Extensive Survey Camp Manual1 6v6d6h
This document was ed by and they confirmed that they have the permission to share it. If you are author or own the copyright of this book, please report to us by using this report form. Report 3i3n4
Overview 26281t
& View Extensive Survey Camp Manual1 as PDF for free.
More details 6y5l6z
- Words: 9,451
- Pages: 24
EXTENSIVE SURVEY CAMP REPORT 2012
CONTENTS
DEPT.OF CIVIL ENGG.
Page No
I. GENERAL INSTRUCTIONS TO STUDENTS a. Rules to Conduct b. Stationery and Dress of students c. Submission of Record d. Text Books for Reference II. IRRIGATION PROJECT (NEW TANK PROJECT) a. Definitions of important b. Longitudinal and cross section across centre line of the bund i.Object ii.Specifications iii.Equipments Required iv.Procedures v.Drawings Required c. Block leveling at waste weir i.Object ii.Specifications iii.Equipments Required iv.Procedures v.Drawings Required d. Capacity contour i.Object ii.Equipments required iii.Procedure iv.Drawings Required e. Channel alignment i.Object ii. Equipments iii. Specifications of Channel iv.Procedures v.Drawings required III. WATER SUPPLY AND SANITORY PROJECT 12 a. Water Supply i.Objectives ii.Drawings to be prepared iii.Design calculations b. Sanitary project i.Objective ii.Proposed survey work to be carried out for the new sewer line iii.Population forecast IV. HIGHWAY PROJECT a. Objectives b. Instruments to be used c. Allotment of field work d. Realignment e. Design details f. Geometric design and realignment g. Lab Work h. Pavement design 1
3 3 3 4 4 4 4 6 6 6 6 6 7 7 7 7 8 8 8 8 8 8 9 10 10 10 10 10 10 12 12 12 12 12 12 12 13 13 14 14 14 14 15 15 16 16 17
i.
Estimation of Quantities j. Drawings k. Report V. TRIANGULATION SURVEY a. Introduction i.Principles of trigonometric surveying ii.Triangulation iii.Feature of Triangulation b. Baseline and its Measurement i.Measurements of Base Line ii.Equipments iii.Procedure ivCorrections to Measured Baseline v.Correction for absolute length of tape vi.Correction for pull vii.Correction for Temperature viii.Correction for Sag ix.Correction for slope x.Correction for MSL xi.Correction for change of Gravity c. Satellite Station d. Measurement of angles at station e. Method of measurements i.By repetition(horizontal Angle) f. Types of final signals g. Contents of final report submitted h. Drawings i. Date for completion of work VI. LIST OF TABLES a. Base line measurement from Station A to Station B. b. Baseline measurement c. Measurement of horizontal angles by method of repetition. d. Measurement of horizontal angles by method of reiteration. VII. APPENDIX a. Third order or tertiary triangulation b. To find the area using planimeter c. Prismoidal formula d. Reduced Levels e. Formula for drawing titles
2
17 17 17 17 17 18 18 18 18 18 18 18 19 19 19 19 19 19 19 20 20 20 20 20 20 21 21 21 21 21 22 23 24 25 26 26 26 26 27
EXTENSIVE SURVEY CAMP REPORT 2012
i. ii. iii. iv. v. vi.
vii. viii. ix. x. xi. xii. xiii. xiv. xv.
DEPT.OF CIVIL ENGG.
I.GENERAL INSTRUCTIONS TO STUDENTS a. Rules of Conduct Students are required to be on the survey field by 6-00 a.m. positively They should not leave the field till completion of day’s work. The work allotted for every day should be completed and plotted on the same day itself in the evening.(Signature ) Difficulties met with should be discussed with the staff member in the evening every day Attendance should be given each day to the camp officer before leaving for work Equipment should be checked before leaving for work each day. If instruments and equipments found to be defective after checking, the same should be returned to the survey store and the equipments that fulfill the requirements should be obtained before going to the field Smoking and drinking of alcohol is prohibited. Under no circumstances swimming is permitted No student is allowed to leave the camp except on special circumstances with the permission of the camp officer. Students have to conduct themselves properly in all respects strict discipline should be maintained in the camp area. It is purely the responsibility of the students to manage the camp affairs. The camp officer will render necessary guidance to the camp secretaries. Students should carry sufficient money for their extra expenses for about 14 days Students are not permitted to bring their vehicles to the survey camp. Students are required to carry their surveying class notes of third and fourth semester note books, field note book and record, white bond, papers for writing the records all linear and angular measurements should be recorded in the prescribed preformed and observations should be reduced in the field only. b. Stationery and Dress of students Students are required to wear the following dress during survey work i. blue jeans ii. white shirt iii. shoes(suitable terrain other than canvas shoes) iv. hat v. rain coat, vi. an umbrella vii. water bottle viii. sufficient warm clothing and bedding ix. one meals plate and tumbler x. Students are required to carry the following stationeries (per batch). 1 Drawing board 2 2 Drawing equipments (mini drafter) 2 3 Drawing sheets 30nos. and tracing paper (10mts) 4 Chain survey book 6 5 Leveling books 15 6 2 note books for each student 7 Sketch pens 2 sets 8 Pencils (HB.2H) 2 9 Eraser 5 10 Drawing board clips 10 3
c. Submission of records The records of survey work should be shown everyday at 6.30 PM at the staff quarters on all camp days. ii. Drawing sheets are to be used for plain table works in the field and for drawings in the office, tracing papers is to be used. iii. After the completion of surveys for a project the drawings (on tracing papers) should be put into the form of a book Manila covers and submitted on specified dates. iv. The last date of submission of reports along with necessary drawings shall be as per the notification. d .Text books for reference Each batch should have the following text books for reference 1) Surveying vo. l 1&2 by Dr. B.C Punmia 2) Surveying vol.1&2 by K.R Arora 3) Irrigation engineering Garg/ Punmia 4) Highway engineering by Khanna & Justo 5) Water supply and sanitary engineering by S.K Garg i.
II IRRIGATION PROJECT (NEW TANK PROJECT) a. Definitions of important Crop period or base period The time between the first watering of a crop at the time of its sowing to its last watering before harvesting is called base period of crop. It is denoted by B (in days) Delta: Is the total depth of water required by a crop to come to maturity is called delta in cm. This depends on the type of crop. Crop type depth of water (cm) Sugarcane 120 Rice 120 Wheat 30 Duty of water: It is the relationship between the volume of water required and the area of crop it matures – hectares Cu.mec. ▼= 864B D ▼=depth in cm. B=is in days D= duty in Hectares/cu.mec. Crop type Duty hectares/cu.mec. Sugarcane 730 Rice 775 Gross Command Area:(GCA) It is the total area that can be economically irrigated without considering the quantity of available water. It includes both cultivable and non-cultivable area. Cultivable Command Area The total area in which cultivation is possible. It is the differences between GCA and uncultivable land. CCA= GCA-UCA Contour channel: Suitable for hill areas as watershed channel are unsuitable. In hills the river flows in a valley or the ridge line may be very much higher. The channel is aligned parallel to the area to be irrigated. The contour channel irrigates only on one side 4
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
Head sluice contour channel water spread
natural valley earthen embankment
Area coming under irrigation Watershed or ridge channel: Suitable for plain areas. It is aligned along the natural watershed. In such a case water flows by gravity on either side of the channel directly or through small irrigation channels. Dead storage: it is volume of space provided for deposition of sediments in a reservoir. It is the level below which water is not depleted. It is not of much use in the operation of reservoirs. Live storage: the volume of the water stored between the dead storage and full tank level is called live storage. Live storage assures the supply of water for specified period to meet the demand. Maximum water level: during floods, the water level will rise above the full tank level. The maximum level to which the water rises during the high floods is called Maximum water level. Full tank level : it is the maximum elevation to which the reservoir water surface rises during normal operating conditions. Still level of sluice: is provided at the minimum storage level or dead storage level. Tip of the bund level: is fixed considerations the aspects of free board to prevent overtopping of the dam. Friction blocks: These are blocks placed within the basin. Across the basin floor. They help in breaking the flow and dissipate energy. Those baffle piers are called friction blocks and are useful in small structures, such as low spillways and wears. New Tank Project Earthen dam is proposed to be constructed across the “Bandi-halla”. The catchment area of the tank up to the site is measured using planimeter. Intensity of rain fall is obtained from the record (precipitation records available either at Doddaballapura, Chikkaballapura. Using catchment area and rainfall data, the yield of the stream is calculated. Generally rational formula is adopted to find out the average yield of the basis. From the yield, total value of water available is calculated. Thus, the capacity of the reservoir is fixed. Generally 1.5 tilling is assumed for their region in a given year. Therefore, required capacity is taken as 2/3 of original capacity. All the necessary surveys are to be conducted and project to be prepared in a complete manner including working drawings. Planning programmers for surveys and investigations: During the reconnaissance surveys, it is desirable to consider plans for detailed survey and investigations. in planning such programmers, consideration should be given to the following items-the personnel required, housing and subsistence for personnel, location of the field 5
office if required , transportation and other facilities, materials and supplies required for the work , characteristics of dam foundation strata , investigation necessary and equipment required , availability of local labor and equipment , arrangements with private land owners for to sites to avoid tres of lands during surveys and explorations, transportations of drilling equipment to isolated and inaccessible locating, consideration of available data from other surveys such as railroads and highways etc climate conditions at the site for work and estimates of time and funds required for the work. In the case of public works, the time necessary for investigation and construction should be anticipated. The general map should show governing elevations of watercourses, canal routes, dams and important occupational features such as vegetation , cultivated lands ,swaps, roads other railway road. Feathers pertinent to reservoirs and dams should be shown on separate maps of reservoir site and of the dam site. The Surveys to be Conducted are Longitudinal and cross section across centre line of the bund, Block levels (indirect contouring)at waste weir site,Capacity contours (By methods of direct contouring) and Channel alignment b. Longitudinal and cross section across centre line of the bund i.Object: To get construction details and estimate of cost of the bund ii.Specifications 1. The length of proposed bund should be minimum. 2. There should be good foundation available 3. A natural subsidiary is desirable at the bund site for locating waste weir. 4. To meet the above specifications the centre line for the bund is fixed by means of at least two flag posts (P&Q) on either side at on elevation of 2m above the top level of the bund. The position of the centre line is marked on the top of sheet. iii.Equipments required 1. Level with stand 2. Leveling staff 3. 30m chain and tape 4. Arrows 5. Com with stand 6. Ranging rods 7. Wooden pegs iv.Procedures 1 A temporary bench mark say (cause way) is selected whose reduced level has been determined previously 2 Starting from this temporary bench mark the reduced level of the bottom of flag post P is determined by carrying fly levels
