if required will be provided, based on study report.

Flood protection measures shall be provided as follows: a) Construction of guide bunds up to HFL, along both the banks of streams/rivers joining to

contain back flow during Flood.

b) Raising the invert of the vehicular and pedestrian underpasses above design HFL or providing an auxiliary bund downstream

2 TRAFFIC SURVEYS In order to capture traffic and travel characteristics, speed characteristics, users’ preference regarding toll imposition of traffic passing through the existing alternative routes from Delhi to Dehradun, following primary traffic surveys were conducted.

▪ Classified traffic volume count (CTVC) using ATCC method. ▪ Origin – destination survey (OD) ▪ Speed and Delay studies

The classified volume count surveys were carried out at five locations, considering the possibility of diversion of traffic from existing alternative routes to proposed expressway. These locations are characterized by centers of heavy economic activities, population and are away

Project Report


from the influence of city areas in order to avoid the influence of local traffic. The surveys were conducted continuously for seven consecutive days for 24 hours through Automatic Traffic Counter and Classifier (ATCC) method. 2.1 OBJECTIVES OF TRAFFIC STUDY

The objective of traffic study is to provide basic input for the following part of the Study: ➢ Finding out the present level of traffic flow and its various characteristics (through

Classified Traffic Volume Count)

➢ Capacity assessment based on demand forecasting for next 15 years.

➢ Identifications of zone of influence of the project stretch as per O-D Survey and

Commodity Movement Characteristics survey.

➢ Intersection turning movement data defines the requirement of geometric improvement

of present intersection layout to improve the junction capacity or to provide underpass

or flyover.

➢ Pavement design.

➢ Signal design.

➢ Deriving Growth Factor for Traffic Demand Forecasting.

➢ Study of possible location & design of toll plaza.

➢ Development of wayside amenities.

2.2 HOMOGENEOUS SECTIONS The project stretch is divided into two homogenous sections based on existing traffic pattern or characteristics. The homogenous sections are mentioned in Table 2.1.

Table 2.1: Homogeneous Sections

Sl. No. Road Section

Chainage

Length (Km)

From (Km) To (Km)

1 Delhi-Saharanpur Bypass 0+000 119+790 118

Figure 6: Traffic Survey Location

Traffic Survey Location at start point

(near Baghpat) Traffic Survey Location at End Point

(Near Saharanpur Bypass)

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Fig. 7 –Homogeneous section of project road

Table 2.2: Schedule of Traffic Volume Count Survey

Location

Start Date

End Date Duration

(days)

BAGHPAT

11-08-2019 17-08-2019 7

RATTANGARH

11-08-2019 17-08-2019 7

GAGALHERI

11-08-2019 17-08-2019 7

GANESHPUR

11-08-2019 17-08-2019 7

The AADT value of base year (FY-2019) is used for the traffic volume projection up to horizon year and projected traffic volume is used in design of pavement and for projecting the tollable traffic.

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Table 2.3: Summary of ADT and AADT at Survey Locations

Sl. No.

Location

ADT AADT

Nos. PCUs Nos. PCUs

1 BAGHPAT

21270

23377

15250

16620

2 RATTANGARH

24965 35358

17705

24611

3 GAGALHERI

17984

24947

12862

17821

4 GANESHPUR

17462

20328

12467

14393

Table 2.4: Annual Average Daily Traffic at Survey Locations

Vehicle Type BAGHPAT RATTANGARH GAGALHERI GANESHPUR

2W 6183 5020 4028 3681

Auto Rick 371 267 302 43

Car/ Van/ Jeep 6217 7321 4754 6315

Mini Bus 226 252 260 501

Std. Bus 917 1083 714 813

LCV 403 631 508 388

2-Axle Truck 210 907 516 249

3-Axle Truck 263 1638 1185 302

Multi Axle Truck 230 378 118 47

Agr. Tractor Without Trailer 88 98 139 9

Agr. Tractor With Trailer 70 93 158 109

Animal Drawn 56 6 147 9

Cycle 16 12 28 1

Cycle Rick 0 0 4 0

Total Vehicle 15250

17705

12862

12467

Total PCU 16620

24611

17821

14393

3 MATERIAL INVESTIGATIONS

Borrow Area Soil Borrow area soil locations have been identified for the sub-grade and embankment and representative samples have been collected from potential locations for laboratory testing. Summary of observed CBR test results of borrow area soil samples are given in table below

Project Report


Table 3.1: Summary of CBR Test Results of Borrow Area Soil Samples

Sl. N

o.

CHAINAGE

Grain size analysis

Atterberg Limits

SPE

CIF

IC

GR

AV

ITY

Heavy Compaction

C.B.R

Gra

vel (

%)

Sand

(%

)

Silt

(%

)

Cla

y (%

)

LIQ

UID

L

IMIT

(%

)

PL

AST

IC

LIM

IT (

%)

PL

AST

ICIT

Y

IND

EX

(%

)

OM

C (

%)

M.D

.D.

(gm

/cc

)

Soak

ed

Uns

oake

d

1

4+000

0

27

65

8

25.12

17.68

7.4

2.66

11.35

1.95

10.20

19.40

2

12+000

0

25

69

6

24.80

20.12

4.7

2.65

10.89

1.94

9.00

18.50

3

20+000

0

27

65

8

25.30

17.46

7.8

2.66

11.25

1.95

9.80

19.80

4

28+000

0

30

68

2

N

P

-

2.64

10.80

1.89

17.60

20.20

5

35+200

0

65

35

0

N

P

-

2.63

10.20

1.87

18.50

22.50

6

44+000

0

38

57

5

23.60

17.70

5.9

2.64

10.80

1.93

10.20

19.80

7

52+000

0

24

70

6

23.12

18.35

4.8

2.65

11.50

1.94

11.80

18.40

8

60+000

3

29

60

8

25.00

17.80

7.2

2.66

12.20

1.97

12.90

19.80

9

68+000

0

36

59

5

25.10

19.50

5.6

2.64

10.26

1.95

11.10

19.90

10

76+000

0

18

75

7

25.14

18.46

6.7

2.65

11.25

1.93

10.00

16.40

11

84+000

0

21

70

9

27.65

22.16

5.5

2.65

12.10

1.95

12.10

18.00

12

92+000

0

7

74

19

34.10

23.50

10.6

2.68

12.60

2.12

6.60

14.70

13

100+000

0

8

76

16

31.60

21.60

10.0

2.67

12.40

2.05

8.90

16.10

14

108+000

0

95

5

0

N

P

-

2.62

10.00

1.89

19.60

24.10

15

116+000

0

57

43

0

N

P

-

2.63

10.80

1.87

17.40

21.40

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4 GEOMETRIC IMPROVEMENT Project highway is a green-field alignment proposed to be developed with a design speed of 100kmph. All design parameters are as per IRC SP 87: 2019 are to be followed; the median width adopted is 5m. The geometric design of the Project Highway shall conform to the standards set out in the Manual for Six lane Highway(IRC: SP: 87-2019). The project highway is to be developed as Four lane divided carriageway with a provision of future widening towards the median. The various typical cross sections used for the project road sections are given in table below:

Table 4.1: TCS Schedule

Sl. No. Design Chainage Length

(km) TCS Type Name of Typical Cross-section

From (km) To (km)

1 0.000 0.918 0.918 TCS-1A Typical Cross section of 6-lane divided highway at Interchange-1 Approach with Existing NH-709 B

2 0.918 1.500 0.582 TCS-1B Typical Cross section of 6-lane divided highway at

Interchange-1 Approach with Ramp

3 1.500 7.500 6.000 TCS-2 Typical Cross section of 6-lane divided highway

without Paved Shoulder

4 7.500 8.600 1.100 TCS-3 Typical Cross section of 6-lane divided highway at

Interchange-2 Approach



6 -0.400 -0.000 400 TCS-1C Typical Cross section of 4-lane divided highway on

Existing NH-709B

7 27.000 27.400 0.400 TCS-2 TYPICAL CROSS SECTION OF 6-LANE DIVIDED

HIGHWAY WITHOUT PAVED SHOULDER

8 27.400 28.600 1.200 TCS-3 TYPICAL CROSS SECTION FOR 6-LANE

DIVIDED HIGHWAY AT INTERCHANGE-3 & 4 APPROACH

9 28.600 55.550 26.950 TCS-2 TYPICAL CROSS SECTION OF 6-LANE DIVIDED

HIGHWAY WITHOUT PAVED SHOULDER

10 55.550 56.500 0.950 TCS-3 TYPICAL CROSS SECTION FOR 6-LANE

DIVIDED HIGHWAY AT INTERCHANGE-3 & 4 APPROACH














Interchange-7 Approach with Ramp

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Table 4.2: Typical Cross Section

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5 WAY SIDE AMENITIES / SERVICE AREA The locations of the wayside amenities are given below.

Table 5.1: Wayside Amenities Locations

S. No. Start (Km) End (Km) Side Type of facility Area

1 5.750 5.950 Both side Road user facility 2 ha + 2 ha



4 75+014 75+450 Both side Road user facility 12 ha + 12 ha


6 TOLL BOOTHS Toll booths has been provided as per IRC: SP-99. Toll booth are designed for peak hour traffic projected for minimum 25 years. The total number of toll booths and lanes are designed to ensure the service time of not more than 10 seconds per vehicle at peak flow. The width of each toll lane will be 3.5m for ETC/Manual/Smart card lanes proposed as per NHAI guidelines and one lane at the extreme outer side for over dimensional vehicles of 4.50m. Between each toll lane, traffic islands will be provided so as to accommodate toll booth. These islands will be of minimum 25 m length and 1.8m width. Protective barriers of reinforced concrete will be placed at the front of each island to prevent out of control approaching vehicles crashing into the toll booth. They would be painted with reflective chevron markings. The area of toll booth covering the flared portion will be same as that of main carriageway. The fee collection system will be electronic toll collection (ETC) system. The Toll Booth(s) are aesthetically pleasing as per the design. The fee collection staff would be efficient, courteous and adequately trained before deployment.

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7 INTERSECTION PROPOSALS

Being fully access controlled, there will be no at grade junctions with the project Highway. Entry/Exit will be only from interchanges. At grade intersections adversely influence the quality of highways in terms of speed, capacity and safety because of interruptions to the flow of traffic. Thus the basic requirement for the design of intersections is not only to cater for safe movements for the drivers, but also to provide them full traffic information by way of signs, pavement markings and traffic signals. Further, simplicity and uniformity should be the guiding principles for interchange design to ensure the safe passage of maneuvers and reduce conflict points, either by elimination of certain maneuvers or separated in space, horizontally or vertically. Moreover, for a project highway carrying a high volume of traffic on the proposed six lane carriageway and where the design speed is 100 Kmph proposing an at grade intersection would be fatal and would also not pass the safety audit requirements. Keeping in view the safety hazard at high speed & volume of traffic on the project highway no at-grade intersection has been provided. Grade separation shall be provided at all intersection with National Highway and State Highway. In addition to this Grade Separators will be provided across other categories ofroads. It has been decided to give safe crossing to all roads. In case two crossings are at close interval then access will be given to one and other will be joined by service road. Grade separated interchange is proposed at the following location:

Table 7.1: List of Interchanges

S. No Design Chainage Type of Interchange Road crossing 1

1 0+000 INTERCHANGE-

1


2


3


1


2


3

0+000 Ramps EPE-BAGHPAT

2 8+043 Loops, Ramps MEERUT-BAGHPAT-NH334B

3 28+000 Rotary BARAUT-BUDAHA (MDR)

4 56+054 Loops , Ramps MEERUT-SHAMLI-709A

5 69+300 Loop , Ramps MZN-SHAMLI-PANIPAT

6 82+870 Rotary THANABHAWAN-MZN ROAD 7 119+068 Loop, Ramp SAHARANPUR BYPASS

8 PROPOSAL FOR STRUCTURES The summary of structures along the project highway is given in table below:

Table 8.1: Summary of Proposed Structures

Sl. No. Type of structures Numbers

1 ROB 1

2 Interchange 7

3 Flyover 0

4 Major Bridge 2

5 Major Bridge cum LVUP 0

6 Major Bridge cum SVUP 0

5 Major Bridge cum VUP 0

7 Minor Bridge 21

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8 Minor Bridge cum LVUP 5

9 Minor Bridge cum SVUP 0

10 Minor Bridge cum VUP 0

11 VUP 13

12 LVUP 49

13 SVUP 0

14 Viaduct 0

15 Culvert Box 184

16 Culvert Pipe 87

17 Structures on Loops of Interchange (VUP & VOP)

Total

Structure proposals Major Bridges:

Sl. No. Design Chainage

(km) Clear Span (No of SpanX C/C of

exp.Jt. (m) Total Width (m)

1 35.875 4x21 2x15.1

2 109.428 2x30 2x15.1 -

Major Bridge cum LVUP

S. No.

Design Chainage

(Km)

Span Arrangement

(m)

Total

width (m)

Remarks

Major Bridge cum SVUP

S. No. Design

Chainage (Km)

Span Arrangement

(m)

Total width (m)

Remarks

Major Bridges cum VUP:

S. No. Design

Chainage (Km)

Span Arrangement

(m)

Total width (m)

Remarks

Minor Bridges

Sl. No.