CL OF WASTE WEIR P or Q establishing RL By tacking level. FLY LEVELLING T.B.M CAUSE 6
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
3
Starting from this point ‘P’ whose reduced level has been established ;levels are taken along the centre line of the bund called longitudinal section readings at least at every 5 to 10m intervals (preferably at every point where there is variation in ground surface), and intervals should be 1 to 2m on sleep ground 4 Cross section levels are taken at every 30m distance on either side of centre line of the bund at right angles to it. The interval is maintained as 5m for a distance of 30m both on upstream and downstream faces of the bund. (the distance given here are arbitrary and should be modified based on the condition . wooden pegs are driven at every at 30m along the centre line and temporary bench marks left to facilitate taking cross section readings 5 The two flags posts are aligned in a single straight line by ranging along the centre line .Right to the centre line is set using the com / cross staff. 6 Block levels are conducted at the position where the centre line meets the Banihalla stream by forming 10m*10m blocks. Covering the width of the stream. 7 The reduced levels of the bottom of the second flag posts Q is thus determined by continuing the process of taking L S and C S readings as indicated in steps (3) and (4) until the point Q reached . Note: a) The temporary adjustments of the level must be complete in all respects before a staff reading is taken b) The reduced levels at each station are calculated in all respects obtained by the height of instrument method in the field itself. v.Drawings required: 1. The longitudinal section of the profile drawn to a scale 1:1000. 2. The cross sections at various changes showing the profile of the bund, M.W.L., F.T.L. etc, to a natural scale of 1 cm = 5 cm 3. Block levels at valley site to a scale 1cm=5cm showing the contours interpolated at a contour interval of 50 cm c. Block levels at waste weir site
i.Object: To dispose off the surplus water from the tank. ii.Specifications: 1. There should be natural diversion to carry the surplus water. 2. There should be good soil at the weir site for foundation. 3. The length and height of the body wall most be minimum. 4. The cost of protective works must be minimum. Formula for estimation of food discharge ryves formula: (Q)f = CM⅔ (Q)f = Flood (m3/ sec. *M = area of catchment in sq. Km from the top sheet) C= constant 10 *M the area of the catchment is calculated from the top sheet using plain meter. (refer appendix for further details). Formula for length of waste weir: Cd = Coefficient of Discharge in m3/s Qf = flood discharge (m3/ sec) H = head of weir (MWL - FTL) = 1m (say) 7
L = length of the weir in meters g = acceleration due to gravity in meter/sec2 (g = 9.81 m/sec2) Hence, knowing Qf, Cd, g and H[ ‘L’ the length of waste weir is calculated] iii.Equipments required: 1. Level with stand 2. Levelling staff 3. Chain with arrows 4. Tape 5. Wooden pegs 6. Ranging rod 7. Com with rod iv.Procedure: Q = bearing of RP Sq = blocks 10mX10m = KM stone 1. The reduced level of point ‘R’ is obtained by carrying fly levels from a temporary bench mark (say KM stone as shown in fig). 2. The bearing of the centre line of the waste weir RQ is taken with a prismatic com. 3. Pegs are driven at every 10m intervals along the centre line of the waste weir starting from the point R until the point P is reached. (These points are marked as A, B, C, D, E, F, G etc) in the figure. Each time the alignment is checked with the prismatic com. Prepare a key drawing with the proper notation roughly. 4. Square blocks of size 10m*10m is conducted using the com, chain and tape as shown in figure. 5. A neat sketch of the layout of the square block is formed as indicated with clear notations to identify the point at which the reduced level has to be determined. 6. Levels are taken at each corner of the square block using a dumpy level and leveling staff and the levels recorded in the field itself by height of instrument method. 7. The block levels are taken along the marked points as mentioned in step (6) for a distance of 60m on either side of the centre line of the waste weir. 8. L.S. readings are taken along the centre line of valley at intervals of 30m starting from the centre line of proposed weir. v.Drawing required: 1. Plan of the block to scale of 1cm=5m showing the RL at each corner with the contours interpolated at intervals of 50cm. 2. The longitudinal section of subsidiary valley to a scale 1cm=15m. 3. Position of waste weir indicating its length and protective works. d. Capacity contour i.Object 1. To fix the capacity of the tank. 2. To fix the of full tank level. 3. To fix the MWL of the tank. 4. To draw storage elevation curve. ii.Equipments required 1. Level with stand 2. Levelling staff 3. Plane table with stand and its accessories 4. Alidade 5. Chain and tape 6. Arrows 8
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
7. Ranging rods. Obtain the reduced levels of the contours to be plotted from the camp notice board.
iii.Procedure 1. Carry fly levels from the nearest available temporary bench mark until the height of instruments obtained is greater than the required contour to be plotted. For E.g.: suppose the contour to be plotted is , say, 802.500 & 803.000m fly levels are carried until height of instruments obtained at least 804.500 (i.e. , greater than the required reading).required to obtained the necessary reduced levels is (height of instrument reduced level). Staff reading=804.000-802.500=1.500m Staff reading=804.000-803.000=1.000m For the particular RL, set up of the instrument (thus fixing the position of the dumpy level). Required staff readings are made conspicuous by tying a coloured kerchief to the reading. 2. The centre line of the bund (FQ) and that of the waste weir (RP) is located on the plane table by the method of inter- section. The process of location of the plane table ‘S’ is such that the plane table is as close to the dumpy level as possible. Whose position is located in step (1) thus facilitating the use of tachometry and direct contouring. Position of plane table and dumpy level before actual plotting of contour is commenced:
3. The require staff readings calculated in step (1) indicating the necessary reduced level is actually plotted in the field The staff man move with the staff in the direction indicate by the person at the dumpy level until the require staff reading (Say 1.5m) the obtained. This is the first contour Point ‘C1’. Simultaneously, the surveyor at the plane table bisects the staff at contour Point ‘C1’. And a ray is drawn that direction using the fuditial edge of the alidade. The distance between the dumpy level and staff is calculated by the method of Tachiometry, using the relation (D=KS+C) where D=distance between staff station and dumpy level in meters K=Multiplying constant=100 S=staff intercept (difference between top and bottom stadia hair readings) C=Additive constant =0 The distance as obtained is converted to a scale of 1:1000 and plotted as point C1 on the Plane table The contour points must be located at close intervals, using similar procedure explained above to get a clear contour. 4. Details regarding type of land (cultivated, barren, rocky) through which the contour es and Road and other details of topography should also be marked/plotted on drawing sheet during the plotting work. Note: a) Before closing the day’s work the position of plane table station is properly established by bisecting three well defined permanent objects. The next day Work is continued by solving the three point problem b) In order to get a good spread of times depending on the topography of instrument must be the required now staff reading for the particular height of instrument is calculated to get the RL needed is explained in step 1. Each time the plane table station. Is shifted, it has to be back oriented with reference to the previous station iv.Drawing Required: 9
Contour plan showing the detail of topography etc., with centerline of bund and waste weir to a scale 1cm=10m The capacity contour so plotted is useful to calculate the volume of storage of tank. This is done by calculating the area between two contours using a Planimeter and then multiplying the same with the contour interval. V1= A1 h1 V1= volume between the two contour plotted A1=Area between contour h1= Difference in elevation between two contours A single drawing showing all the contours is drawn after obtaining Contours from other batches and the total volume V is calculated as V= V1+V2+......................................................... V1= a1 h1 V2= a2 h2 and so on The top contour level gives the full tank level (FTL). The maximum water level (MWL) is fixed taking into consideration Submergence. The top height of the bund is fixed above MWL by considering the height of the waves. The top width of the dam is fixed by taking into consideration the minimum Road width and stability. e. Channel Allignment i.Object: To estimate the cost of channel and cross drainage work ii.Equipments: 1. Level with stand 2.4m level 3. Plane table with accessories 4. Chain with arrows 5. Wooden pegs to mark the alignment 6. Ranging rods 7. Com with stand iii.Specifications of Channel: 1. The channel is align in a falling contour (in cutting). 2. The depth of cut should be minimum. 3. A straight channel is preferred and curves are avoided as far as possible and if inevitable the radius of curve must be larger than 50 times bed width of channel. There should be some cross drainage works 4. The fall in contour for the channel is assured 50cm per kilometer. iv. Procedure Suppose sill level is sluice 801.00 (Bed level of channel) Add depth of flow (0.75m): 0.750m Free board (0.75m): 0.750 R.L. OF STARTING POINT = 802.500M a. Starting from cause of known R.L. fly levels are carried until the R.L. of Starting point (802.500m) ‘T’ obtained on the C.L. of the bund. This is the position of sluice. b. The position of the centre line of the bund and weir namely the ground Station P.Q.R and ‘T’ (the starting point of the channel) is located on the Plane table sheet by the method of intersection as shown in figure.
10
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
c. After locating station ‘T’(the plane table) the whole set of plane table and its accessories are shifted from the station, ’S’ & centered on ‘T’ such that(t is on top of T)and orient to the previous station ‘S’. d. A reconnaissance sketch of the channel to know the terrain in which the channel is laid is made e. A back sight is taken with the staff held on point ‘T’ using the dumpy level to establish the height of instrument or plane of collimation. f. The required fall in gradient is 50cm for every kilo meter(0.5m for 1000m0 or 0.015m for every 30m g. The required staff reading to obtain this fall in gradient for the particular Set up of instrument is calculated as follows for a distance of 30m For e.g., R.L. of straight point = 802.500(say) Required fall (for 30m) = 0.015m ................................................. R.L. at 30m point = 802.485 ................................................. Subtract the R.L. of 30m point from the (PC) plane of collimation obtained in step (5) to get staff reading (suppose back sight reading is 1.2m) R.L. at ‘T’ = 802.500 + back sight = 1.200(say) 803.700-602.485 -------------------------------------------PC = 803.700 = 1.215m --------------------------Staff reading h. With the zero end of the chain held at station point T it is swung in Arc at a distance of 30m until the required staff reading is obtained In step (g) is obtained. A peg is driven at a point to indicate the First falling contour point of the channel say C. i. A ranging rod is held at C. The survey or at a plane table now bisect This point with the alidade and draw the ray along the direction and plot to scale (1cm=100m) the distance between the point `t’ and C1 (i.e30m). Note: The staff reading calculates at the step 7 is not constant and changes for every shift of dumpy level As line of collimation changes and hence each time the staff reading is calculate. For the necessary fall of0.015 for 30m. 1. using the similar procedure explained above, a plane of channel is plotted, For a distance at least 2.5km from the starting point. The details regarding the area and mother Valley is also marked on table. 2. Pegs are driven at every 30m interval along the longitudinal section of channel and cross Sections are taken at every 60mintervalto the distance of 30min the either side for a interval of 5m. Note: distance from ‘T’ to C1 is converted to scale (1:1000) 3. Plan of the area lying between the channel and the mother valley is prepared to Determine the extent of area irrigated using plan meter 4. Block levels are to be taken wherever the channel comes across the natural drainage Note: a) Care is taken to see that pegs are driven at every 30m interval and properly labeled (Regarding batch no., date of work, chainage, R.L. ECT.) 11
b) Before the end of days work, care should be taken to establish plane table station with reference to three well defined permanent objects, so that work can be continued next day. 5. The complete initial alignment is plotted for a distance of 2.5 km is traced on the tracing paper with all details of R.L. chainage position of mother valley, type land etc. The final alignment is then suitably marked on the sheet and then after calculating the radius or curve Provided it is transferred to the ground by setting the curve by any convenient method LS and CS readings are also taken for the changed position of the alignment of the channel v.Drawing Required: 1.Plan of the channel showing the details of alignment, mother valley ect. To a scale 1cm=1m (Both initial and final alignments) 2.Longitudinal section of the channel to a scale 1cm=10m 3.Typical cross section of the channel to a scale 1:100 Calculations: 1. Volume of earth work in cutting=? 2. Volume of earth work in embank III.Water Supply and Sanitory Project a.Water Supply i.Objectives: 1. To formulate and design a water supply to Gati Subramanya, considering water available at the source of the new propose water supply line for Gati Subramanya village considering a design period of 30 years. 2. To ensure treated water availability at all times of the year at adequate pressures. Survey to be carried out for the augmentation of the existing water supply at Sri.Gati Subramanya 1. Reconnaissance Survey 2. Population forecasting 3. L/S from pump house to the service reservoir at 30m intervals and C/S at 90 m ,9m on either side at 3m intervals. 4. L/S from service reservoir to f Gati Subramanya or distribution at 15 m intervals. 5. Village mapping should be carried out properly along with pipe lines. 6. Controls valves should be properly indicated at necessary points. ii.Drawings to be prepared 1. L/S and C/S for all pipelines with suitable scales. 2. Village mapping indicating water pipelines with control valves. 3. Block levels wherever it is necessary. iii.Design calculations 1. For main water pipelines 2. For distribution systems. 3. For pumps. 4. For service reservoirs. b.Sanitory Project GUIDLINES TO A PROPOSED SEWERAGE SYSTEM PROJECT AT GHATI SUBRAMANYA. i.Objectives: 1. To propose a new sewer line for Ghati Subramanya village considering a design period of 12
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
30 years. 2. To select a new site for sewage treatment plant and to design a low cost waste water treatment unit. Setting up a sewage treatment plant: To select a site for new treatment plant and lay a new sewer line, following factors are to be considered: Topography of the area, soil condition, extent of the area available, area for sludge drying beds, location for grit chamber, Oxidation ditch, sludge digester and other components of the system. Assuming about 75% of water supply as available sewage, the treatment plant units should be designed. The sewers are normally designed for 2 to 3 times the normal flow of sewage. ii) Proposed survey work to be carried out for the new sewer line: 1. Reconnaissance survey of the area from the source of the sewage to the treatment plant to the disposal point. 2. Plane table surveying of the area for laying the new sewer line. 3. Longitudinal section taking levels at 10m intervals. 4. Block level survey for the proposed treatment plant site, i.e., 30x30m taking 5x5m blocks. Note: R.F. = 1/100 (diagonal scale) c. Population Forecast Basic design consideration Forecast of population should be made by1. Air thematic progression method. 2. Graphical projection method. 3. Demographical method. 4. Incremental increase. 5. Graphical project. The forecast of population for further 30 years is necessary in order to design the sewage treatment and the water treatment plant. Water quality should be followed as per Indian standards. Design consideration area1. Ghati Subramanya village population with floating population during jaira, marriage functions, student’s camp etc. 2. Period to be considered is 30 years. 3. 75 LPC per day be considered as the quantity of water supplied to the population and 75% of this flowing as sewage. In arid regions, 45% and 90% in density populated/developed area of the water supplied will available as the sewage. 4. The type of facilities proposed for public toilets and water supply taps. 5. Standards for disposal of sewage to nearby valley, stream or river. Project report should consist of: 1. Scope of utility of the proposed project. 2. Longitudinal and cross-section levels along the new water supply and sewer line. Location from different sources points to the main sewer, main sewer to the treatment plant and from the treatment plant to the final disposal point. 3. Block level survey of the proposed for treatment plant and the contours (both for water supply and sanitary project). 4. Design calculations of distribution for water and sewer and the main sewer line together with drawings. Project report preparation: 1. Historical retrospect, leading to the demand of the project. 13
2. General considerations: short description of existing facilities, present area served, futures areas to be included, topographical and hydrological features of the area and surroundings, present and design population including floating pollution, facilities for transport etc., 3. Water requirements: facts and assumptions made in arriving at average daily demand, industrial and fire demand components, variations in consumption. Anticipated total water demand under the project. 4. Source of supply: description of available nearby source, sanitary conditions of the source and chances of contamination. Suitability and potentialities of the source sand nature of the developments. 5. Standard of purification: quality of water with respect of various characteristics recommended line of treatment process expected result special treatment if any. 6. Pumps and pumping stations: types and HP of pumps, stages, stand by units, heads imported, mode of motive power. 7. Distribution systems: location of distribution reservoir (ground level) and over head tanks, min, pressures available in the distribution system. Provision for firefighting type and no. of hydrants, pressures at hydrants. 8. Cost data: assumption made for the availability of funds, for an economical design. 9. Summary: review of whole scheme in brief and achievements in relations to aim and goals. IV.HIGH WAY PROJECT a.Objectives: The basic object of highway project is to align the road between the two given obligatory points by conducting (1) Reconnaissance survey. (2) Preliminary survey. (3) Detailed survey. (4) Re-alignment survey. All the batches will be given different stations, between which is road is to be aligned. The terrain is usually hilly at “Ghati Subramanya”, the road is to be aligned with a maximum slope of 1 in 20. This gradient is to be checked at regular intervals along the alignment using Ceylon ghat tracer. The total time allotted for this project is two days and the total length of road to be aligned is at least 1000 m with in first day. After the alignment of broad along a particular route and got the same on the plane table drawing sheet, check for various geometrics of road like radius of horizontal curve and other practical problems to a particular design speed. If there is any change in the alignment marks it on the drawing sheet by realigning the road on curves. The next day, the details of topography along the new aligned route are to be collected. b.Instruments to be used (1)Plane Table and its Accessories. (2) Leveling instruments and its accessories. (3)Ceylon ghat tracer. (4) Chain, Tape, Arrow, Ranging rods, Pegs, etc c. Allotment of field work. All the batches will be given two different obligatory points through which the road is to . By conducting reconnaissance survey the various alternate routes are to be selected. Out of various alternate routes select any one best route between the two stations. Along this selected route collect all the topographical details by conducting detailed survey using various instruments. Alignment means marking the centre of line of the road along the route 14
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