Design Chainage

(km)

Clear Span (No of SpanX Clear Span

Length (m) Total Width (m) Remarks

1 2.117 1x12 2x15.1 Canal Crossing




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Sl. No.

Design Chainage

(km)

Clear Span (No of SpanX Clear Span

Length (m) Total Width (m) Remarks


6 17.698 1x6x4 2x15.1 Canal Crossing

7 18.081 10+20+10 2x15.1 Canal Crossing




11 31.675 1x18.27 2x15.1 Canal Crossing

12 32.203 1x21.06 2x15.1 Canal Crossing



15 70.000 1X10 2x15.1 Canal

16 77.062 1x16 2x15.1 Canal cum Road

17 83.149 1x20 2x15.1 -

18 93.668 1X25 2x15.1 -

19 98.355 1X20 2x15.1 -

20 112.318 1x40 2x15.1 -

Minor Bridge cum LVUP:

Minor Bridges cum SVUP

Minor Bridge cum VUP:

S.

No.

Design Chainage (Km)

Span Arrangement

(m)

Total

width (m)

Remarks

1 21.000 1X24.55 4.0 2x15.1

2 53.232 1X16 4.0 2x15.1 3 71.366 1x19.75 4.0 2x15.1 4 92.000 1x15+1x20+1x15 4 2x15.1 5 95.138 1x20+1x40 4 2x15.1

S. No.

Design

Chainage (Km)

Span Arrangement

(m)

Total Width (m)

Remarks

NILL

S. No.

Design

Chainage (Km)

Span Arrangement

(m)

Total Width (m)

Remarks

NILL

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Road over-bridges

Viaduct:

Culverts :-

Sl. No

Design Chainage (km)

Type of Structures Vent Size No x Width

(m) or (Dia) x Height

(m)

Remark

2.209 RCC Box 1x3.5x2.5 Cross

Drainage

2.775 HPC 1x1.2 Irrigation

Gul


Drainage


Gul


Drainage


Gul


Drainage


Gul


Gul

4.955 RCC Box

1X6x3 Cart track

/drain

5.461 RCC Box

1X6x3 Cart track

/drain


Gul

6.046 RCC Box

1X6x3 Cart track

/drain


Gul


Drainage

7.118 RCC Box

1X6x3 Cart track

/drain


Gul

Sl. No.

Design Chainage (km)

Structure Type Span (No of

SpanX Span Length (m)

Total Width (m)

1 15.739 Composite Steel Girder

3x36+1x18 2x15.1

S. No. Design Chainage (In Km)

Span Arrangement (m)

Total width (m)

Remarks

Nil

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8.688 RCC Box 1x3.5x2.5 Cross Drainage

9.298 RCC Box

1X6x3 Cart track /drain

9.615 HPC 1x1.2 Irrigation Gul


10.733 RCC Box







13.038 RCC Box















22.023 RCC Box


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24.059 RCC Box



25.148 RCC Box



26.460 RCC Box


26.960

RCC Box 1x3.5x2.5 Cross Drainage

28.900 Box Culvert 1X3.5X

2.5 Cross Drainage

28.954 Pipe Culvert 1X1.2 Irrigation gul


29.154 Box Culvert 1X6x3 Cross Drainage


2.5 Cross Drainage



3.5 Cross Drainage



2.5 Cross Drainage






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33.940 Box Culvert 1X3.5X3.5 Cross Drainage








36.685 Box Culvert 1X6X3 Cross Drainage

36.905 Box Culvert 1X3.5x2.5 Cross Drainage










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46.750 Box Culvert 1x5x3.0 Cross Drainage

47.066 Pipe Culvert 1X5x3.0 Irrigation gul


47.922 Box Culvert 1X6x3.5 Cross Drainage









52.109 Box Culvert 1x5x3 Cross Drainage



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56.448 Box Culvert 1X6x3 BT Road

57.318

Box Culvert 1x6x3.5

57.688

Pipe Culvert 1x1.2dia

57.988

Box Culvert 1x6x3

58.108


58.362

Box Culvert 1x6x3

58.595


59.530

Box Culvert 1x3.5x2.5

59.718


60.040


60.385

Box Culvert 1x6x3

60.758


61.626

Box Culvert 1x6x3

61.953


62.033


62.341

Box Culvert 1x6x4

62.507


63.071


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63.495

Box Culvert 1x6x3

63.834


63.971


64.208


65.060


65.547

Box Culvert 1x6x3

66.328


67.156


67.964

Box Culvert 1x3.5x3

70.548


71.032


71.498


71.732


72.256


72.559


72.824


73.156

Box Culvert 1x6x3

73.465


73.622


73.807

Box Culvert 1x6x4

74.145


74.300

Box Culvert 1x6x3

74.492

Box Culvert 1x6x3

74.870

Box Culvert 1x6x3.5

75.082


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75.330

Box Culvert 1x6x3

75.414

Box Culvert 1x4x3

76.107


76.449


76.797

Box Culvert 1x6x3

77.592


77.994


78.243


79.108


79.715


80.050


80.377


80.912


81.118


81.500


81.653


81.824

Box Culvert 1x6x3

83.455 Box Culvert

1x3.5x2.5 Cross Drainage

83.996 Box Culvert

1X6x3 Cross Drainage

84.126 Box Culvert


84.346 Pipe Culvert

1x1.2 dia Irrigation gul

84.563 Pipe Culvert


85.376 Box Culvert

1x6x3 Cross Drainage

85.675 Pipe Culvert


85.934 Box Culvert

1x5x2.5 Cross Drainage

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86.084 Box Culvert


86.434 Box Culvert


86.615 Pipe Culvert


87.421 Pipe Culvert


87.920 Box Culvert


88.282 Box Culvert


88.680 Box Culvert


88.948 Box Culvert


89.541 Pipe Culvert


89.725 Pipe Culvert


89.993 Box Culvert


90.323 Box Culvert


90.555 Box Culvert


90.830 Box Culvert


91.103 Pipe Culvert


91.508 Box Culvert

1x3.5x3 Cross Drainage

92.238 Pipe Culvert


92.416 Box Culvert


92.551 Pipe Culvert


92.798 Box Culvert


93.068 Box Culvert


93.865 Pipe Culvert


94.025 Box Culvert


94.271 Box Culvert


94.490 Box Culvert


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94.673 Pipe Culvert


94.813 Box Culvert


95.475 Box Culvert


95.957 Box Culvert


96.234 Box Culvert


96.600 Box Culvert


96.959 Box Culvert


97.220 Pipe Culvert


97.445 Box Culvert


98.151 Box Culvert


99.500 Box Culvert


99.815 Box Culvert


100.294 Box Culvert


100.656 Box Culvert


100.872 Box Culvert


101.263 Pipe Culvert


101.569 Box Culvert


101.996 Box Culvert


102.563 Box Culvert


102.748 Box Culvert


103.303 Box Culvert


103.600 Box Culvert


104.210 Box Culvert


104.433 Box Culvert


105.093 Box Culvert


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105.651 Box Culvert


106.138 Box Culvert


106.480 Box Culvert


106.988 Box Culvert


107.485 Box Culvert


107.730 Box Culvert


108.132 Box Culvert


108.700 Box Culvert


109.121 Box Culvert


110.990 Box Culvert


112.613 Box Culvert


113.076 Box Culvert


113.500 Box Culvert


113.821 Box Culvert


113.981 Box Culvert


114.745 Box Culvert


115.108 Box Culvert


115.413 Box Culvert


115.588 Box Culvert


115.940 Box Culvert


116.530 Box Culvert


117.028 Box Culvert


117.578 Box Culvert


117.961 Box Culvert


118.340 Box Culvert


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Vehicular Underpass (VUP):

Sl. No. Design

Chainage (km)

Proposal

Span Configuration (No. of Span X

clear Span Length (m))

Minimum Vertical

Clearance Total Width (m)

1 6.598 New Structure

1x20 5.5 2X15.1


1x20 5.5 2X15.1


1x20 5.5 2X15.1


1x20 5.5 2X15.1

Project Report

64


Sl. No.

Design Chainage

(km) Proposal

Span Configuration (No. of Span X Clear Span (m))

Minimum Vertical

Clearance

Total Width

(m) Remarks

1 49.224 New

Structure 1x20 5.5 2X15.1 As per TCS-4

Sl. No.

Design Chainage

(km) Proposal

Span Configuration (No. of Span X Clear Span (m))

Minimum Vertical

Clearance

Total Width

(m) Remarks

1 62.672 New


2 70.160 New


3 72.092 New


4 74.644 New


Sl. No.

Design Chainage

(km) Proposal


Clear Span (m))

Minimum Vertical Clearance

Total Width (m)

Remarks

1 97.796 New

Structure 1x20

5.5 2X15.1 As per TCS-4

2 98.703 New

Structure 1x20

5.5 2X15.1 As per TCS-4

3 104.690 New

Structure 1x20

5.5 2X15.1 As per TCS-4

4 110.405 New

Structure 1x20

5.5 2X15.1 As per TCS-4

5 111.428 New

Structure 1x20

5.5 2X15.1 As per TCS-4

Flyover:

S. No.

Design Chainage

(Km)

Span Arrangement

(m)

Skew Angle

Total width

(m)

Remarks

Nil

Vehicular Overpass (VOP):

S. No. Design Chainage

(In Km) Span Arrangement Total width

(m) Remarks

Nil

Project Report

65


Animal Underpass (AUP)

S. No.

Design Chainage (In Km)

Type of structure


Total width (m)

Remarks

Nil

Subway:

S. No. Design Chainage (In Km)

Opening Size

Remarks

Nil

Interchange:

S.

No.

Design Chainage

(Km)


Total

width (m)

Remarks

1 0+400 8x30x5.5

2 x 15.1 Interchange-1

2 7+895 2X30X5.5 2 x 15.1 Interchange-2

3 27+900 2X30X5.5 2 x 15.1 Interchange-3

4 55+900 2x30x5.5 2 x 15.1 Interchange-4

5 69+150 2x30x5.5 2 x 15.1 Interchange-5

6 82+725 2x30x5.5 2 x 15.1 Interchange-6

7 118+920 2x30x5.5 2 x 15.1 Interchange-7

LVUP:

Sl. No.

Design Chainage

(km) Proposal


Clear Span (m))

Minimum Vertical

Clearance

Total Width

(m) Remarks

1 1.954 New Structure 1x12 4 2X15.1 As per TCS-4










Project Report

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Project Report

67


9 TOE WALL AND RETAINING WALLS Retaining wall / Toe Wall shall be provided as per TCS and site requirement. 10 HAZARDOUS LOCATIONS Safety barriers shall be provided at the hazardous location. The realignment of nalla/drain and canal is indicated above are minimum specified. The realignment of existing nalla/drain and canal to the Culverts/underpasses outside the PROW and realignement between consecutive culverts/underpasses wherever required as per plan & profile. Length of realigned nalla/drain and canal given in above table excludes length across the project Expressway. For proper drainage and field irrigation on either side of project expressway which shall be deemed to be included in the scope of work. 11 Connecting Roads Connecting Road at the locations and for the lengths indicated below

Table 11.1: Connecting Roads

Sl. No.