between the two stations using wooden pegs. Drive the pegs at regular intervals say at 5m if the road is aligned along the curve or 10m if the road is aligned along straight stretch. Set the plane table near the starting point with respected to any three permanent object. The drawing sheet to be used for the plane table work should contain the border line, name of the batch along with the names of the students on the bottom right hand corner and a diagonal scale. Construct a diagonal on the bottom left hand corner of the drawing sheet by selecting any suitable scale to mark the centre line of the road usually 1:1000.mark the north line using the trough com on the top right hand corner of the drawing sheet. The print obtained on the drawing sheet should be transferred on the ground by using plumbing fork. Using alidade mark the various points of the centre line of the road on the drawing sheet. Along with marking of centre line on the drawing sheet, collect all the details of the topography along that route like type of land sloping direction, type of terrain, permanent objects-trees, rocks, houses, electrical poles open wells, bore wells, tanks etc. Sometime instead of driving the pegs on the ground along the centre line of the road, the chain can be stretched along the centre line of the road and the points on the centre line of the road either at 5 m or 10 m interval can be obtained on the drawing sheet using the alidade. Continue this marking of centre line of the road on the drawing sheet form this plane table station point, until the last point visible from this station point. Then the plane table is shifted to a new station point. To shift the plane table, first establish a new station point from where more number of points can be obtained. The new station point can be established and mark on the drawing sheet for a known distance. Now the plane table is to be shifted to the new station point and set it on the new station point coinciding with the point marked on the drawing sheet and by back orientation and checking the north line. Mark the various point of the centre line of the road on the drawing sheet from this plane table station point. Continue this till the end of the stretch of the road. Simultaneously, the topography of the ground along the centre line of the road is to be collected by conducting leveling survey. A temporary bench mark (BM) is to be established near the starting point of the road by carrying out the fly level from near by temporary /permanent bench mark. The dumpy level is to be set very close to the plane table. First, take the back sight on the temporary BM established near the starting point of the road and then take the levels on the zero chainage on either side of the centre line of the proposed road for about 15 m, at an interval of 5 m take the levels for cross section details. Next, take the levels on the centre line of the proposed road, at either 5 m or 10 m intervals for longitudinal section details. Take the levels for cross section details at 15 m interval on curves or at 30 m intervals on straight stretch of the proposed road. Continue this till the end of the stretch of the road. d. Re-alignment After getting the detail plan of the centre line of the proposed road between the two stations, check for the horizontal alignment, with respect to radius of the various curves. Assuming that the proposed road is a MDR, for the standard values of the ruling minimum speed on hilly terrain, calculate the required ruling minimum radius to maintain the design speed. If the existing radius is inadequate, then re-align the curve to maintain the design speed by proposed a new curve. Calculate all the details of the proposed curve, and then the same curve is to be set in the field at the original curve, collect L/S and C/S details of the set curve using leveling.Using the details of the leveling, draw the L/S and C/S, by taking suitable scale. e. Design details Design the vertical alignment using the details of L/S and C/S .Limiting the maximum gradient of 1 in 20, design the vertical summit curve and valley curves, calculate the earth work either cutting or filling to be carried out for the design vertical curves with respect to the formation level. 15
Determine the CBR value for the soil collect from the site in the laboratory. Design the thickness of the flexible pavement. Estimate the quantities of the materials required to construct the flexible pavement along eh proposed road at “Ghati Subramanya”. f. Geometric design and re-alignment The geometric design elements such as stopping and over taking sight distances, minimum and ruling radius of circular curves etc. may be worked out by using the formulae given for the given design speed. 1. Minimum radius = R min = u2 2.12 2. Ruling radius = R ruling = (u+4.45)2 2.12 3. Stopping sight distance = SSD = vt + V2 2gf 4. Overtaking sight distance = OSD = d1+d2+d3 =Vbt+2s+VbT+VT Where V=Design speed in m/sec. t=Total reaction time in seconds (2 to 2.5 sec) f=Coefficient of longitudinal friction (0.35 to 0 .4) g=Acceleration due to gravity cm/sec2 (9.81 cm/sec2) In the case of OSD – V = Speed of overtaking vehicles, m/sec Vb =Speed of overtaken vehicles, m/sec S = Spacing between vehicles = (0.7Vb+6) in m T = Time taken for overtaking operation ___ 45 √ a a = Rate of change of acceleration in m/sec2/sec 5. Super elevation e + f = V2 gr e = Rate of Super elevation f = Design co- efficient of lateral friction = 0.15 6. Extra widening We = Wm+Wps __ = n12 + V √R 2R 9.5 Wm = Mechanical widening Wps = Psychological widening n = number of the wheel base = 6m v = Speed of vehicles in kmph The radius of the horizontal curves, gradients length of summit and valley curves, widths of pavement and formation, camber, super elevation (for each cross section), extra widening etc, of the existing road should be worked out. Those geometric elements which are deficient should be listed and assumptions if any. The road should be re-aligned to fulfill the geometric design details worked out for the design speed. g. Lab work: The moisture content of the two sub grade soil samples collected sealed polythene bags should be determined. The soil should be subjected to dry and wet sieve analysis, liquid limit and plastic limit tests. Further, two CBR value and NDC value in the lab. 16
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
h. Pavement Design : The thickness of flexible pavement should be worked out by two methods. 1. CBR method as per IRC recommendation 2. Group index method i. Estimation of quantities: The quantity of the following materials should be worked out, taking in to ; a. The geometric design requirements and re-aligned road within the 1.0 km stretch of road. b. The pavement design by the CBR method. i.Earth work embankment/fill ii.Earth work cutting iii.Aggregates required for water bound macadam base curves as per thickness designed. iv.Aggregates required for 2.0 cm thick premixed bituminous carpet resurfacing throughout the stretch. v.Bitumen required as in (iv) above. j. Drawings: The followings drawings should be enclosed with the highway project report. 1. Key plan showing the road between Makalidurga railway station and Hadanahalli via temple. 2. Contour plan of the given road stretch of length 1.0km and given width, showing all the details of the road and other features. 3. Longitudinal section showing all details including the centre line of existing road & realigned road after re-design. 4. Total typical cross sections taken at straight and curved sections of the showing existing cross section details (including shoulders & side chains) & of the proposed section after redesign. 5. Typical pavement cross section. k. Report: The report should consists of the following 1. Objectives 2. Minimum geometric design standards (design details worked out for the given speed) 3. Field work details 4. Deficiencies and re-design 5. Laboratory work and graphs 6. Pavement design details 7. Estimation of quantities of materials 8. Drawings 9. Recommendations
V.TRIANGULATION SURVEY a.Introduction The execution of any project depends upon the accuracy with which the survey is carried out. Unlike other types of surveying, like chain surveying, com survey etc. trigonometric surveying is special branch of surveying which requires accuracy of the highest order. The direct object of trigonometrically surveying is not to provide a complete plan showing details & topographical features but, to locate a number of points on the earth’s surface. The 17
positions & elevations of these points are determined with utmost accuracy, so as to serve as geodetic control points to which other survey’s can be referred to. i.Principles of Trigonometric surveying: This can be studied under the following heads, Base line measurement with necessary corrections. This is done according to the procedure indicated. The base line serves as a base for the Triangulation system extending on either side of the area.A systematic measurement of all angles subtended by all the Trigonometric stations occupied to keep the errors to an absolute minimum. ii.Triangulation: Geodetic Triangulation offers the most accurate system of horizontal control points in which less precise triangles are incorporated to from a frame work for topographical and hydrographic survey. Suitable points called triangulation stations are selected. Accumulations of errors in this method are minimized by selecting subsidiary bases. iii.Feature of Triangulation: 1. Triangulation consists of a network of triangles. 2. It should have minimum linear measurements. b.Base line and its measurements: A baseline is a line ing two Triangulation stations whose length is measured very accurately for the computation of the whole trigonometric survey. The following points are kept in view while selecting a base line. 1. The site selected must be fairly level with gentle slopes at some places. 2. The site selected should be free from obstacles through out its length. 3. The extremities of the baseline must be inter visible at ground level. 4. The accessibility of the two base stations ‘A’ & ‘B’ must from well conditioned triangles with other stations. i.Measurements of Base Line: The length of base line is measured using its flexible apparatus for accuracy & convenience steel tape is made use of. ii.Equipments: 1. Standardized tape 2. Straining devise 3. Spring balance 4. Thermo meter 5. Wooden pegs 6. Level with stand 7. Metallic tape 8. Sub tense bar 9. Theodolite iii.Procedure: 1. The measurement party must walk on the entire length of baseline. Pegs are driven at suitable points in line in between the base station A & B with the help of the theodolite. The peg interval is so chose on such that there is not much undulations between pegs. The marking pegs are driven at on approximate distance at 15 m or less depending on the configuration of the ground. 2. The reduced levels of the top of the pegs are taken by the leveling party. 3. The measuring party stretches the tape giving a proper pull varying between 6 to 9 kg. The pull given must be such that the measuring tape does not touch the ground surface anywhere between the pegs & thus the span length is measured using the steel tape. 4. The same base line is measured in the opposite direction of the first measurement in same manner. 18
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