Design Chainage (Km) Side Length (m)

From To

1 2.720 2.850 RHS 0.130

2 4.900 5.200 LHS 0.300

3 5.200 5.461 RHS 0.261

4 6.046 6.200 RHS 0.154

5 12.135 12.177 LHS 0.042

6 13.038 13.535 RHS 0.497

7 12.535 13.937 LHS 1.402

8 14.675 14.748 LHS 0.073

9 18.800 19.038 BHS 0.238

10 19.038 19.240 RHS 0.202

11 20.460 20.600 LHS 0.140

12 20.600 20.690 RHS 0.090

13 29.154 29.460 LHS 0.306

14 35.800 35.840 RHS 0.040

15 36.036 36.243 RHS 0.207

16 36.800 36.905 LHS 0.105

17 37.773 37.940 RHS 0.167

18 38.080 38.274 RHS 0.194

19 39.710 39.840 RHS 0.130

20 41.843 42.030 RHS 0.187

21 42.474 42.600 RHS 0.126

22 44.275 44.351 LHS 0.076

Project Report

68


23 45.385 45.486 RHS 0.101

24 47.310 47.800 BHS 0.490

25 48.973 49.224 BHS 0.251

26 50.410 50.714 BHS 0.304

27 51.227 51.356 Right 0.129

28 57.982 58.255 LHS 0.273

29 58.278 58.360 RHS 0.082

30 60.047 60.386 LHS 0.339

31 63.071 63.300 RHS 0.229

32 63.973 64.075 LHS 0.102

33 66.635 66.822 LHS 0.187

34 66.945 67.155 LHS 0.210

35 67.900 68.000 RHS 0.100

36 69.000 70.000 LHS 1.000

37 69.859 70.000 RHS 0.141

38 70.548 70.800 LHS 0.252

39 70.548 70.798 RHS 0.250

40 72.200 72.256 LHS 0.056

41 72.230 72.276 RHS 0.046

42 72.598 72.751 LHS 0.153

43 72.730 72.822 RHS 0.092

44 72.822 73.000 LHS 0.178

45 73.000 73.157 RHS 0.157

46 74.155 74.300 LHS 0.145

47 74.155 74.300 RHS 0.145

48 75.700 75.910 canal 0.210

49 77.385 77.480 LHS 0.095

50 77.385 77.598 RHS 0.213

51 78.700 78.875 LHS 0.175

52 78.700 78.875 RHS 0.175

53 79.100 79.300 LHS 0.200

54 79.100 79.300 RHS 0.200

55 81.110 81.280 LHS 0.170

56 81.110 81.265 RHS 0.155

57 83.825 84.000 LHS 0.175

58 83.964 84.000 RHS 0.036

59 84.125 84.350 LHS 0.225

60 86.350 86.435 RHS 0.085

61 88.848 88.950 LHS 0.102

62 88.900 88.950 RHS 0.050

63 90.725 90.830 LHS 0.105

64 90.830 90.910 RHS 0.080

65 91.500 91.800 RHS 0.300

66 95.000 95.100 LHS 0.100

Project Report

69


67 95.000 95.100 RHS 0.100

68 95.475 95.584 RHS 0.109

69 95.774 95.959 LHS 0.185

70 99.000 99.200 RHS 0.200

71 99.500 99.631 LHS 0.131

72 100.300 100.388 LHS 0.088

73 100.570 101.763 RHS 1.193

74 101.830 102.000 LHS 0.170

75 104.166 104.200 RHS 0.034

76 104.363 104.433 RHS 0.070

77 105.093 105.200 RHS 0.107

78 106.113 106.138 LHS 0.025

79 106.138 106.200 RHS 0.062

80 106.364 106.480 RHS 0.116

81 107.070 107.200 LHS 0.130

82 107.305 107.484 RHS 0.179

83 108.146 108.346 RHS 0.200

84 108.663 108.700 LHS 0.037

85 108.700 108.748 RHS 0.048

86 109.000 109.100 LHS 0.100

87 109.100 109.125 RHS 0.025

88 109.455 109.689 LHS 0.234

89 109.974 110.400 RHS 0.426

90 111.740 112.200 LHS 0.460

91 111.750 111.940 RHS 0.190

92 113.074 113.110 RHS 0.036

93 115.000 115.100 LHS 0.100

94 115.020 115.100 RHS 0.080

95 115.100 115.170 LHS 0.070

96 115.810 115.938 LHS 0.128

97 115.938 116.048 RHS 0.110

98 116.360 116.520 RHS 0.160

99 116.480 116.520 LHS 0.040

The connecting roads is indicated above are minimum specified. The realignment of existing track to the SVUP outside the PROW and connecting roads between consecutive underpasses wherever required as per plan & profile. Length of connecting roads given in above table excludes length across the project Expressway. For proper connectivity of crossroads on either side of project expressway which shall be deemed to be included in the scope of work. 12 Pavement Design The pavement design has been carried out as per IRC: 37-2018, IRC: SP-87 and MoRTH specifications, Vth Revision. 12.1 Type of Pavement Flexible pavement type is recommended for main carriageway of the project highway

Project Report

70


except connecting roads & way side amenities where Flexible pavement shall be provided. 12.2 Design Methodology

The proposed project highway is a Greenfield Highway and hence, the design methodology for new pavement is as given below:

Identification of traffic homogeneous sections Assessment of vehicle damaging factors (VDFs) for commercial vehicles. Assessment of number of cumulative commercial vehicles as per the traffic

(ADT/AADT) Assessment of Traffic Growth Rates for the future projections Traffic Loading on the proposed pavement (MSA) Strength of the sub-grade soil (borrow material)

12.3 Design Parameters The best pavement alternative for a project shall be decided by, pavement type selection process called pavement option study has been undertaken. This process helps to determine the most cost-effective pavement type capable of supporting anticipated traffic under existing environmental conditions and providing safety and driving comfort to the travelling public. The following options have been considered for new pavement design.

Option-I : Flexible pavement with granular base and sub-base, Option-II : Flexible pavement with Cement Treated Sub-base (CTSB) Option-III : Flexible Pavement with Cement Treated Base (CTB) & Cement Treated Sub-base Layers (CTSB) Option-IV : Perpetual Pavement with Cement Treated Sub-base (CTSB) Option-V : Perpetual Pavement with granular base and sub-bases Option-VI : Rigid Pavement

The following IRC codes are considered for the pavement design:

IRC: 37 – 2018, “Tentative Guidelines for the Design of Flexible Pavements” IRC: 58 – 2015, “Guidelines for the Design of Plain Jointed Rigid Pavements for

Highways”. 12.4 Recommended Pavement Design As per clause 4.3.1 of IRC: 37-2018, a design life of 20 years has been considered for flexible pavement design options (option I, II & III). Design life for perpetual pavement (Option-IV & V) considered is minimum 50 years and similarly, design life for rigid pavement design (Option-VI) considered as 30 years. The base year of traffic estimation considered is 2020 and the proposed Highway shall be opened to traffic in the year of 2024.

12.5 Proposed Pavement Composition The summary of proposed flexible pavement design details with granular base and granular sub-base is given in table below:

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71


Main Carriageway Flexible Pavement Design for Granular Base & Sub-base (Option-I)

Homogeneous Sections Details

Section (Ch.) From 0.000

To 119.790

Length (Km) 119.790

Adopted MSA 130

Grade of Bitumen VG40

Proposed Crust Composition (mm)

SMA/BC 50 DBM 125

WMM 250 GSB 200

Total 625 Allowable Tensile Strain below the Bituminous Layers (εt) 1.49E-04 Actual Tensile Strain below the Bituminous Layers (εt) 1.47E-04 Allowable Vertical Strain in the top of Sub-grade (εv) 3.19E-04 Actual Vertical Strain in the top of Sub-grade (εv) 2.39E-04

Sub-grade shall be used of 500 mm thickness with effective design CBR not less than 10% and sub-base material of CBR not less than 30%. The pavement composition for paved shoulders has been kept same with same specifications as those of the main carriageway.

Flexible Pavement with Cement Treated Sub-Base (CTSB)-(Option-II)



To 119.790

Length (Km) 119.790

Adopted MSA 130



SMA/BC 50

DBM 100

WMM 150

CTSB 200

Total 500

Allowable Tensile Strain below the Bituminous Layers (εt) 1.49E-04

Actual Tensile Strain below the Bituminous Layers (εt) 1.49E-04

Allowable Vertical Strain in the top of Sub-grade (εv) 3.19E-04

Actual Vertical Strain in the top of Sub-grade (εv) 3.04E-04

Project Report

72


Sub-grade shall be used of 500 mm thickness with effective design CBR not less than 10% and sub-base material of CBR not less than 30%. The pavement composition for paved shoulders has been kept same with same specifications as those of the main carriageway. Flexible Pavement with Cement Treated Base (CTB) & Cement Treated Sub-Base (CTSB)-

(Option-III)



To 119.790 Length (Km) 119.790 Adopted MSA 130 Grade of Bitumen VG40


SMA/BC 50 DBM 65 AIL 100 CTB 160

CTSB 200 Total 575



Allowable Tensile Strain below CTB (εt) 6.70E-05 Actual Tensile Strain below CTB (εt) 4.52E-05




Perpetual Pavement Design with CTSB (Option-IV)



119.790

Length (Km) 119.790

Adopted MSA 130



SMA/BC 50

DBM 210

WMM 150

CTSB 200

Total 560


Project Report

73




Perpetual Pavement with conventional (WMM+GSB) (Option-V) Decreasing natural resources and increasing construction and maintenance cost of highway projects, the time has come to think beyond the conventional method of designs. Therefore, the full depth bituminous pavement is considered as sustainable perpetual pavement for heavy traffic and interest of socio-economic perspective.

Perpetual pavement is having thick bituminous layers, which do not undergo structural damage for high traffic flows over the longer periods. Perpetual pavements are made up with multiple layers of durable bitumen. The main aspect is to provide rut resistant, impermeable, wear resistant and durable intermediate layers and fatigue resistant and durable base layers. The bottom layer is designed to be strong but flexible to resist strains that could cause cracks to form from the bottom up. Generally, this pavement type shall be designed for high traffic volume and for longer design period i.e., greater than 50 years.

With this perpetual pavement, the traditional fatigue cracking is reduced, and pavement distress is typically confined to the upper layer of the pavement structure. Therefore, whenever surface distress reaches a critical level, an economical rehabilitation is required to remove the distressed surface and resurfacing with an asphalt overlay or milling and relaying of existing surface course. The pavement structural layers proposed are Granular Subbase (GSB), Wet Mix Macadam (WMM) and Bituminous Surfacing comprising Dense Bituminous Macadam (DBM) &Stone Matrix Asphalt (SMA).

IITPAVE software is used for strain calculations for pavement design. The allowable strains in the pavement layers have been calculated in terms of two primary pavement failure modes: fatigue cracking and rutting. The actual strains arising in the pavement layers due to traffic loading have been calculated, assuming suitable thickness values for different pavement layers. The assumed pavement crust is deemed to be safe for the design loads, if obtained strains are lesser than the allowable strains.

Perpetual Pavement Design (Option-VI)



To 119.790

Length (Km) 119.790

Adopted MSA 130



SMA 50

DBM 255

WMM 150

Project Report

74


GSB 200

Total 655



Sub-grade shall be used of 500 mm thickness with effective design CBR not less than 10% and sub-base material of CBR not less than 30%. The pavement composition for paved shoulders has been kept same with same specifications as those of the main carriageway. Proposed Rigid Pavement Design – The proposed rigid pavement crust composition is given in table below :-

Pavement Crust

Composition Calculated Thickness

(mm) Recommended Thickness (mm)

PQC 280 300

DLC 150 150

GSB 150 150

Total 580 600

Plain Dowel Bar Details 32mm Dia at 300 mm c/c, 500 mm long

Deformed Tie Bar Details 12 mm Dia at 600mm c/c, 650 mm long

12.6 PAVEMENT DESIGN FOR PROPOSED SERVICE/SLIP ROADS Flexible pavement with granular base and granular sub-base is considered for the service and slip road sections along the project highway. 10 MSA has been considered for service road/slip roads and connecting roads pavement design. The effective sub-grade design CBR considered for the pavement design is 10%. The type and pavement structural layers proposed are Granular Subbase (GSB), Wet Mix Macadam (WMM), Bituminous Surfacing comprising Dense Bituminous Macadam (DBM) and Bituminous Concrete (BC).

IITPAVE software is used for strain calculations of pavement design. The allowable strains in the pavement layers have been calculated in terms of two primary pavement failure modes: fatigue cracking and rutting. The actual strains arising in the pavement layers due to traffic loading have been calculated, assuming suitable thickness values for different pavement layers. The assumed pavement crust is deemed to be safe for the design loads, if obtained strains are lesser than the allowable strains.


Adopted MSA 10 Grade of Bitumen VG30


BC 30 DBM 50 WMM 150 GSB 200 Total 430



Project Report

75




13 MATERIALS All materials to be used in works shall be in conformity with the requirements laid down for

relevant item in MORTH Specifications, Vth Revision. If any material, which is not covered in MORTH Specifications, is used, shall conform to IRC or relevant Indian or International Standards provision

Table 28: Annexure 1

Design Chainag

e

Design CL Co-odrinate RHS @35 Co-ordinate LHS @35 Co-ordinate

X Y X Y

X Y

0 719191.159 3196913.97

1 719225.571 3196907.58

3

719156.747 3196920.36

50 719200.285 3196963.13

2 719234.697 3196956.74

3

719165.873 3196969.52

100 719209.411 3197012.29

2 719243.823 3197005.90

3

719174.999 3197018.68

150 719218.537 3197061.45

2 719252.949 3197055.06

3

719184.125 3197067.84

200 719227.664 3197110.61

2 719262.076 3197104.22

3

719193.252 3197117

250 719236.79 3197159.77

2 719271.202 3197153.38

3

719202.378 3197166.16

300 719245.916 3197208.93

2 719280.328 3197202.54

3

719211.504 3197215.32

350 719255.042 3197258.09

2 719289.455 3197251.70

4

719220.63 3197264.48

400 719264.169 3197307.25

2 719298.581 3197300.86

4

719229.757 3197313.64

450 719273.295 3197356.41

2 719307.707 3197350.02

4

719238.883 3197362.8

500 719282.421 3197405.57

2 719316.833 3197399.18

4

719248.009 3197411.96

550 719291.548 3197454.73

2 719325.96 3197448.34

4

719257.135 3197461.121

600 719300.674 3197503.89

2 719335.086 3197497.50

4

719266.262 3197510.281

650 719309.8 3197553.05

2 719344.212 3197546.66

4

719275.388 3197559.441

700 719318.926 3197602.21

2 719353.338 3197595.82

4

719284.514 3197608.601

750 719328.053 3197651.37

2 719362.465 3197644.98

4

719293.641 3197657.761

Project Report

76


Design Chainag

e


X Y X Y

X Y

800 719337.179 3197700.53

2 719371.591 3197694.14

4

719302.767 3197706.921

850 719346.305 3197749.69

2 719380.717 3197743.30

4

719311.893 3197756.081

900 719355.431 3197798.85

3 719389.843 3197792.46

4

719321.019 3197805.241

950 719364.558 3197848.01

3 719398.97 3197841.62

4

719330.146 3197854.401

1000 719373.684 3197897.17

3 719408.096 3197890.78

4

719339.272 3197903.561

1050 719382.81 3197946.33

3 719417.222 3197939.94

4

719348.398 3197952.721

1100 719391.936 3197995.49

3 719426.348 3197989.10

4

719357.524 3198001.881

1150 719401.063 3198044.65

3 719435.475 3198038.26

4

719366.651 3198051.041

1200 719410.189 3198093.81

3 719444.601 3198087.42

5

719375.777 3198100.201

1250 719419.315 3198142.97

3 719453.727 3198136.58

5

719384.903 3198149.361

1300 719428.441 3198192.13

3 719462.854 3198185.74

5

719394.029 3198198.521

1350 719437.568 3198241.29

3 719471.98 3198234.90

5

719403.156 3198247.681

1400 719446.694 3198290.45

3 719481.106 3198284.06

5

719412.282 3198296.842

1450 719455.82 3198339.61

3 719490.232 3198333.22

5

719421.408 3198346.002

1500 719464.947 3198388.77

3 719499.359 3198382.38

5

719430.534 3198395.162

1550 719474.073 3198437.93

3 719508.485 3198431.54

5

719439.661 3198444.322

1600 719483.199 3198487.09

3 719517.611 3198480.70

5

719448.787 3198493.482

1650 719492.325 3198536.25

3 719526.737 3198529.86

5

719457.913 3198542.642

1700 719501.452 3198585.41

3 719535.864 3198579.02

5

719467.04 3198591.802

1750 719510.578 3198634.57

4 719544.99 3198628.18

5

719476.166 3198640.962

1800 719519.704 3198683.73

4 719554.116 3198677.34

5

719485.292 3198690.122

1850 719528.83 3198732.89

4 719563.242 3198726.50

5

719494.418 3198739.282

1900 719537.957 3198782.05

4 719572.369 3198775.66

5

719503.545 3198788.442

Project Report

77


Design Chainag

e


X Y X Y

X Y

1950 719547.083 3198831.21

4 719581.495 3198824.82

5

719512.671 3198837.602

2000 719556.209 3198880.37

4 719590.621 3198873.98

5

719521.797 3198886.762

2050 719565.335 3198929.53

4 719599.747 3198923.14

5

719530.923 3198935.922

2100 719574.462 3198978.69

4 719608.874 3198972.30

6

719540.05 3198985.082

2150 719583.588 3199027.85

4 719618 3199021.46

6

719549.176 3199034.242

2200 719592.714 3199077.01

4 719627.126 3199070.62

6

719558.302 3199083.402

2250 719601.805 3199126.18

1 719636.244 3199119.93

8

719567.367 3199132.424

2300 719610.416 3199175.43

3 719644.93 3199169.62

1

719575.902 3199181.245

2350 719618.411 3199224.79 719652.995 3199219.41 719583.827 3199230.17

2400 719625.787 3199274.24

2 719660.436 3199269.29

5

719591.139 3199279.19

2450 719632.546 3199323.78

3 719667.253 3199319.26

9

719597.838 3199328.297

2500 719638.684 3199373.40

4 719673.445 3199369.32

5

719603.923 3199377.484

2550 719644.202 3199423.09

9 719679.011 3199419.45

4

719609.392 3199426.744

2600 719649.098 3199472.85

8 719683.95 3199469.64

9

719614.245 3199476.068

2650 719653.371 3199522.67

5 719688.261 3199519.90

1

719618.482 3199525.448

2700 719657.022 3199572.54

1 719691.944 3199570.20

4

719622.1 3199574.878

2750 719660.049 3199622.44

9 719694.998 3199620.54

8

719625.101 3199624.35

2800 719662.452 3199672.39

1 719697.422 3199670.92

7

719627.483 3199673.854

2850 719664.237 3199722.35

9 719699.22 3199721.27

3

719629.254 3199723.445

2900 719665.788 3199772.33

5 719700.771 3199771.24

8

719630.805 3199773.421

2950 719667.34 3199822.31

1 719702.323 3199821.22

4

719632.357 3199823.397

3000 719668.891 3199872.28

6 719703.875 3199871.2

719633.908 3199873.373

3050 719670.443 3199922.26

2 719705.426 3199921.17

6

719635.46 3199923.349

3100 719671.995 3199972.23

8 719706.978 3199971.15

2

719637.012 3199973.324

Project Report

78


Design Chainag

e


X Y X Y

X Y

3150 719673.546 3200022.21

4 719708.529 3200021.12

8

719638.563 3200023.3

3200 719675.098 3200072.19 719710.081 3200071.10

4

719640.115 3200073.276

3250 719676.65 3200122.16

6 719711.633 3200121.08

719641.666 3200123.252

3300 719678.201 3200172.14

2 719713.184 3200171.05

6

719643.218 3200173.228

3350 719679.753 3200222.11

8 719714.736 3200221.03

2

719644.77 3200223.204

3400 719681.304 3200272.09

4 719716.287 3200271.00

8

719646.321 3200273.18

3450 719682.856 3200322.07 719717.839 3200320.98

4

719647.873 3200323.156

3500 719684.408 3200372.04

6 719719.391 3200370.96

719649.424 3200373.132

3550 719685.959 3200422.02

2 719720.942 3200420.93

5

719650.976 3200423.108

3600 719687.511 3200471.99

7 719722.494 3200470.91

1

719652.528 3200473.084

3650 719689.062 3200521.97

3 719724.046 3200520.88

7

719654.079 3200523.06

3700 719690.614 3200571.94

9 719725.597 3200570.86

3

719655.631 3200573.035

3750 719692.166 3200621.92

5 719727.149 3200620.83

9

719657.182 3200623.011

3800 719693.717 3200671.90

1 719728.7 3200670.81

5

719658.734 3200672.987

3850 719695.269 3200721.87

7 719730.252 3200720.79

1

719660.286 3200722.963

3900 719696.82 3200771.85

3 719731.804 3200770.76

7

719661.837 3200772.939

3950 719698.372 3200821.82

9 719733.355 3200820.74

3

719663.389 3200822.915

4000 719699.924 3200871.80

5 719734.907 3200870.71

9

719664.94 3200872.891

4050 719701.475 3200921.78

1 719736.458 3200920.69

5

719666.492 3200922.867

4100 719703.027 3200971.75

7 719738.01 3200970.67

1

719668.044 3200972.843

4150 719704.578 3201021.73

3 719739.562 3201020.64

6

719669.595 3201022.819

4200 719706.13 3201071.70

9 719741.113 3201070.62

2

719671.147 3201072.795

4250 719707.682 3201121.68

4 719742.665 3201120.59

8

719672.698 3201122.771

Project Report

79


Design Chainag

e


X Y X Y

X Y

4300 719709.233 3201171.66 719744.216 3201170.57

4

719674.25 3201172.746

4350 719710.785 3201221.63

6 719745.768 3201220.55

719675.802 3201222.722

4400 719712.336 3201271.61

2 719747.32 3201270.52

6

719677.353 3201272.698

4450 719714.056 3201321.58

2 719749.026 3201320.12

6

719679.087 3201323.039

4500 719716.554 3201371.51

9 719751.494 3201369.48

719681.613 3201373.559

4550 719719.85 3201421.41 719754.763 3201418.95

3

719684.936 3201423.868

4600 719723.36 3201471.28

7 719758.274 3201468.82

9

719688.447 3201473.744

4650 719726.871 3201521.16

3 719761.784 3201518.70

6

719691.957 3201523.621

4700 719730.381 3201571.04 719765.295 3201568.58

3

719695.468 3201573.497

4750 719733.892 3201620.91

7 719768.806 3201618.45

9

719698.978 3201623.374

4800 719737.403 3201670.79

3 719772.316 3201668.33

6

719702.489 3201673.251

4850 719740.913 3201720.67 719775.827 3201718.21

2

719706 3201723.127

4900 719744.424 3201770.54

6 719779.337 3201768.08

9

719709.51 3201773.004

4950 719747.934 3201820.42

3 719782.848 3201817.96

6

719713.021 3201822.88

5000 719751.445 3201870.3 719786.359 3201867.84

2

719716.531 3201872.757

5050 719754.956 3201920.17

6 719789.869 3201917.71

9

719720.042 3201922.634

5100 719758.466 3201970.05

3 719793.38 3201967.59

5

719723.553 3201972.51

5150 719761.977 3202019.92

9 719796.891 3202017.47

2

719727.063 3202022.387

5200 719765.488 3202069.80

6 719800.401 3202067.34

9

719730.574 3202072.263

5250 719768.998 3202119.68

3 719803.912 3202117.22

5

719734.084 3202122.14

5300 719772.509 3202169.55

9 719807.422 3202167.10

2

719737.595 3202172.017

5350 719776.019 3202219.43

6 719810.933 3202216.97

8

719741.106 3202221.893

5400 719779.53 3202269.31

2 719814.444 3202266.85

5

719744.616 3202271.77

Project Report

80


Design Chainag

e


X Y X Y

X Y

5450 719783.041 3202319.18

9 719817.954 3202316.73

2

719748.127 3202321.646

5500 719786.551 3202369.06

6 719821.465 3202366.60

8

719751.638 3202371.523

5550 719790.062 3202418.94

2 719824.975 3202416.48

5

719755.148 3202421.4

5600 719793.572 3202468.81

9 719828.486 3202466.36

1

719758.659 3202471.276

5650 719797.083 3202518.69

5 719831.997 3202516.23

8

719762.169 3202521.153

5700 719800.594 3202568.57

2 719835.507 3202566.11

5

719765.68 3202571.029

5750 719804.104 3202618.44

9 719839.018 3202615.99

1

719769.191 3202620.906

5800 719807.615 3202668.32

5 719842.528 3202665.86

8

719772.701 3202670.783

5850 719811.125 3202718.20

2 719846.039 3202715.74

4

719776.212 3202720.659

5900 719814.636 3202768.07

8 719849.55 3202765.62

1

719779.722 3202770.536

5950 719818.147 3202817.95

5 719853.06 3202815.49

8

719783.233 3202820.413

6000 719821.657 3202867.83

2 719856.571 3202865.37

4

719786.744 3202870.289

6050 719825.168 3202917.70

8 719860.081 3202915.25

1

719790.254 3202920.166

6100 719828.678 3202967.58

5 719863.592 3202965.12

7

719793.765 3202970.042

6150 719832.189 3203017.46

2 719867.103 3203015.00

4

719797.275 3203019.919

6200 719835.7 3203067.33

8 719870.613 3203064.88

1

719800.786 3203069.796

6250 719839.21 3203117.21

5 719874.124 3203114.75

7

719804.297 3203119.672

6300 719842.721 3203167.09

1 719877.634 3203164.63

4

719807.807 3203169.549

6350 719846.231 3203216.96

8 719881.145 3203214.51

719811.318 3203219.425

6400 719849.743 3203266.84

4 719884.656 3203264.37

719814.831 3203269.319

6450 719853.291 3203316.71

8 719888.203 3203314.23

5

719818.379 3203319.202

6500 719856.839 3203366.59

2 719891.751 3203364.10

9

719821.927 3203369.076

6550 719860.387 3203416.46

6 719895.299 3203413.98

3

719825.475 3203418.95

Project Report

81


Design Chainag

e


X Y X Y

X Y

6600 719863.935 3203466.34 719898.847 3203463.85

7

719829.023 3203468.824

6650 719867.483 3203516.21

4 719902.395 3203513.73

1

719832.571 3203518.698

6700 719871.031 3203566.08

8 719905.943 3203563.60

5

719836.119 3203568.572

6750 719874.579 3203615.96

2 719909.491 3203613.47

9

719839.667 3203618.446

6800 719878.127 3203665.83

6 719913.039 3203663.35

2

719843.215 3203668.32

6850 719881.675 3203715.71 719916.587 3203713.22

6

719846.763 3203718.194

6900 719885.223 3203765.58

4 719920.135 3203763.1

719850.311 3203768.068

6950 719888.771 3203815.45

8 719923.683 3203812.97

4

719853.859 3203817.942

7000 719892.319 3203865.33

2 719927.231 3203862.84

8

719857.407 3203867.816

7050 719895.867 3203915.20

6 719930.779 3203912.72

2

719860.955 3203917.69

7100 719899.415 3203965.08 719934.327 3203962.59

6

719864.503 3203967.563

7150 719902.963 3204014.95

4 719937.875 3204012.47

719868.052 3204017.437

7200 719906.511 3204064.82

8 719941.423 3204062.34

4

719871.6 3204067.311

7250 719910.059 3204114.70

2 719944.971 3204112.21

8

719875.148 3204117.185

7300 719913.607 3204164.57

6 719948.519 3204162.09

2

719878.696 3204167.059

7350 719917.155 3204214.45 719952.067 3204211.96

6

719882.244 3204216.933

7400 719920.703 3204264.32

4 719955.615 3204261.84

719885.792 3204266.807

7450 719924.251 3204314.19

8 719959.163 3204311.71

4

719889.34 3204316.681

7500 719927.799 3204364.07

2 719962.711 3204361.58

8

719892.888 3204366.555

7550 719931.399 3204413.94

2 719966.296 3204411.25

2

719896.503 3204416.631

7600 719935.656 3204463.76 719970.503 3204460.48

9

719900.809 3204467.03

7650 719940.743 3204513.5 719975.531 3204509.64

9

719905.955 3204517.35

7700 719946.658 3204563.14

8 719981.376 3204558.71

8

719911.939 3204567.578

Project Report

82


Design Chainag

e


X Y X Y

X Y

7750 719953.399 3204612.69

1 719988.039 3204607.68

3

719918.76 3204617.699

7800 719960.966 3204662.11

4 719995.517 3204656.53

719926.414 3204667.699

7850 719969.355 3204711.40

5 720003.808 3204705.24

5

719934.901 3204717.565

7900 719978.21 3204760.61

4 720012.657 3204754.41

4

719943.764 3204766.815

7950 719987.068 3204809.82

4 720021.515 3204803.62

3

719952.622 3204816.024

8000 719995.926 3204859.03

3 720030.372 3204852.83

2

719961.479 3204865.233

8050 720004.784 3204908.24

2 720039.23 3204902.04

1

719970.337 3204914.442

8100 720013.641 3204957.45

1 720048.088 3204951.25

1

719979.195 3204963.652