5. The temperature are measured using a thermometer at the three points (Rear end, middle end, far end) of each span length. 6. Detailed angular measurement (horizontal & vertical) are taken from the base stations A & B using Varner theodolite. 7. The base line distance AB is checked by means of substance bar kept at one end of base & included angles between the targets is read from the theodolite placed at the other end by method of repetitions. The measured base line through accurate will have to be corrected for both positive and negative errors which are introduce due to natural conditions. iv. Correction to measured base length: The following corrections are applied to each span and the correct base line length is worked out. v. Correction for absolute length of tape(Ca) The 30m steel band is laid flat and the 30m standard steel tape is stretched. The tape is standardized at no pull. From this correction for absolute length is calculated. Ca = LC (positive and negative) Where I = Designated length of tape L = Measured length of line C = Correction per tape length vi. Correction for pull () = ± (P-PO) L (positive or negative) AE Where: P = Applied pull in kg Pc = standard pull in kg L = Measured length in meters A = Cross section of tape in cm2 Es = Young’s modulus of elasticity kg/cm2 = 2.1×106 kg/ (Ct) vii. Correction of Temperature :(Ct) Ct = (Tm-To) L (Positive or Negative) = Co-efficient of thermal expansion = 0.000010/°C To = Standard temperature of band=0°C Tm = Mean temperature of measurements in centigrade L = Measured length in meters viii. Correction for Sag: (Cs) Cs = w2l2/24n2P2 (Negative) L = Total length of tape in meters n = Number of span (equal) w = Total weight of tape in kg p= pull applied in kg Note: 1. Weight of 30m steel band = 543.008gm 2. Weight of 30m length steel tape = 282.001gm ix. Correction for Slope: (Cv) 2 Cv = -h /2L (Negative) h = Difference in level between successive pegs in meters L = Measured length in meters x. Correction for MSL: 19
Cmsl = -LH/R (Negative) L = Length of measured base in meters h = Elevation of base line site above MSL ( data to be obtained) R = Radius of earth = 6366703m= 6367 Km xi. Correction for Change of Gravity: 2 g = go (1+0.005302 sin ) g = Acceleration due to gravity at sea level ф = Latitude at Doddaballapur = 13°18’ g = Acceleration due to gravity at the equator for sea level =978.049 cm/sec2 c. Satellite Station While selecting station for triangulation work it occurs some times in practice that the tower of a church or temple or a railway signal is selected as the principal station ,due to its clear visibility from a number of other stations eliminating thereby the cost of building elevated towers .In such cases, it becomes impossible to place the instrument over the tower, and a false station is established near the principal station and all angular measurements are made from this false station or satellite station. The distance from the false station to the principal station is calculated by the method of signal plane method. Observations are made from satellite station to all other triangulation station with the same degree of care and precision and there observed angles are corrected and reduced to what they would have been if the main triangulation station (principals or true station) were occupied. This method of reducing the value of an angle at the main station, from observations made at satellite is known as reduction of centre. d.Measurement of Angles at station: A systematic measurement of all the angles subtended by all trigonometric stations and other permanent objects at the station occupied is made to keep the possible errors to an absolute minimum. e.Method of Measurements: i.By repetition : ( Horizontal Angle) Set up the instrument over ‘o’ and level it accurately ( with face of instrument to the left and telescope in the normal position) Set the vernier A to 0°0’00”. Loosen the lower clamp and direct the telescope to left hand station (A), and bisect A accurately using lower clamp and lower tangent screw. Check the vernier reading on A for slip and read the vernier B. Release the upper plate and turn the telescope clock wise and bisect the right hand station B exactly, by uper clamp and upper tangent screw. Read both the vernier to get the approx. value of the angle. Leaving the verniers unchanged , release the lower clamp and turn the telescope clock wise until station A is again accurately bisected using lower clamp and lower tangent screw . Check the vernier reading which should be same as before. Release the upper clamp and turn the telescope clock wise and again bisect the station B exactly, use the upper clamp and tangent screw .The vernier should read twice the value of the angle. Repeat the same procedure until the angle is repeated the required number of times (usually three).Read both the vernier and these are the final reading after ‘n’ repetitions should (n) times the reading obtained in step (v).Changing the face (the telescope is now inverted & the face will be right).Leaving the vernier unchanged swing clock wise on to A. After making three repetition exactly as before book is partly in light and partly in shade. The observer sees the illuminated portion and bisects it. The phrase correction has to be applied to the observer angle. f.Types of final Signals: 20
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
Luminous - Eg: Sun signal Non luminous - Eg: cylindrical drums g.Contents of final report submitted: 1. Correct length of base line obtained after supplying suitable corrections and the check using substance bar readings. 2. Angular measurements from each of the trigonometric stations and their standard deviations. 3. Satellite station with reduction to center. 4. Calculations for refined angles, indicating the correct length of sides and corrected three dimensional co-ordinates of the trigonometric stations. The co-ordinates of station A are assumed as (5,000,700) 5. Adjustment of at least one quadrilateral and polygon by the method of least squares. h.Drawings: 1. Preliminary sketch showing the location of the various geodetic stations with reference to the area surveyed. 2. Exact plotted positions of the various stations using the computations made in the survey. i. Date for completion work: Field work should be completed at the site as per the time table. The laboratory work is to be completed before 15/04/2012. The report of the highway project complete in all respects to be submitted before 30/04/2012. VI. LIST OF TABLES a. Baseline Measurement from station “A” to Station “B”. Sl. Correction No: for absolute length Ca= CL/1 (+ or-)
Correction for slope Ch=h2/2L (-ve)
Correction for temperature Ct=a(TmTo)L (+or-)
Correction for pull = (P-Po) L/AE (+or-)
21
Correction for sag Cs=L(w)2/24n2P2 (-ve)
Measured Length
Corrected Length
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
VII.APPENDIX Let A,B,C be the known points and a,b,c be their plotted positions. Let P be the position of the instruments station to be located on the map. Bessel’s method: 1. After having set the plane table at station P, keep the alidade on be end rotate the table so that A is sighted. Clamp the table. 2. Pivoting the alidade about b, sight to c, and draw the ray xy along the edge of the alidade refer fig-1. 3. Keep the alidade along a.b and rotate the table till B is sighted. Clamp the table.
Fig-1
4. Pivoting the alidade about ‘a’ sight ‘c’ draw the ray along the edges of the alidade to intersection the ray xy in ‘c’ cc’ refer Fig-2.
Fig-2
5. Keep the alidade along c’c and rotate the table till c is sighted. Clamp the table. The table is correctly oriented Fig-3. Fig-3
6. Pivoting the alidade about b, sight to B. draw the ray to intersect CC’ in P. in similarly if alidade is pivoted about ‘a’ and A is sighted, the ray will through ‘P’ if work is accurate. b.Third order or tertiary triangulation: The third order triangulation consists of number of points and from the immediate control for detailed Engg. and other surveys. The sizes of the triangles are small. The specifications for this triangulations are; 25
1. 2. 3. 4. 5. 6.
Average triangle closure 6 sec Maximum triangle closure 12 sec Length of base line 0.5 to 3 km Length of sides to triangle 1.5 to 10 km Actual error of base 1 in 75000 Probable error of base 1 in 250000 c.To find the area using planimeter: To find the area of the plan, the anchor point is either placed. Outside the area (if the area is small) or it is placed inside the area (if the area is large). A point is than marked on the boundary of area and tracing point kept exactly over it. The initial reading of the wheel is than taken. The tracing point is now moved clockwise along the boundary till it comes to the starting point. The final reading of the drum is taken. The area is calculated using the following formulae. Area ( ) = M ( F- I ± 10N + C) F = Final reading I = Initial reading N = The number of times the zero mark of the dial es the fixed index mark. Use +ve sign if zero mark of the dial es the index mark in clockwise direction and –ve sign when it es in anti-clockwise directions. M = A multiplying consists (planimeter constant). It is equal to the area per revolution of roller. C = constant of the instrument, constant C to be added only if anchor point is inside the area. NOTE: Tracing point to be moved in clockwise direction only. Prepare sign must given to N. d.Prisimoidal Formula: The prisimoidal formula to calculate the volume of earth work between number of stations. Having area A1, A2, A3…………….An spaced at a constant distance‘d’ apart. V = d/3 (A1+A) + 4(A2+A4………+A1) + 2(A3+A5……..A2) Here the total number of cross sections must be odd. In case of even number of sections, the end strip must be treated separately and the volume between remaining sections calculated by prisimoidal formulae. e.Reduced Level 1. Ghati Subramanya temple [canal] 846.645 2. Bench mark of cause way 795.660 3. Bench mark on bore hole point 819.860 4. Top of First step at Temple 880.860 5. Bench mark at pump house 879.890 (top of storage reservoir) 6. Bench mark at curve on the top 831.870 of 55.00 km stone 7. Bench mark at lake 831.590 8. Sill level of sluice 802.010
f.Format For Drawing Titles: NEW HORIZON COLLEGE OF ENGINEERING ,BANGALORE
26
DEPT.OF CIVIL ENGG.
EXTENSIVE SURVEY CAMP REPORT 2012
C4 13 DRG. SCALE
NEW TANK PROJECT L.S. OF BUND H
V
NAME USN. BATCH DATE OF COMPLETION DATE OF SUBMISSION STAFF IN CHARGE
MARKS
27
CONTENTS
DEPT.OF CIVIL ENGG.
Page No
I. GENERAL INSTRUCTIONS TO STUDENTS a. Rules to Conduct b. Stationery and Dress of students c. Submission of Record d. Text Books for Reference II. IRRIGATION PROJECT (NEW TANK PROJECT) a. Definitions of important b. Longitudinal and cross section across centre line of the bund i.Object ii.Specifications iii.Equipments Required iv.Procedures v.Drawings Required c. Block leveling at waste weir i.Object ii.Specifications iii.Equipments Required iv.Procedures v.Drawings Required d. Capacity contour i.Object ii.Equipments required iii.Procedure iv.Drawings Required e. Channel alignment i.Object ii. Equipments iii. Specifications of Channel iv.Procedures v.Drawings required III. WATER SUPPLY AND SANITORY PROJECT 12 a. Water Supply i.Objectives ii.Drawings to be prepared iii.Design calculations b. Sanitary project i.Objective ii.Proposed survey work to be carried out for the new sewer line iii.Population forecast IV. HIGHWAY PROJECT a. Objectives b. Instruments to be used c. Allotment of field work d. Realignment e. Design details f. Geometric design and realignment g. Lab Work h. Pavement design 1
3 3 3 4 4 4 4 6 6 6 6 6 7 7 7 7 8 8 8 8 8 8 9 10 10 10 10 10 10 12 12 12 12 12 12 12 13 13 14 14 14 14 15 15 16 16 17
i.
Estimation of Quantities j. Drawings k. Report V. TRIANGULATION SURVEY a. Introduction i.Principles of trigonometric surveying ii.Triangulation iii.Feature of Triangulation b. Baseline and its Measurement i.Measurements of Base Line ii.Equipments iii.Procedure ivCorrections to Measured Baseline v.Correction for absolute length of tape vi.Correction for pull vii.Correction for Temperature viii.Correction for Sag ix.Correction for slope x.Correction for MSL xi.Correction for change of Gravity c. Satellite Station d. Measurement of angles at station e. Method of measurements i.By repetition(horizontal Angle) f. Types of final signals g. Contents of final report submitted h. Drawings i. Date for completion of work VI. LIST OF TABLES a. Base line measurement from Station A to Station B. b. Baseline measurement c. Measurement of horizontal angles by method of repetition. d. Measurement of horizontal angles by method of reiteration. VII. APPENDIX a. Third order or tertiary triangulation b. To find the area using planimeter c. Prismoidal formula d. Reduced Levels e. Formula for drawing titles
2
17 17 17 17 17 18 18 18 18 18 18 18 19 19 19 19 19 19 19 20 20 20 20 20 20 21 21 21 21 21 22 23 24 25 26 26 26 26 27
EXTENSIVE SURVEY CAMP REPORT 2012
i. ii. iii. iv. v. vi.
vii. viii. ix. x. xi. xii. xiii. xiv. xv.
DEPT.OF CIVIL ENGG.
I.GENERAL INSTRUCTIONS TO STUDENTS a. Rules of Conduct Students are required to be on the survey field by 6-00 a.m. positively They should not leave the field till completion of day’s work. The work allotted for every day should be completed and plotted on the same day itself in the evening.(Signature ) Difficulties met with should be discussed with the staff member in the evening every day Attendance should be given each day to the camp officer before leaving for work Equipment should be checked before leaving for work each day. If instruments and equipments found to be defective after checking, the same should be returned to the survey store and the equipments that fulfill the requirements should be obtained before going to the field Smoking and drinking of alcohol is prohibited. Under no circumstances swimming is permitted No student is allowed to leave the camp except on special circumstances with the permission of the camp officer. Students have to conduct themselves properly in all respects strict discipline should be maintained in the camp area. It is purely the responsibility of the students to manage the camp affairs. The camp officer will render necessary guidance to the camp secretaries. Students should carry sufficient money for their extra expenses for about 14 days Students are not permitted to bring their vehicles to the survey camp. Students are required to carry their surveying class notes of third and fourth semester note books, field note book and record, white bond, papers for writing the records all linear and angular measurements should be recorded in the prescribed preformed and observations should be reduced in the field only. b. Stationery and Dress of students Students are required to wear the following dress during survey work i. blue jeans ii. white shirt iii. shoes(suitable terrain other than canvas shoes) iv. hat v. rain coat, vi. an umbrella vii. water bottle viii. sufficient warm clothing and bedding ix. one meals plate and tumbler x. Students are required to carry the following stationeries (per batch). 1 Drawing board 2 2 Drawing equipments (mini drafter) 2 3 Drawing sheets 30nos. and tracing paper (10mts) 4 Chain survey book 6 5 Leveling books 15 6 2 note books for each student 7 Sketch pens 2 sets 8 Pencils (HB.2H) 2 9 Eraser 5 10 Drawing board clips 10 3
c. Submission of records The records of survey work should be shown everyday at 6.30 PM at the staff quarters on all camp days. ii. Drawing sheets are to be used for plain table works in the field and for drawings in the office, tracing papers is to be used. iii. After the completion of surveys for a project the drawings (on tracing papers) should be put into the form of a book Manila covers and submitted on specified dates. iv. The last date of submission of reports along with necessary drawings shall be as per the notification. d .Text books for reference Each batch should have the following text books for reference 1) Surveying vo. l 1&2 by Dr. B.C Punmia 2) Surveying vol.1&2 by K.R Arora 3) Irrigation engineering Garg/ Punmia 4) Highway engineering by Khanna & Justo 5) Water supply and sanitary engineering by S.K Garg i.
II IRRIGATION PROJECT (NEW TANK PROJECT) a. Definitions of important Crop period or base period The time between the first watering of a crop at the time of its sowing to its last watering before harvesting is called base period of crop. It is denoted by B (in days) Delta: Is the total depth of water required by a crop to come to maturity is called delta in cm. This depends on the type of crop. Crop type depth of water (cm) Sugarcane 120 Rice 120 Wheat 30 Duty of water: It is the relationship between the volume of water required and the area of crop it matures – hectares Cu.mec. ▼= 864B D ▼=depth in cm. B=is in days D= duty in Hectares/cu.mec. Crop type Duty hectares/cu.mec. Sugarcane 730 Rice 775 Gross Command Area:(GCA) It is the total area that can be economically irrigated without considering the quantity of available water. It includes both cultivable and non-cultivable area. Cultivable Command Area The total area in which cultivation is possible. It is the differences between GCA and uncultivable land. CCA= GCA-UCA Contour channel: Suitable for hill areas as watershed channel are unsuitable. In hills the river flows in a valley or the ridge line may be very much higher. The channel is aligned parallel to the area to be irrigated. The contour channel irrigates only on one side 4
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
Head sluice contour channel water spread
natural valley earthen embankment
Area coming under irrigation Watershed or ridge channel: Suitable for plain areas. It is aligned along the natural watershed. In such a case water flows by gravity on either side of the channel directly or through small irrigation channels. Dead storage: it is volume of space provided for deposition of sediments in a reservoir. It is the level below which water is not depleted. It is not of much use in the operation of reservoirs. Live storage: the volume of the water stored between the dead storage and full tank level is called live storage. Live storage assures the supply of water for specified period to meet the demand. Maximum water level: during floods, the water level will rise above the full tank level. The maximum level to which the water rises during the high floods is called Maximum water level. Full tank level : it is the maximum elevation to which the reservoir water surface rises during normal operating conditions. Still level of sluice: is provided at the minimum storage level or dead storage level. Tip of the bund level: is fixed considerations the aspects of free board to prevent overtopping of the dam. Friction blocks: These are blocks placed within the basin. Across the basin floor. They help in breaking the flow and dissipate energy. Those baffle piers are called friction blocks and are useful in small structures, such as low spillways and wears. New Tank Project Earthen dam is proposed to be constructed across the “Bandi-halla”. The catchment area of the tank up to the site is measured using planimeter. Intensity of rain fall is obtained from the record (precipitation records available either at Doddaballapura, Chikkaballapura. Using catchment area and rainfall data, the yield of the stream is calculated. Generally rational formula is adopted to find out the average yield of the basis. From the yield, total value of water available is calculated. Thus, the capacity of the reservoir is fixed. Generally 1.5 tilling is assumed for their region in a given year. Therefore, required capacity is taken as 2/3 of original capacity. All the necessary surveys are to be conducted and project to be prepared in a complete manner including working drawings. Planning programmers for surveys and investigations: During the reconnaissance surveys, it is desirable to consider plans for detailed survey and investigations. in planning such programmers, consideration should be given to the following items-the personnel required, housing and subsistence for personnel, location of the field 5
office if required , transportation and other facilities, materials and supplies required for the work , characteristics of dam foundation strata , investigation necessary and equipment required , availability of local labor and equipment , arrangements with private land owners for to sites to avoid tres of lands during surveys and explorations, transportations of drilling equipment to isolated and inaccessible locating, consideration of available data from other surveys such as railroads and highways etc climate conditions at the site for work and estimates of time and funds required for the work. In the case of public works, the time necessary for investigation and construction should be anticipated. The general map should show governing elevations of watercourses, canal routes, dams and important occupational features such as vegetation , cultivated lands ,swaps, roads other railway road. Feathers pertinent to reservoirs and dams should be shown on separate maps of reservoir site and of the dam site. The Surveys to be Conducted are Longitudinal and cross section across centre line of the bund, Block levels (indirect contouring)at waste weir site,Capacity contours (By methods of direct contouring) and Channel alignment b. Longitudinal and cross section across centre line of the bund i.Object: To get construction details and estimate of cost of the bund ii.Specifications 1. The length of proposed bund should be minimum. 2. There should be good foundation available 3. A natural subsidiary is desirable at the bund site for locating waste weir. 4. To meet the above specifications the centre line for the bund is fixed by means of at least two flag posts (P&Q) on either side at on elevation of 2m above the top level of the bund. The position of the centre line is marked on the top of sheet. iii.Equipments required 1. Level with stand 2. Leveling staff 3. 30m chain and tape 4. Arrows 5. Com with stand 6. Ranging rods 7. Wooden pegs iv.Procedures 1 A temporary bench mark say (cause way) is selected whose reduced level has been determined previously 2 Starting from this temporary bench mark the reduced level of the bottom of flag post P is determined by carrying fly levels