8150 720022.499 3205006.66 720056.946 3205000.46 719988.053 3205012.861

8200 720031.357 3205055.86

9 720065.803 3205049.66

9

719996.911 3205062.07

8250 720040.215 3205105.07

8 720074.661 3205098.87

8

720005.768 3205111.279

8300 720048.673 3205154.35

7 720083.217 3205148.72

4

720014.129 3205159.991

8350 720056.309 3205203.77 720090.942 3205198.71

3

720021.676 3205208.827

8400 720063.12 3205253.30

3 720097.833 3205248.82

5

720028.408 3205257.782

8450 720069.105 3205302.94

3 720103.887 3205299.04

4

720034.323 3205306.843

8500 720074.262 3205352.67

6 720109.104 3205349.35

7

720039.42 3205355.996

8550 720078.589 3205402.48

8 720113.482 3205399.75

720043.696 3205405.226

8600 720082.102 3205452.36

4 720117.028 3205450.09

1

720047.176 3205454.637

8650 720085.349 3205502.25

8 720120.276 3205499.98

5

720050.423 3205504.532

8700 720088.597 3205552.15

3 720123.523 3205549.88

720053.671 3205554.426

8750 720091.844 3205602.04

7 720126.77 3205599.77

4

720056.918 3205604.32

8800 720095.091 3205651.94

2 720130.017 3205649.66

9

720060.165 3205654.215

8850 720098.339 3205701.83

6 720133.265 3205699.56

3

720063.413 3205704.109

8900 720101.586 3205751.73

1 720136.512 3205749.45

8

720066.66 3205754.004

Project Report

83


Design Chainag

e


X Y X Y

X Y

8950 720104.833 3205801.62

5 720139.759 3205799.35

2

720069.907 3205803.898

9000 720108.08 3205851.52 720143.007 3205849.24

6

720073.154 3205853.793

9050 720111.328 3205901.41

4 720146.254 3205899.14

1

720076.402 3205903.687

9100 720114.575 3205951.30

8 720149.501 3205949.03

5

720079.649 3205953.581

9150 720117.822 3206001.20

3 720152.748 3205998.93

720082.896 3206003.476

9200 720121.07 3206051.09

7 720155.996 3206048.82

4

720086.144 3206053.37

9250 720124.317 3206100.99

2 720159.243 3206098.71

9

720089.391 3206103.265

9300 720127.564 3206150.88

6 720162.49 3206148.61

3

720092.638 3206153.159

9350 720130.811 3206200.78

1 720165.738 3206198.50

7

720095.885 3206203.054

9400 720134.059 3206250.67

5 720168.985 3206248.40

2

720099.133 3206252.948

9450 720137.306 3206300.56

9 720172.232 3206298.29

6

720102.38 3206302.843

9500 720140.553 3206350.46

4 720175.479 3206348.19

1

720105.627 3206352.737

9550 720143.801 3206400.35

8 720178.727 3206398.08

5

720108.875 3206402.631

9600 720147.048 3206450.25

3 720181.974 3206447.98

720112.122 3206452.526

9650 720150.295 3206500.14

7 720185.221 3206497.87

4

720115.369 3206502.42

9700 720153.542 3206550.04

2 720188.469 3206547.76

9

720118.616 3206552.315

9750 720156.79 3206599.93

6 720191.716 3206597.66

3

720121.864 3206602.209

9800 720160.037 3206649.83

1 720194.963 3206647.55

7

720125.111 3206652.104

9850 720163.284 3206699.72

5 720198.21 3206697.45

2

720128.358 3206701.998

9900 720166.532 3206749.61

9 720201.458 3206747.34

6

720131.606 3206751.893

9950 720169.779 3206799.51

4 720204.705 3206797.24

1

720134.853 3206801.787

10000 720173.026 3206849.40

8 720207.952 3206847.13

5

720138.1 3206851.681

10050 720176.273 3206899.30

3 720211.2 3206897.03

720141.347 3206901.576

Project Report

84


Design Chainag

e


X Y X Y

X Y

10100 720179.521 3206949.19

7 720214.447 3206946.92

4

720144.595 3206951.47

10150 720182.768 3206999.09

2 720217.694 3206996.81

9

720147.842 3207001.365

10200 720186.015 3207048.98

6 720220.941 3207046.71

3

720151.089 3207051.259

10250 720189.263 3207098.88

1 720224.189 3207096.60

7

720154.337 3207101.154

10300 720192.51 3207148.77

5 720227.436 3207146.50

2

720157.584 3207151.048

10350 720195.757 3207198.66

9 720230.683 3207196.39

6

720160.831 3207200.942

10400 720199.005 3207248.56

4 720233.931 3207246.29

1

720164.078 3207250.837

10450 720202.252 3207298.45

8 720237.178 3207296.18

5

720167.326 3207300.731

10500 720205.499 3207348.35

3 720240.425 3207346.08

720170.573 3207350.626

10550 720208.746 3207398.24

7 720243.672 3207395.97

4

720173.82 3207400.52

10600 720211.994 3207448.14

2 720246.92 3207445.86

8

720177.068 3207450.415

10650 720215.241 3207498.03

6 720250.167 3207495.76

3

720180.315 3207500.309

10700 720218.488 3207547.93 720253.414 3207545.65

7

720183.562 3207550.204

10750 720221.736 3207597.82

5 720256.662 3207595.55

2

720186.809 3207600.098

10800 720224.983 3207647.71

9 720259.909 3207645.44

6

720190.057 3207649.992

10850 720228.23 3207697.61

4 720263.156 3207695.34

1

720193.304 3207699.887

10900 720231.477 3207747.50

8 720266.403 3207745.23

5

720196.551 3207749.781

10950 720234.725 3207797.40

3 720269.651 3207795.13

720199.799 3207799.676

11000 720237.972 3207847.29

7 720272.898 3207845.02

4

720203.046 3207849.57

11050 720241.219 3207897.19

2 720276.145 3207894.91

8

720206.293 3207899.465

11100 720244.467 3207947.08

6 720279.393 3207944.81

3

720209.54 3207949.359

11150 720247.711 3207996.98

1 720282.64 3207994.75

9

720212.781 3207999.202

11200 720250.468 3208046.90

4 720285.43 3208045.26

5

720215.507 3208048.543

Project Report

85


Design Chainag

e


X Y X Y

X Y

11250 720252.394 3208096.86

6 720287.378 3208095.81

720217.41 3208097.923

11300 720253.486 3208146.85

4 720288.483 3208146.38

1

720218.489 3208147.327

11350 720253.745 3208196.85

3 720288.745 3208196.96

3

720218.746 3208196.742

11400 720253.171 3208246.84

9 720288.164 3208247.54

2

720218.178 3208246.155

11450 720251.764 3208296.82

8 720286.741 3208298.10

5

720216.787 3208295.552

11500 720249.524 3208346.77

7 720284.475 3208348.63

7

720214.573 3208344.918

11550 720246.452 3208396.68

2 720281.367 3208399.12

4

720211.537 3208394.241

11600 720242.548 3208446.52

9 720277.418 3208449.55

2

720207.679 3208443.506

11650 720237.815 3208496.30

4 720272.629 3208499.90

8

720203.001 3208492.7

11700 720232.252 3208545.99

3 720267.001 3208550.17

7

720197.503 3208541.81

11750 720225.862 3208595.58

3 720260.537 3208600.34

5

720191.188 3208590.82

11800 720218.647 3208645.05

9 720253.237 3208650.39

8

720184.057 3208639.719

11850 720210.608 3208694.40

8 720245.105 3208700.32

3

720176.111 3208688.493

11900 720201.748 3208743.61

6 720236.141 3208750.10

5

720167.355 3208737.127

11950 720192.069 3208792.66

9 720226.349 3208799.73

1

720157.788 3208785.608

12000 720181.573 3208841.55

5 720215.731 3208849.18

6

720147.415 3208833.923

12050 720170.265 3208890.25

8 720204.29 3208898.45

8

720136.239 3208882.059

12100 720158.146 3208938.76

7 720192.03 3208947.53

3

720124.261 3208930.001

12150 720145.22 3208987.06

7 720178.954 3208996.39

6

720111.487 3208977.737

12200 720131.492 3209035.14

5 720165.065 3209045.03

5

720097.918 3209025.254

12250 720116.964 3209082.98

7 720150.368 3209093.43

5

720083.56 3209072.538

12300 720101.64 3209130.58 720134.866 3209141.58

4

720068.415 3209119.577

12350 720085.526 3209177.91

2 720118.563 3209189.46

8

720052.489 3209166.356

Project Report

86


Design Chainag

e


X Y X Y

X Y

12400 720068.73 3209225.00

6 720101.673 3209236.82

8

720035.787 3209213.184

12450 720051.842 3209272.06

8 720084.785 3209283.88

9

720018.898 3209260.246

12500 720034.953 3209319.12

9 720067.897 3209330.95

1

720002.01 3209307.307

12550 720018.065 3209366.19

1 720051.008 3209378.01

2

719985.122 3209354.369

12600 720001.177 3209413.25

2 720034.12 3209425.07

4

719968.234 3209401.431

12650 719984.289 3209460.31

4 720017.232 3209472.13

6

719951.346 3209448.492

12700 719967.401 3209507.37

5 720000.344 3209519.19

7

719934.458 3209495.554

12750 719950.513 3209554.43

7 719983.456 3209566.25

9

719917.57 3209542.615

12800 719933.625 3209601.49

9 719966.568 3209613.32

719900.682 3209589.677

12850 719916.737 3209648.56 719949.68 3209660.38

2

719883.794 3209636.739

12900 719899.849 3209695.62

2 719932.792 3209707.44

3

719866.906 3209683.8

12950 719882.961 3209742.68

3 719915.904 3209754.50

5

719850.018 3209730.862

13000 719866.073 3209789.74

5 719899.016 3209801.56

7

719833.129 3209777.923

13050 719849.185 3209836.80

7 719882.128 3209848.62

8

719816.241 3209824.985

13100 719832.296 3209883.86

8 719865.24 3209895.69

719799.353 3209872.046

13150 719815.408 3209930.93 719848.351 3209942.75

1

719782.465 3209919.108

13200 719798.52 3209977.99

1 719831.463 3209989.81

3

719765.577 3209966.17

13250 719781.632 3210025.05

3 719814.575 3210036.87

5

719748.689 3210013.231

13300 719764.744 3210072.11

4 719797.687 3210083.93

6

719731.801 3210060.293

13350 719747.856 3210119.17

6 719780.799 3210130.99

8

719714.913 3210107.354

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9

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1

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2

719664.249 3210248.539

Project Report

87


Design Chainag

e


X Y X Y

X Y

13550 719680.305 3210307.42

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9

719647.356 3210295.617

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1

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4

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9

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7

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3

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1

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719618.652 3211053.153

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1

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2

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3

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2

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9

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7

719749.389 3211332.678

14650 719806.871 3211355.03

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1

719778.371 3211375.353

Project Report

88


Design Chainag

e


X Y X Y

X Y

14700 719836.809 3211395.07

8 719864.356 3211373.48

7

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1

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3

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2

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7

720386.932 3211905.375

15500 720447.906 3211908.04 720469.211 3211880.27

1

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6

720466.273 3211966.244

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15650 720566.918 3211999.34

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5

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9

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4

720624.954 3212087.982

15800 720685.929 3212090.64

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8

720664.625 3212118.417

Project Report

89


Design Chainag

e


X Y X Y

X Y

15850 720725.599 3212121.08

2 720746.903 3212093.31

3

720704.295 3212148.851

15900 720765.27 3212151.51

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721141.506 3212540.89

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721168.974 3212580.747

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721194.603 3212621.81

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721218.339 3212663.996

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6

721240.134 3212707.216

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721259.943 3212751.383

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5

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7

721293.441 3212842.185

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9

721307.062 3212888.634

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9

721318.558 3212935.654

16950 721362.391 3212977.17

1 721396.877 3212971.19

5

721327.905 3212983.148

Project Report

90


Design Chainag

e


X Y X Y

X Y

17000 721369.807 3213026.61

4 721404.529 3213022.21

1

721335.085 3213031.018

17050 721374.968 3213076.34

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2

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1

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8

721315.19 3213572.443

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4

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721303.436 3213721.981

17750 721334.411 3213774.57 721369.303 3213777.31

3

721299.519 3213771.828

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9

721295.601 3213821.674

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5

721291.683 3213871.52

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1

721287.765 3213921.367

17950 721318.74 3213973.95

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8

721283.847 3213971.213

18000 721314.822 3214023.80

2 721349.714 3214026.54

4

721279.93 3214021.059

18050 721310.904 3214073.64

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18100 721306.986 3214123.49

4 721341.879 3214126.23

7

721272.094 3214120.752

Project Report

91


Design Chainag

e


X Y X Y

X Y

18150 721303.069 3214173.34 721337.961 3214176.08

3

721268.176 3214170.598

18200 721299.151 3214223.18

7 721334.043 3214225.92

9

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2

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1

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7

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7

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18450 721287.075 3214472.83 721322.074 3214473.09