CL OF WASTE WEIR P or Q establishing RL By tacking level. FLY LEVELLING T.B.M CAUSE 6
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
3
Starting from this point ‘P’ whose reduced level has been established ;levels are taken along the centre line of the bund called longitudinal section readings at least at every 5 to 10m intervals (preferably at every point where there is variation in ground surface), and intervals should be 1 to 2m on sleep ground 4 Cross section levels are taken at every 30m distance on either side of centre line of the bund at right angles to it. The interval is maintained as 5m for a distance of 30m both on upstream and downstream faces of the bund. (the distance given here are arbitrary and should be modified based on the condition . wooden pegs are driven at every at 30m along the centre line and temporary bench marks left to facilitate taking cross section readings 5 The two flags posts are aligned in a single straight line by ranging along the centre line .Right to the centre line is set using the com / cross staff. 6 Block levels are conducted at the position where the centre line meets the Banihalla stream by forming 10m*10m blocks. Covering the width of the stream. 7 The reduced levels of the bottom of the second flag posts Q is thus determined by continuing the process of taking L S and C S readings as indicated in steps (3) and (4) until the point Q reached . Note: a) The temporary adjustments of the level must be complete in all respects before a staff reading is taken b) The reduced levels at each station are calculated in all respects obtained by the height of instrument method in the field itself. v.Drawings required: 1. The longitudinal section of the profile drawn to a scale 1:1000. 2. The cross sections at various changes showing the profile of the bund, M.W.L., F.T.L. etc, to a natural scale of 1 cm = 5 cm 3. Block levels at valley site to a scale 1cm=5cm showing the contours interpolated at a contour interval of 50 cm c. Block levels at waste weir site
i.Object: To dispose off the surplus water from the tank. ii.Specifications: 1. There should be natural diversion to carry the surplus water. 2. There should be good soil at the weir site for foundation. 3. The length and height of the body wall most be minimum. 4. The cost of protective works must be minimum. Formula for estimation of food discharge ryves formula: (Q)f = CM⅔ (Q)f = Flood (m3/ sec. *M = area of catchment in sq. Km from the top sheet) C= constant 10 *M the area of the catchment is calculated from the top sheet using plain meter. (refer appendix for further details). Formula for length of waste weir: Cd = Coefficient of Discharge in m3/s Qf = flood discharge (m3/ sec) H = head of weir (MWL - FTL) = 1m (say) 7
L = length of the weir in meters g = acceleration due to gravity in meter/sec2 (g = 9.81 m/sec2) Hence, knowing Qf, Cd, g and H[ ‘L’ the length of waste weir is calculated] iii.Equipments required: 1. Level with stand 2. Levelling staff 3. Chain with arrows 4. Tape 5. Wooden pegs 6. Ranging rod 7. Com with rod iv.Procedure: Q = bearing of RP Sq = blocks 10mX10m = KM stone 1. The reduced level of point ‘R’ is obtained by carrying fly levels from a temporary bench mark (say KM stone as shown in fig). 2. The bearing of the centre line of the waste weir RQ is taken with a prismatic com. 3. Pegs are driven at every 10m intervals along the centre line of the waste weir starting from the point R until the point P is reached. (These points are marked as A, B, C, D, E, F, G etc) in the figure. Each time the alignment is checked with the prismatic com. Prepare a key drawing with the proper notation roughly. 4. Square blocks of size 10m*10m is conducted using the com, chain and tape as shown in figure. 5. A neat sketch of the layout of the square block is formed as indicated with clear notations to identify the point at which the reduced level has to be determined. 6. Levels are taken at each corner of the square block using a dumpy level and leveling staff and the levels recorded in the field itself by height of instrument method. 7. The block levels are taken along the marked points as mentioned in step (6) for a distance of 60m on either side of the centre line of the waste weir. 8. L.S. readings are taken along the centre line of valley at intervals of 30m starting from the centre line of proposed weir. v.Drawing required: 1. Plan of the block to scale of 1cm=5m showing the RL at each corner with the contours interpolated at intervals of 50cm. 2. The longitudinal section of subsidiary valley to a scale 1cm=15m. 3. Position of waste weir indicating its length and protective works. d. Capacity contour i.Object 1. To fix the capacity of the tank. 2. To fix the of full tank level. 3. To fix the MWL of the tank. 4. To draw storage elevation curve. ii.Equipments required 1. Level with stand 2. Levelling staff 3. Plane table with stand and its accessories 4. Alidade 5. Chain and tape 6. Arrows 8
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
7. Ranging rods. Obtain the reduced levels of the contours to be plotted from the camp notice board.
iii.Procedure 1. Carry fly levels from the nearest available temporary bench mark until the height of instruments obtained is greater than the required contour to be plotted. For E.g.: suppose the contour to be plotted is , say, 802.500 & 803.000m fly levels are carried until height of instruments obtained at least 804.500 (i.e. , greater than the required reading).required to obtained the necessary reduced levels is (height of instrument reduced level). Staff reading=804.000-802.500=1.500m Staff reading=804.000-803.000=1.000m For the particular RL, set up of the instrument (thus fixing the position of the dumpy level). Required staff readings are made conspicuous by tying a coloured kerchief to the reading. 2. The centre line of the bund (FQ) and that of the waste weir (RP) is located on the plane table by the method of inter- section. The process of location of the plane table ‘S’ is such that the plane table is as close to the dumpy level as possible. Whose position is located in step (1) thus facilitating the use of tachometry and direct contouring. Position of plane table and dumpy level before actual plotting of contour is commenced:
3. The require staff readings calculated in step (1) indicating the necessary reduced level is actually plotted in the field The staff man move with the staff in the direction indicate by the person at the dumpy level until the require staff reading (Say 1.5m) the obtained. This is the first contour Point ‘C1’. Simultaneously, the surveyor at the plane table bisects the staff at contour Point ‘C1’. And a ray is drawn that direction using the fuditial edge of the alidade. The distance between the dumpy level and staff is calculated by the method of Tachiometry, using the relation (D=KS+C) where D=distance between staff station and dumpy level in meters K=Multiplying constant=100 S=staff intercept (difference between top and bottom stadia hair readings) C=Additive constant =0 The distance as obtained is converted to a scale of 1:1000 and plotted as point C1 on the Plane table The contour points must be located at close intervals, using similar procedure explained above to get a clear contour. 4. Details regarding type of land (cultivated, barren, rocky) through which the contour es and Road and other details of topography should also be marked/plotted on drawing sheet during the plotting work. Note: a) Before closing the day’s work the position of plane table station is properly established by bisecting three well defined permanent objects. The next day Work is continued by solving the three point problem b) In order to get a good spread of times depending on the topography of instrument must be the required now staff reading for the particular height of instrument is calculated to get the RL needed is explained in step 1. Each time the plane table station. Is shifted, it has to be back oriented with reference to the previous station iv.Drawing Required: 9
Contour plan showing the detail of topography etc., with centerline of bund and waste weir to a scale 1cm=10m The capacity contour so plotted is useful to calculate the volume of storage of tank. This is done by calculating the area between two contours using a Planimeter and then multiplying the same with the contour interval. V1= A1 h1 V1= volume between the two contour plotted A1=Area between contour h1= Difference in elevation between two contours A single drawing showing all the contours is drawn after obtaining Contours from other batches and the total volume V is calculated as V= V1+V2+......................................................... V1= a1 h1 V2= a2 h2 and so on The top contour level gives the full tank level (FTL). The maximum water level (MWL) is fixed taking into consideration Submergence. The top height of the bund is fixed above MWL by considering the height of the waves. The top width of the dam is fixed by taking into consideration the minimum Road width and stability. e. Channel Allignment i.Object: To estimate the cost of channel and cross drainage work ii.Equipments: 1. Level with stand 2.4m level 3. Plane table with accessories 4. Chain with arrows 5. Wooden pegs to mark the alignment 6. Ranging rods 7. Com with stand iii.Specifications of Channel: 1. The channel is align in a falling contour (in cutting). 2. The depth of cut should be minimum. 3. A straight channel is preferred and curves are avoided as far as possible and if inevitable the radius of curve must be larger than 50 times bed width of channel. There should be some cross drainage works 4. The fall in contour for the channel is assured 50cm per kilometer. iv. Procedure Suppose sill level is sluice 801.00 (Bed level of channel) Add depth of flow (0.75m): 0.750m Free board (0.75m): 0.750 R.L. OF STARTING POINT = 802.500M a. Starting from cause of known R.L. fly levels are carried until the R.L. of Starting point (802.500m) ‘T’ obtained on the C.L. of the bund. This is the position of sluice. b. The position of the centre line of the bund and weir namely the ground Station P.Q.R and ‘T’ (the starting point of the channel) is located on the Plane table sheet by the method of intersection as shown in figure.