7

721252.076 3214472.564

18500 721287.111 3214522.83 721322.11 3214522.51

3

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1

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18600 721289.684 3214622.79

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9

721254.715 3214624.275

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1

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18700 721295.586 3214722.61

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5

721260.686 3214725.261

18750 721299.784 3214772.43

6 721334.635 3214769.20

7

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18800 721304.812 3214822.18

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2

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18850 721310.668 3214871.83

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8

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1

721282.705 3214926.355

18950 721324.859 3214970.82 721359.417 3214965.27

7

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19000 721333.19 3215020.12

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2

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4

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7

721318.072 3215125.535

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19200 721374.69 3215215.73 721408.667 3215207.32

9

721340.713 3215224.131

19250 721387.095 3215264.16

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721353.263 3215273.132

Project Report

92


Design Chainag

e


X Y X Y

X Y

19300 721400.306 3215312.38

9 721433.984 3215302.86

721366.628 3215321.917

19350 721414.319 3215360.38

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6

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1

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1

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6

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19650 721502.745 3215647.05

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1

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19700 721517.495 3215694.83

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6

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19750 721532.244 3215742.60

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1

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6

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19850 721561.744 3215838.15

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1

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19900 721576.493 3215885.93

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6

721543.051 3215896.256

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1

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20000 721605.993 3215981.48

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6

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20050 721620.742 3216029.25

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1

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20100 721635.492 3216077.03

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6

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1

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20200 721664.991 3216172.58

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6

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1

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6

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1

721675.797 3216326.231

20400 721723.989 3216363.68

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6

721690.547 3216374.006

Project Report

93


Design Chainag

e


X Y X Y

X Y

20450 721738.739 3216411.45

6 721772.182 3216401.13

1

721705.297 3216421.781

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6

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1

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6

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1

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6

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1

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6

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1

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6

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1

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21000 721900.985 3216936.98

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6

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1

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1

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6

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1

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6

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1

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21400 722018.982 3217319.18 722052.424 3217308.85

6

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1

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21500 722048.481 3217414.73 722081.923 3217404.40

6

722015.038 3217425.055

21550 722063.231 3217462.50

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1

722029.788 3217472.83

Project Report

94


Design Chainag

e


X Y X Y

X Y

21600 722077.98 3217510.28 722111.423 3217499.95

6

722044.538 3217520.605

21650 722092.73 3217558.05

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1

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1

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1

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7

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5

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4

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5

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7

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5

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22600 722335.87 3218475.30

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3

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1

722310.475 3218530.802

22700 722353.929 3218573.65

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9

722319.505 3218579.98

Project Report

95


Design Chainag

e


X Y X Y

X Y

22750 722362.958 3218622.83

7 722397.383 3218616.51

7

722328.534 3218629.158

22800 722371.988 3218672.01

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22950 722399.076 3218819.54

9 722433.5 3218813.22

8

722364.651 3218825.869

23000 722408.212 3218868.70

7 722442.585 3218862.11

4

722373.838 3218875.3

23050 722418.21 3218917.69

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722384.007 3218925.121

23100 722429.428 3218966.42 722463.435 3218958.14

2

722395.421 3218974.698

23150 722441.857 3219014.84

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5

722408.062 3219023.953

23200 722455.146 3219063.05

1 722488.866 3219053.67

2

722421.426 3219072.429

23250 722468.544 3219111.22

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3

722434.824 3219120.601

23300 722481.942 3219159.39

4 722515.662 3219150.01

5

722448.222 3219168.772

23350 722495.34 3219207.56

5 722529.06 3219198.18

6

722461.62 3219216.944

23400 722508.738 3219255.73

7 722542.458 3219246.35

8

722475.018 3219265.115

23450 722522.136 3219303.90

8 722555.856 3219294.52

9

722488.416 3219313.287

23500 722535.534 3219352.08 722569.254 3219342.70

1

722501.814 3219361.458

23550 722548.932 3219400.25

1 722582.652 3219390.87

2

722515.212 3219409.63

23600 722562.33 3219448.42

3 722596.05 3219439.04

4

722528.61 3219457.801

23650 722575.728 3219496.59

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5

722542.008 3219505.973

23700 722589.192 3219544.74

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2

722555.535 3219554.352

23750 722603.313 3219592.71

1 722636.804 3219582.54

7

722569.821 3219602.876

23800 722618.232 3219640.43

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2

722584.914 3219651.154

23850 722633.944 3219687.89

9 722667.078 3219676.62

4

722600.81 3219699.175

Project Report

96


Design Chainag

e


X Y X Y

X Y

23900 722650.445 3219735.09

8 722683.386 3219723.27

2

722617.503 3219746.923

23950 722667.73 3219782.01

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1

722634.99 3219794.387

24000 722685.795 3219828.63

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9

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24050 722704.488 3219875.01 722736.934 3219861.88

4

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5

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6

722709.545 3219980.837

24200 722760.742 3220014.06

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7

722728.296 3220027.188

24250 722779.493 3220060.41

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7

722747.047 3220073.539

24300 722798.244 3220106.76

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8

722765.798 3220119.89

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9

722784.55 3220166.24

24400 722835.746 3220199.46

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24450 722854.497 3220245.81

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24500 722873.249 3220292.16

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1

722840.803 3220305.293

24550 722892 3220338.51

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2

722859.554 3220351.644

24600 722910.751 3220384.86

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3

722878.305 3220397.994

24650 722929.502 3220431.21

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3

722897.057 3220444.345

24700 722948.253 3220477.57 722980.699 3220464.44

4

722915.808 3220490.696

24750 722967.004 3220523.92

1 722999.45 3220510.79

5

722934.559 3220537.047

24800 722985.756 3220570.27

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6

722953.31 3220583.397

24850 723004.507 3220616.62

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7

722972.061 3220629.748

24900 723023.258 3220662.97

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7

722990.812 3220676.099

24950 723042.009 3220709.32

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8

723009.563 3220722.45

25000 723060.76 3220755.67

5 723093.206 3220742.54

9

723028.315 3220768.8

Project Report

97


Design Chainag

e


X Y X Y

X Y

25050 723079.511 3220802.02

5 723111.957 3220788.9

723047.066 3220815.151

25100 723098.262 3220848.37

6 723130.708 3220835.25

723065.817 3220861.502

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1

723084.568 3220907.853

25200 723135.765 3220941.07

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2

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25250 723154.516 3220987.42

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3

723122.07 3221000.554

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4

723140.822 3221046.905

25350 723192.018 3221080.13 723224.464 3221067.00

4

723159.573 3221093.256

25400 723210.769 3221126.48

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5

723178.324 3221139.607

25450 723229.47 3221172.85

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3

723196.946 3221185.782

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1

723214.817 3221231.853

25550 723264.856 3221266.37

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9

723231.919 3221278.215

25600 723281.375 3221313.56

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1

723248.245 3221324.857

25650 723297.105 3221361.02

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5

723263.792 3221371.763

25700 723312.042 3221408.74

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8

723278.555 3221418.923

25750 723326.182 3221456.70

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6

723292.53 3221466.322

25800 723339.521 3221504.89

1 723373.329 3221495.83

5

723305.713 3221513.947

25850 723352.055 3221553.29

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3

723318.1 3221561.785

25900 723363.78 3221601.89

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5

723329.689 3221609.823

25950 723374.693 3221650.69

3 723408.912 3221643.33

8

723340.475 3221658.048

26000 723384.792 3221699.66

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8

723350.456 3221706.445

26050 723394.074 3221748.79

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2

723359.629 3221755.003

26100 723402.535 3221798.07

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5

723367.992 3221803.706

26150 723410.174 3221847.48

3 723444.806 3221842.42

4

723375.541 3221852.542

Project Report

98


Design Chainag

e


X Y X Y

X Y

26200 723416.988 3221897.01

6 723451.7 3221892.53

5

723382.276 3221901.497

26250 723422.976 3221946.65

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723388.194 3221950.557

26300 723428.136 3221996.38

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6

723393.294 3221999.71

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9

723397.573 3222048.94

26400 723435.965 3222096.07

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723401.032 3222098.235

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8

723403.668 3222147.581

26500 723440.468 3222195.97 723475.454 3222194.97

7

723405.482 3222196.963

26550 723441.47 3222245.96 723476.468 3222245.55 723406.473 3222246.37

26600 723441.685 3222295.95

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723406.685 3222295.978

26650 723441.712 3222345.95

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723406.712 3222345.978

26700 723441.748 3222395.95

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6

723406.749 3222396.062

26750 723442.312 3222445.95

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9

723407.319 3222446.641

26800 723443.709 3222495.93

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5

723408.732 3222497.204

26850 723445.939 3222545.88

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2

723410.988 3222547.737

26900 723449.001 3222595.79 723483.917 3222593.35

6

723414.086 3222598.225

26950 723452.895 3222645.63

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2

723418.025 3222648.654

27000 723457.618 3222695.41

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7

723422.804 3222699.01

27050 723463.171 3222745.10

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7

723428.421 3222749.28

27100 723469.55 3222794.69

5 723504.226 3222789.93

9

723434.875 3222799.45

27150 723476.756 3222844.17

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27200 723484.785 3222893.52

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5

723450.287 3222899.431

27250 723493.635 3222942.73

2 723528.03 3222936.25

723459.241 3222949.215

27300 723503.304 3222991.78

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4

723469.023 3222998.843

27350 723513.79 3223040.67

6 723547.949 3223033.05

1

723479.63 3223048.3

Project Report

99


Design Chainag

e


X Y X Y

X Y

27400 723525.089 3223089.38

2 723559.116 3223081.18

9

723491.061 3223097.575

27450 723537.197 3223137.89

3 723571.084 3223129.13

4

723503.311 3223146.652

27500 723550.113 3223186.19

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3

723516.378 3223195.518

27550 723563.832 3223234.27

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2

723530.257 3223244.159

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9

723544.944 3223292.563

27650 723593.664 3223329.71

7 723626.892 3223318.72

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27700 723609.769 3223377.05

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3

723576.729 3223388.601

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723593.818 3223436.21

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27850 723662.784 3223517.35

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8

723630.363 3223530.54

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6

723649.81 3223577.236

27950 723701.973 3223609.35

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1

723669.952 3223623.481

28000 723722.158 3223655.09

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6

723690.137 3223669.225

28050 723742.343 3223700.84 723774.364 3223686.71

1

723710.322 3223714.97

28100 723762.528 3223746.58

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5

723730.507 3223760.714

28150 723782.713 3223792.32

9 723814.734 3223778.2

723750.692 3223806.459

28200 723802.898 3223838.07

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4

723770.877 3223852.203

28250 723823.083 3223883.81

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9

723791.062 3223897.948

28300 723843.268 3223929.56

3 723875.289 3223915.43

3

723811.247 3223943.692

28350 723863.453 3223975.30

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8

723831.432 3223989.437

28400 723883.638 3224021.05

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2

723851.617 3224035.181

28450 723903.823 3224066.79

6 723935.845 3224052.66

7

723871.802 3224080.926

28500 723924.008 3224112.54

1 723956.03 3224098.41

1

723891.987 3224126.671

Project Report

100


Design Chainag

e


X Y X Y

X Y

28550 723944.194 3224158.28

6 723976.215 3224144.15

6

723912.172 3224172.415

28600 723964.379 3224204.03 723996.4 3224189.90

1

723932.357 3224218.16

28650 723984.564 3224249.77

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5

723952.542 3224263.904

28700 724004.749 3224295.51

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4

723992.913 3224355.393

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9

724013.098 3224401.138

28850 724065.304 3224432.75

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3

724033.283 3224446.882

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8

724053.468 3224492.627

28950 724105.674 3224524.24

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2

724073.653 3224538.371

29000 724125.807 3224570.00

9 724157.915 3224556.07

8

724093.699 3224583.941

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7

724112.99 3224629.436

29100 724164.075 3224662.39

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8

724131.521 3224675.246

29150 724182.05 3224709.04

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29200 724199.244 3224755.99

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7

724166.279 3224767.761

29250 724215.675 3224803.22

2 724248.787 3224791.87

9

724182.564 3224814.564

29300 724231.879 3224850.52

3 724264.99 3224839.18

1

724198.767 3224861.866

29350 724248.082 3224897.82

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3

724214.971 3224909.167

29400 724264.285 3224945.12

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5

724231.174 3224956.469

29450 724280.488 3224992.42

9 724313.6 3224981.08

6

724247.377 3225003.771

29500 724296.692 3225039.73 724329.803 3225028.38

8

724263.58 3225051.073

29550 724312.895 3225087.03

2 724346.006 3225075.69

724279.784 3225098.374

29600 724329.098 3225134.33

4 724362.209 3225122.99

1

724295.987 3225145.676

29650 724345.301 3225181.63

6 724378.413 3225170.29

3

724312.19 3225192.978

Project Report

101


Design Chainag

e


X Y X Y

X Y

29700 724361.505 3225228.93

7 724394.616 3225217.59

5

724328.393 3225240.28

29750 724377.708 3225276.23

9 724410.819 3225264.89

7

724344.597 3225287.581

29800 724393.911 3225323.54

1 724427.022 3225312.19

8

724360.8 3225334.883

29850 724410.114 3225370.84

2 724443.226 3225359.5

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29900 724426.318 3225418.14

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2

724393.206 3225429.486

29950 724442.521 3225465.44

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4

724409.41 3225476.788

30000 724458.724 3225512.74

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5

724425.613 3225524.09

30000 724458.724 3225512.74

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5

724425.613 3225524.09

30050 724474.927 3225560.04

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7

724441.816 3225571.392

30100 724491.131 3225607.35

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9

724458.019 3225618.693

30150 724507.334 3225654.65

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1

724474.223 3225665.995

30200 724523.537 3225701.95

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2

724490.426 3225713.297

30250 724539.74 3225749.25

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4

724506.629 3225760.599

30300 724555.944 3225796.55

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6

724522.832 3225807.9

30350 724572.147 3225843.86 724605.258 3225832.51

8

724539.036 3225855.202

30400 724588.35 3225891.16

2 724621.461 3225879.81

9

724555.239 3225902.504

30450 724604.553 3225938.46

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1

724571.442 3225949.806

30500 724620.757 3225985.76

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3

724587.645 3225997.107

30550 724636.96 3226033.06

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5

724603.849 3226044.409

30600 724653.163 3226080.36

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6

724620.052 3226091.711

30650 724669.366 3226127.67 724702.477 3226116.32

8

724636.255 3226139.013

30700 724685.569 3226174.97

2 724718.681 3226163.63

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30750 724701.773 3226222.27

4 724734.884 3226210.93

2

724668.662 3226233.616

Project Report

102


Design Chainag

e


X Y X Y

X Y

30800 724717.976 3226269.57

6 724751.087 3226258.23

3

724684.865 3226280.918

30850 724734.179 3226316.87

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5

724701.068 3226328.22

30900 724750.382 3226364.17

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7

724717.271 3226375.521

30950 724766.586 3226411.48

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9

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31000 724782.789 3226458.78

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31050 724798.992 3226506.08

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2

724765.881 3226517.427

31100 724815.195 3226553.38

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4

724782.084 3226564.728

31150 724831.399 3226600.68

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6

724798.287 3226612.03

31200 724847.602 3226647.99 724880.713 3226636.64

7

724814.491 3226659.332

31250 724863.805 3226695.29

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9

724830.694 3226706.634

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1

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31350 724896.212 3226789.89

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2

724863.1 3226801.237

31400 724912.415 3226837.19

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31450 724928.618 3226884.49

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6

724895.507 3226895.841

31500 724944.821 3226931.8 724977.933 3226920.45

8

724911.71 3226943.142

31550 724961.025 3226979.10

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9

724927.913 3226990.444

31600 724977.228 3227026.40

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1

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31650 724993.431 3227073.70

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3

724960.32 3227085.047

31700 725009.634 3227121.00

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5

724976.523 3227132.349

31750 725025.838 3227168.30

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6

724992.726 3227179.651

31800 725042.041 3227215.61 725075.152 3227204.26

8

725008.93 3227226.953

31850 725058.244 3227262.91

2 725091.355 3227251.57

725025.133 3227274.254

31900 725074.447 3227310.21

4 725107.559 3227298.87

2

725041.336 3227321.556

Project Report

103


Design Chainag

e


X Y X Y

X Y

31950 725090.651 3227357.51

6 725123.762 3227346.17

3

725057.539 3227368.858

32000 725106.854 3227404.81

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5

725073.743 3227416.16

32050 725123.057 3227452.11

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7

725089.946 3227463.461

32100 725139.26 3227499.42

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9

725106.149 3227510.763

32150 725155.464 3227546.72

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32200 725171.667 3227594.02

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2

725138.556 3227605.367

32250 725187.87 3227641.32

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4

725154.759 3227652.668

32300 725204.073 3227688.62

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6

725170.962 3227699.97

32350 725220.277 3227735.93 725253.388 3227724.58

7

725187.165 3227747.272

32400 725236.48 3227783.23

1 725269.591 3227771.88

9

725203.369 3227794.574

32450 725252.683 3227830.53

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1

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32500 725268.886 3227877.83

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3

725235.775 3227889.177

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4

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6

725268.182 3227983.781

32650 725317.496 3228019.74 725350.607 3228008.39

8

725284.385 3228031.082

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725300.588 3228078.384

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1

725316.791 3228125.686

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3

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5

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6

725365.401 3228267.591

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8

725381.604 3228314.893

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33050 725447.122 3228398.15

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2

725414.011 3228409.496

Project Report

104


Design Chainag

e


X Y X Y

X Y

33100 725463.325 3228445.45

6 725496.437 3228434.11

3

725430.214 3228456.798

33150 725479.529 3228492.75

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5

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1

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3

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6

725640.856 3229071.721

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725657.06 3229119.022

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7

725688.991 3229213.24

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6

725703.92 3229260.347

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3

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5

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3

725755.885 3229451.316

34200 725801.763 3229491.56

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1

725767.765 3229499.884

Project Report

105


Design Chainag

e


X Y X Y

X Y

34250 725813.644 3229540.13

5 725847.641 3229531.81

9

725779.646 3229548.452

34300 725825.524 3229588.70

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1

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9

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3

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2

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725967.855 3230176.709

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1

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2

726041.296 3230311.427

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4

726068.724 3230354.619

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1

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6

726191.964 3230517.338

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4

726224.364 3230555.441

Project Report

106


Design Chainag

e


X Y X Y

X Y

35400 726283.418 3230570.85

7 726310.081 3230548.18

4

726256.755 3230593.531

35450 726315.809 3230608.94

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3

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2

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726441.389 3230825.385

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726495.318 3230907.499

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2

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2

726611.621 3231123.663

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3

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6

726650.429 3231213.913

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3

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3

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4

726739.168 3231494.697

36500 726784.081 3231535.48

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7

726749.822 3231542.652

Project Report

107


Design Chainag

e


X Y X Y

X Y

36550 726793.701 3231584.55

4 726828.128 3231578.25

726759.273 3231590.858

36600 726802.283 3231633.81

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9

726767.787 3231639.734

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726776.249 3231689.013

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5

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3

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1

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8

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7

726852.4 3232132.523

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5

726869.323 3232231.081

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3

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9

726911.63 3232477.475

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8

726920.091 3232526.754

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7

726928.552 3232576.033

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6

726937.014 3232625.312

37650 726979.97 3232668.66

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5

726945.475 3232674.591

Project Report

108


Design Chainag

e


X Y X Y

X Y

37700 726988.431 3232717.94

6 727022.927 3232712.02

4

726953.936 3232723.869

37750 726996.893 3232767.22

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2

726962.398 3232773.148

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1

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726996.243 3232970.264

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727030.875 3233167.832

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727050.557 3233266.588

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2

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727072.209 3233364.931

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7

727083.624 3233413.744

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5

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4

727106.463 3233511.101

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2

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1

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727140.722 3233657.136

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8

727152.141 3233705.815

38750 727197.635 3233746.5 727231.71 3233738.50

6

727163.561 3233754.493

38800 727209.055 3233795.17

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5

727174.98 3233803.172

Project Report

109


Design Chainag

e


X Y X Y

X Y

38850 727220.474 3233843.85

7 727254.549 3233835.86

3

727186.4 3233851.85

38900 727231.894 3233892.53

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2

727197.819 3233900.529

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9

727220.658 3233997.886

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727232.077 3234046.564

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6

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3

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727300.594 3234338.635

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727323.433 3234435.992

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3

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727369.111 3234630.706

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7

727380.531 3234679.385

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6

727391.95 3234728.063

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727403.37 3234776.742

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3

727414.789 3234825.42

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1

727426.209 3234874.099

39950 727471.703 3234914.78

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Project Report

110


Design Chainag

e


X Y X Y

X Y

40000 727483.123 3234963.46

2 727517.198 3234955.46

8

727449.048 3234971.456

40050 727494.542 3235012.14 727528.617 3235004.14

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727540.404 3235360.884

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3

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6

727620.34 3235701.633

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3

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3

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9

727682.105 3235992.789

41100 727724.426 3236036.43

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3

727689.81 3236041.601

Project Report

111


Design Chainag

e


X Y X Y

X Y

41150 727731.7 3236085.9 727766.329 3236080.81

4

727697.072 3236090.986

41200 727738.966 3236135.36

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Project Report

112


Design Chainag

e


X Y X Y

X Y

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7

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Project Report

113


Design Chainag

e


X Y X Y

X Y

43450 728077.395 3238359.45

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3

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Project Report

114


Design Chainag

e


X Y X Y

X Y

44600 728408.854 3239460.53

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9

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Project Report

115


Design Chainag

e


X Y X Y

X Y

45750 728746.179 3240559.94

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3

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Project Report

116


Design Chainag

e


X Y X Y

X Y

46900 729083.505 3241659.36

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Project Report

117


Design Chainag

e


X Y X Y

X Y

48050 729420.83 3242758.77

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1

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Project Report

118


Design Chainag

e


X Y X Y

X Y

49200 729758.156 3243858.19

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5

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729967.432 3244936.645

Project Report

119


Design Chainag

e


X Y X Y

X Y

50350 730011.398 3244978.97

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4

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730188.679 3246065.162

Project Report

120


Design Chainag

e


X Y X Y

X Y

51500 730232.645 3246107.49

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730198.299 3246114.228

51550 730242.264 3246156.56 730276.611 3246149.82

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4

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52050 730338.459 3246647.21

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6

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2

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52150 730357.698 3246745.35

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8

730323.352 3246752.085

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1

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3

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5

730400.307 3247144.612

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730409.927 3247193.678

Project Report

121


Design Chainag

e


X Y X Y

X Y

52650 730453.892 3247236.01

1 730488.238 3247229.27

7

730419.546 3247242.744

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3

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2

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2

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730631.174 3248322.195

Project Report

122


Design Chainag

e


X Y X Y

X Y

53800 730675.139 3248364.52

7 730709.485 3248357.79

4

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1

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1

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2

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730807.626 3249205.852

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1

730819.095 3249254.819

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Project Report

123


Design Chainag

e


X Y X Y

X Y

54950 730916.214 3249488.58

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4

730882.538 3249498.123

55000 730930.036 3249536.64 730963.631 3249526.82

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731132.817 3250209.25

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731172.84 3250301.526

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1

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731278.949 3250528.998

Project Report

124


Design Chainag

e


X Y X Y

X Y

56100 731332.111 3250558.97

9 731363.678 3250543.86

4

731300.543 3250574.095

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3

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2

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2

731754.016 3251521.123

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8

731775.61 3251566.22

Project Report

125


Design Chainag

e


X Y X Y

X Y

57250 731828.771 3251596.20

1 731860.339 3251581.08

5

731797.204 3251611.316

57300 731850.365 3251641.29

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2

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57400 731893.553 3251731.49 731925.121 3251716.37

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1

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3

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732284.78 3252598.089

Project Report

126


Design Chainag

e


X Y X Y

X Y

58400 732338.538 3252626.98

6 732369.793 3252611.23

4

732307.283 3252642.738

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2

732779.847 3253580.386

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2

732802.351 3253625.036

Project Report

127


Design Chainag

e


X Y X Y

X Y

59550 732856.084 3253653.94

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2

732824.775 3253669.589

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733166.406 3254598.97

60600 733212.064 3254639.23 733246.142 3254631.25 733177.986 3254647.211

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9

733189.061 3254695.656

60700 733234.161 3254736.65

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8

733200.015 3254744.335

Project Report

128


Design Chainag

e


X Y X Y

X Y

60750 733245.138 3254785.43

2 733279.284 3254777.74

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733210.991 3254793.115

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2

733364.665 3255476.039

61500 733409.788 3255517.13

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2

733375.642 3255524.819

61550 733420.765 3255565.91

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2

733386.619 3255573.599

61600 733431.741 3255614.69

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2

733397.595 3255622.38

61650 733442.718 3255663.47

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2

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3

733419.549 3255719.94

61750 733464.671 3255761.03

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3

733430.525 3255768.72

61800 733475.648 3255809.81

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3

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61850 733486.625 3255858.59

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3

733452.479 3255866.281

Project Report

129


Design Chainag

e


X Y X Y

X Y

61900 733497.602 3255907.37

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4

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61950 733508.578 3255956.15

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62000 733519.555 3256004.93

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4

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5

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6

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7

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5

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7

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7

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2

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9

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4

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7

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Project Report

130


Design Chainag

e


X Y X Y

X Y

63050 733717.846 3257034.96

1 733752.697 3257031.73

4

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63100 733722.457 3257084.74

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63150 733727.068 3257134.53

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1

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2

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3

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1

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1

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2

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9

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733784.436 3258133.501

Project Report

131


Design Chainag

e


X Y X Y

X Y

64200 733823.898 3258180.06

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3

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2

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1

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2

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Project Report

132


Design Chainag

e


X Y X Y

X Y

65350 733929.951 3259325.16 733964.802 3259321.93

3

733895.1 3259328.388

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1

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3

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1

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733996.541 3260423.701

Project Report

133


Design Chainag

e


X Y X Y

X Y

66500 734036.003 3260470.26 734070.854 3260467.03

2

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2

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734102.594 3261568.8

Project Report

134


Design Chainag

e


X Y X Y

X Y

67650 734142.056 3261615.35

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2

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734211.098 3262714.93

Project Report

135


Design Chainag

e


X Y X Y

X Y

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734359.176 3263855.357

Project Report

136


Design Chainag

e


X Y X Y

X Y

69950 734400.323 3263900.43

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2

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71000 734535.525 3264941.69

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6

734500.816 3264946.2

71050 734541.963 3264991.27

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Project Report

137


Design Chainag

e


X Y X Y

X Y

71100 734548.401 3265040.86 734583.11 3265036.35

4

734513.692 3265045.367

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1

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2

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1

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4

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1

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2

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Project Report

138


Design Chainag

e


X Y X Y

X Y

72250 734703.623 3266180.20

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Project Report

139


Design Chainag

e


X Y X Y

X Y

73400 734990.008 3267292.96

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1

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Project Report

140


Design Chainag

e


X Y X Y

X Y

74550 735359.421 3268380.89

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Project Report

141


Design Chainag

e


X Y X Y

X Y

75700 735786.07 3269448.80

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6

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Project Report

142


Design Chainag

e


X Y X Y

X Y

76850 736240.252 3270505.31

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1

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736765.979 3271528.742

Project Report

143


Design Chainag

e


X Y X Y

X Y

78050 736821.738 3271553.56 736851.735 3271535.52

6

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Project Report

144


Design Chainag

e


X Y X Y

X Y

79200 737414.284 3272539.15

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737384.288 3272557.185

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737951.07 3273499.924

Project Report

145


Design Chainag

e


X Y X Y

X Y

80350 738006.83 3273524.74

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Project Report

146


Design Chainag

e


X Y X Y

X Y

81500 738578.652 3274521.64 738610.67 3274507.50

2

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Project Report

147


Design Chainag

e


X Y X Y

X Y

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Project Report

148


Design Chainag

e


X Y X Y

X Y

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Project Report

149


Design Chainag

e


X Y X Y

X Y

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Project Report

150


Design Chainag

e


X Y X Y

X Y

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Project Report

151


Design Chainag

e


X Y X Y

X Y

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Project Report

152


Design Chainag

e


X Y X Y

X Y

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Project Report

153


Design Chainag

e


X Y X Y

X Y

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6

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741001.496 3283240.343

Project Report

154


Design Chainag

e


X Y X Y

X Y

90650 741048.711 3283279.01

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741015.014 3283288.481

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Project Report

155


Design Chainag

e


X Y X Y

X Y

91800 741359.652 3284386.18

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741770.995 3285567.19

Project Report

156


Design Chainag

e


X Y X Y

X Y

93100 741822.299 3285600.25 741854.702 3285587.01

9

741789.896 3285613.48

93150 741841.2 3285646.54 741873.603 3285633.30

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742205.715 3286631.859

Project Report

157


Design Chainag

e


X Y X Y

X Y

94250 742257.019 3286664.91

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7

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1

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742706.24 3287670.345

Project Report

158


Design Chainag

e


X Y X Y

X Y

95400 742761.667 3287695.89

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3

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743288.894 3288663.071

Project Report

159


Design Chainag

e


X Y X Y

X Y

96550 743345.255 3288686.75

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4

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743836.582 3289610.086

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743857.445 3289655.525

Project Report

160


Design Chainag

e


X Y X Y

X Y

97700 743910.115 3289686.36

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2

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744304.66 3290659.623

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Project Report

161


Design Chainag

e


X Y X Y

X Y

98850 744376.533 3290737.46

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5

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6

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9

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1

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1

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744781.803 3291759.917

Project Report

162


Design Chainag

e


X Y X Y

X Y

100000 744833.183 3291792.85

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3

744800.81 3291806.163

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1

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745199.963 3292777.337

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745218.97 3292823.583

Project Report

163


Design Chainag

e


X Y X Y

X Y

101150 745270.35 3292856.52

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9

745237.977 3292869.829

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745561.101 3293656.017

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2

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745656.137 3293887.249

Project Report

164


Design Chainag

e


X Y X Y

X Y

102300 745707.517 3293920.19 745739.889 3293906.88

5

745675.144 3293933.495

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2

746074.28 3294904.637

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8

746093.014 3294950.759

Project Report

165


Design Chainag

e


X Y X Y

X Y

103450 746144.009 3294984.13 746176.558 3294971.26

2

746111.46 3294996.997

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746458.622 3295986.075

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746474.777 3296033.394

Project Report

166


Design Chainag

e


X Y X Y

X Y

104600 746524.055 3296069.40

3 746557.177 3296058.09

5

746490.932 3296080.712

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1

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7

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105000 746654.249 3296447.61

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105200 746727.768 3296633.59 746760.005 3296619.96 746695.531 3296647.221

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2

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5

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3

746792.891 3296877.483

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5

746812.364 3296923.536

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746831.836 3296969.589

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3

746870.78 3297061.694

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5

746890.252 3297107.746

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8

746909.724 3297153.799

Project Report

167


Design Chainag

e


X Y X Y

X Y

105800 746961.433 3297186.22

1 746993.67 3297172.59

746929.196 3297199.851

105850 746980.905 3297232.27

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3

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106000 747039.321 3297370.43

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1

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747221.766 3297993.746

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1

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7

747267.277 3298136.675

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4

747297.51 3298231.803

Project Report

168


Design Chainag

e


X Y X Y

X Y

106950 747345.538 3298269.17

3 747379.071 3298259.14

6

747312.004 3298279.199

107000 747359.561 3298317.16

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2

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1

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747496.789 3299105.349

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3

747526.755 3299252.176

108000 747570.469 3299294.42

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5

747536.039 3299300.712

108050 747579.042 3299343.68

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8

747544.512 3299349.396

Project Report

169


Design Chainag

e


X Y X Y

X Y

108100 747586.794 3299393.07

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747552.173 3299398.215

108150 747593.721 3299442.59

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3

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109000 747699.734 3300285.95

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6

747664.956 3300289.895

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6

747670.38 3300339.349

109100 747710.28 3300385.39

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4

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109150 747715.02 3300435.17

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8

747680.166 3300438.365

109200 747719.405 3300484.97

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4

747684.529 3300487.923

Project Report

170


Design Chainag

e


X Y X Y

X Y

109250 747723.433 3300534.81

6 747758.329 3300532.12

1

747688.537 3300537.512

109300 747727.106 3300584.68

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5

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4

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6

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8

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1

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3

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6

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3

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9

747708.357 3301183.725

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4

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8

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3

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7

747702.433 3301433.335

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2

747701.189 3301483.32

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6

747699.945 3301533.304

110300 747733.69 3301584.16 747768.679 3301585.03

1

747698.701 3301583.289

110350 747732.446 3301634.14

4 747767.435 3301635.01

5

747697.457 3301633.273

Project Report

171


Design Chainag

e


X Y X Y

X Y

110400 747731.201 3301684.12

9 747766.191 3301685

747696.212 3301683.258

110450 747729.957 3301734.11

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4

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9

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3

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8

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2

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7

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1

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6

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5

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9

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4

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8

747680.037 3302333.057

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4

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9

747680.028 3302484.785

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8

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2

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9

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4

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3

747696.856 3302737.067

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4

747702.741 3302787.307

Project Report

172


Design Chainag

e


X Y X Y

X Y

111550 747744.112 3302832.50

1 747778.762 3302827.56

2

747709.463 3302837.441

111600 747751.581 3302881.94 747786.144 3302876.42

3

747717.018 3302887.456

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5

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4

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5

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7

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4

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5

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9

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4

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9

747819.607 3303329.288

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4

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9

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4

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9

747872.863 3303522.068

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3

747886.176 3303570.263

112350 747933.227 3303609.13

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8

747899.49 3303618.458

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3

747912.804 3303666.652

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8

747926.118 3303714.847

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3

747939.431 3303763.042

112550 747986.482 3303801.91

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8

747952.745 3303811.237

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2

747966.059 3303859.432

112650 748013.109 3303898.30

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7

747979.373 3303907.627

Project Report

173


Design Chainag

e


X Y X Y

X Y

112700 748026.423 3303946.50

2 748060.159 3303937.18

2

747992.687 3303955.821

112750 748039.737 3303994.69

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7

748006 3304004.016

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2

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7

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2

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6

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1

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6

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1

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1

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6

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5

748165.766 3304582.354

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5

748192.393 3304678.744

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5

748205.781 3304727.086

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5

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6

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6

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7

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7

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7

748290.674 3305015.304

113850 748338.408 3305053.33

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8

748304.843 3305063.254

Project Report

174


Design Chainag

e


X Y X Y

X Y

113900 748352.577 3305101.28

6 748386.142 3305091.36

8

748319.012 3305111.205

113950 748366.746 3305149.23

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8

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9

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9

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1

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1

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2

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2

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2

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3

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3

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4

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4

748534.127 3305831.087

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1

748550.735 3305878.865

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9

748567.737 3305926.018

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9

748584.715 3305973.047

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8

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7

748618.67 3306067.106

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7

748635.648 3306114.135

115000 748685.546 3306149.28

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6

748652.625 3306161.165

Project Report

175


Design Chainag

e


X Y X Y

X Y

115050 748702.523 3306196.31 748735.444 3306184.42

6

748669.603 3306208.194

115100 748719.501 3306243.33

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5

748686.58 3306255.224

115150 748736.478 3306290.36

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4

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4

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115250 748770.434 3306384.42

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3

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2

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2

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1

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1

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9

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9

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8

748873.334 3306772.547

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7

748890.311 3306819.576

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7

748907.289 3306866.605

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6

748924.266 3306913.635

115850 748974.164 3306948.78 749007.085 3306936.89

6

748941.244 3306960.664

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5

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4

748975.199 3307054.723

116000 749025.097 3307089.86

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4

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3

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116100 749059.052 3307183.92

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2

749026.132 3307195.811

116150 749076.03 3307230.95

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2

749043.109 3307242.84

Project Report

176


Design Chainag

e


X Y X Y

X Y

116200 749093.007 3307277.98

5 749125.928 3307266.10

1

749060.087 3307289.87

116250 749109.985 3307325.01

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1

749077.064 3307336.899

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749094.042 3307383.929

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4

749111.549 3307431.343

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2

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4

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7

749207.023 3307663.719

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3

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6

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3

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6

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9

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117000 749394.11 3308018.99

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2

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5

749381.19 3308078.648

117100 749432.814 3308111.20

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9

749400.542 3308124.751

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2

749419.893 3308170.855

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5

749439.245 3308216.958

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8

749458.597 3308263.061

117300 749510.221 3308295.61

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1

749477.949 3308309.164

Project Report

177


Design Chainag

e


X Y X Y

X Y

117350 749529.573 3308341.72

1 749561.845 3308328.17

5

749497.301 3308355.267

117400 749548.925 3308387.82

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749516.653 3308401.37

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1

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1

749594.06 3308585.783

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4

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7

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3

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3

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3

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2

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749884.339 3309277.331

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8 749968.235 3309296.34

2

749903.69 3309323.434

118450 749955.315 3309355.99

1 749987.587 3309342.44

5

749923.042 3309369.538

Project Report

178


Design Chainag

e


X Y X Y

X Y

118500 749974.666 3309402.09

4 750006.939 3309388.54

8

749942.394 3309415.641

Documents

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