10
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
c. After locating station ‘T’(the plane table) the whole set of plane table and its accessories are shifted from the station, ’S’ & centered on ‘T’ such that(t is on top of T)and orient to the previous station ‘S’. d. A reconnaissance sketch of the channel to know the terrain in which the channel is laid is made e. A back sight is taken with the staff held on point ‘T’ using the dumpy level to establish the height of instrument or plane of collimation. f. The required fall in gradient is 50cm for every kilo meter(0.5m for 1000m0 or 0.015m for every 30m g. The required staff reading to obtain this fall in gradient for the particular Set up of instrument is calculated as follows for a distance of 30m For e.g., R.L. of straight point = 802.500(say) Required fall (for 30m) = 0.015m ................................................. R.L. at 30m point = 802.485 ................................................. Subtract the R.L. of 30m point from the (PC) plane of collimation obtained in step (5) to get staff reading (suppose back sight reading is 1.2m) R.L. at ‘T’ = 802.500 + back sight = 1.200(say) 803.700-602.485 -------------------------------------------PC = 803.700 = 1.215m --------------------------Staff reading h. With the zero end of the chain held at station point T it is swung in Arc at a distance of 30m until the required staff reading is obtained In step (g) is obtained. A peg is driven at a point to indicate the First falling contour point of the channel say C. i. A ranging rod is held at C. The survey or at a plane table now bisect This point with the alidade and draw the ray along the direction and plot to scale (1cm=100m) the distance between the point `t’ and C1 (i.e30m). Note: The staff reading calculates at the step 7 is not constant and changes for every shift of dumpy level As line of collimation changes and hence each time the staff reading is calculate. For the necessary fall of0.015 for 30m. 1. using the similar procedure explained above, a plane of channel is plotted, For a distance at least 2.5km from the starting point. The details regarding the area and mother Valley is also marked on table. 2. Pegs are driven at every 30m interval along the longitudinal section of channel and cross Sections are taken at every 60mintervalto the distance of 30min the either side for a interval of 5m. Note: distance from ‘T’ to C1 is converted to scale (1:1000) 3. Plan of the area lying between the channel and the mother valley is prepared to Determine the extent of area irrigated using plan meter 4. Block levels are to be taken wherever the channel comes across the natural drainage Note: a) Care is taken to see that pegs are driven at every 30m interval and properly labeled (Regarding batch no., date of work, chainage, R.L. ECT.) 11
b) Before the end of days work, care should be taken to establish plane table station with reference to three well defined permanent objects, so that work can be continued next day. 5. The complete initial alignment is plotted for a distance of 2.5 km is traced on the tracing paper with all details of R.L. chainage position of mother valley, type land etc. The final alignment is then suitably marked on the sheet and then after calculating the radius or curve Provided it is transferred to the ground by setting the curve by any convenient method LS and CS readings are also taken for the changed position of the alignment of the channel v.Drawing Required: 1.Plan of the channel showing the details of alignment, mother valley ect. To a scale 1cm=1m (Both initial and final alignments) 2.Longitudinal section of the channel to a scale 1cm=10m 3.Typical cross section of the channel to a scale 1:100 Calculations: 1. Volume of earth work in cutting=? 2. Volume of earth work in embank III.Water Supply and Sanitory Project a.Water Supply i.Objectives: 1. To formulate and design a water supply to Gati Subramanya, considering water available at the source of the new propose water supply line for Gati Subramanya village considering a design period of 30 years. 2. To ensure treated water availability at all times of the year at adequate pressures. Survey to be carried out for the augmentation of the existing water supply at Sri.Gati Subramanya 1. Reconnaissance Survey 2. Population forecasting 3. L/S from pump house to the service reservoir at 30m intervals and C/S at 90 m ,9m on either side at 3m intervals. 4. L/S from service reservoir to f Gati Subramanya or distribution at 15 m intervals. 5. Village mapping should be carried out properly along with pipe lines. 6. Controls valves should be properly indicated at necessary points. ii.Drawings to be prepared 1. L/S and C/S for all pipelines with suitable scales. 2. Village mapping indicating water pipelines with control valves. 3. Block levels wherever it is necessary. iii.Design calculations 1. For main water pipelines 2. For distribution systems. 3. For pumps. 4. For service reservoirs. b.Sanitory Project GUIDLINES TO A PROPOSED SEWERAGE SYSTEM PROJECT AT GHATI SUBRAMANYA. i.Objectives: 1. To propose a new sewer line for Ghati Subramanya village considering a design period of 12
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
30 years. 2. To select a new site for sewage treatment plant and to design a low cost waste water treatment unit. Setting up a sewage treatment plant: To select a site for new treatment plant and lay a new sewer line, following factors are to be considered: Topography of the area, soil condition, extent of the area available, area for sludge drying beds, location for grit chamber, Oxidation ditch, sludge digester and other components of the system. Assuming about 75% of water supply as available sewage, the treatment plant units should be designed. The sewers are normally designed for 2 to 3 times the normal flow of sewage. ii) Proposed survey work to be carried out for the new sewer line: 1. Reconnaissance survey of the area from the source of the sewage to the treatment plant to the disposal point. 2. Plane table surveying of the area for laying the new sewer line. 3. Longitudinal section taking levels at 10m intervals. 4. Block level survey for the proposed treatment plant site, i.e., 30x30m taking 5x5m blocks. Note: R.F. = 1/100 (diagonal scale) c. Population Forecast Basic design consideration Forecast of population should be made by1. Air thematic progression method. 2. Graphical projection method. 3. Demographical method. 4. Incremental increase. 5. Graphical project. The forecast of population for further 30 years is necessary in order to design the sewage treatment and the water treatment plant. Water quality should be followed as per Indian standards. Design consideration area1. Ghati Subramanya village population with floating population during jaira, marriage functions, student’s camp etc. 2. Period to be considered is 30 years. 3. 75 LPC per day be considered as the quantity of water supplied to the population and 75% of this flowing as sewage. In arid regions, 45% and 90% in density populated/developed area of the water supplied will available as the sewage. 4. The type of facilities proposed for public toilets and water supply taps. 5. Standards for disposal of sewage to nearby valley, stream or river. Project report should consist of: 1. Scope of utility of the proposed project. 2. Longitudinal and cross-section levels along the new water supply and sewer line. Location from different sources points to the main sewer, main sewer to the treatment plant and from the treatment plant to the final disposal point. 3. Block level survey of the proposed for treatment plant and the contours (both for water supply and sanitary project). 4. Design calculations of distribution for water and sewer and the main sewer line together with drawings. Project report preparation: 1. Historical retrospect, leading to the demand of the project. 13
2. General considerations: short description of existing facilities, present area served, futures areas to be included, topographical and hydrological features of the area and surroundings, present and design population including floating pollution, facilities for transport etc., 3. Water requirements: facts and assumptions made in arriving at average daily demand, industrial and fire demand components, variations in consumption. Anticipated total water demand under the project. 4. Source of supply: description of available nearby source, sanitary conditions of the source and chances of contamination. Suitability and potentialities of the source sand nature of the developments. 5. Standard of purification: quality of water with respect of various characteristics recommended line of treatment process expected result special treatment if any. 6. Pumps and pumping stations: types and HP of pumps, stages, stand by units, heads imported, mode of motive power. 7. Distribution systems: location of distribution reservoir (ground level) and over head tanks, min, pressures available in the distribution system. Provision for firefighting type and no. of hydrants, pressures at hydrants. 8. Cost data: assumption made for the availability of funds, for an economical design. 9. Summary: review of whole scheme in brief and achievements in relations to aim and goals. IV.HIGH WAY PROJECT a.Objectives: The basic object of highway project is to align the road between the two given obligatory points by conducting (1) Reconnaissance survey. (2) Preliminary survey. (3) Detailed survey. (4) Re-alignment survey. All the batches will be given different stations, between which is road is to be aligned. The terrain is usually hilly at “Ghati Subramanya”, the road is to be aligned with a maximum slope of 1 in 20. This gradient is to be checked at regular intervals along the alignment using Ceylon ghat tracer. The total time allotted for this project is two days and the total length of road to be aligned is at least 1000 m with in first day. After the alignment of broad along a particular route and got the same on the plane table drawing sheet, check for various geometrics of road like radius of horizontal curve and other practical problems to a particular design speed. If there is any change in the alignment marks it on the drawing sheet by realigning the road on curves. The next day, the details of topography along the new aligned route are to be collected. b.Instruments to be used (1)Plane Table and its Accessories. (2) Leveling instruments and its accessories. (3)Ceylon ghat tracer. (4) Chain, Tape, Arrow, Ranging rods, Pegs, etc c. Allotment of field work. All the batches will be given two different obligatory points through which the road is to . By conducting reconnaissance survey the various alternate routes are to be selected. Out of various alternate routes select any one best route between the two stations. Along this selected route collect all the topographical details by conducting detailed survey using various instruments. Alignment means marking the centre of line of the road along the route 14
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
between the two stations using wooden pegs. Drive the pegs at regular intervals say at 5m if the road is aligned along the curve or 10m if the road is aligned along straight stretch. Set the plane table near the starting point with respected to any three permanent object. The drawing sheet to be used for the plane table work should contain the border line, name of the batch along with the names of the students on the bottom right hand corner and a diagonal scale. Construct a diagonal on the bottom left hand corner of the drawing sheet by selecting any suitable scale to mark the centre line of the road usually 1:1000.mark the north line using the trough com on the top right hand corner of the drawing sheet. The print obtained on the drawing sheet should be transferred on the ground by using plumbing fork. Using alidade mark the various points of the centre line of the road on the drawing sheet. Along with marking of centre line on the drawing sheet, collect all the details of the topography along that route like type of land sloping direction, type of terrain, permanent objects-trees, rocks, houses, electrical poles open wells, bore wells, tanks etc. Sometime instead of driving the pegs on the ground along the centre line of the road, the chain can be stretched along the centre line of the road and the points on the centre line of the road either at 5 m or 10 m interval can be obtained on the drawing sheet using the alidade. Continue this marking of centre line of the road on the drawing sheet form this plane table station point, until the last point visible from this station point. Then the plane table is shifted to a new station point. To shift the plane table, first establish a new station point from where more number of points can be obtained. The new station point can be established and mark on the drawing sheet for a known distance. Now the plane table is to be shifted to the new station point and set it on the new station point coinciding with the point marked on the drawing sheet and by back orientation and checking the north line. Mark the various point of the centre line of the road on the drawing sheet from this plane table station point. Continue this till the end of the stretch of the road. Simultaneously, the topography of the ground along the centre line of the road is to be collected by conducting leveling survey. A temporary bench mark (BM) is to be established near the starting point of the road by carrying out the fly level from near by temporary /permanent bench mark. The dumpy level is to be set very close to the plane table. First, take the back sight on the temporary BM established near the starting point of the road and then take the levels on the zero chainage on either side of the centre line of the proposed road for about 15 m, at an interval of 5 m take the levels for cross section details. Next, take the levels on the centre line of the proposed road, at either 5 m or 10 m intervals for longitudinal section details. Take the levels for cross section details at 15 m interval on curves or at 30 m intervals on straight stretch of the proposed road. Continue this till the end of the stretch of the road. d. Re-alignment After getting the detail plan of the centre line of the proposed road between the two stations, check for the horizontal alignment, with respect to radius of the various curves. Assuming that the proposed road is a MDR, for the standard values of the ruling minimum speed on hilly terrain, calculate the required ruling minimum radius to maintain the design speed. If the existing radius is inadequate, then re-align the curve to maintain the design speed by proposed a new curve. Calculate all the details of the proposed curve, and then the same curve is to be set in the field at the original curve, collect L/S and C/S details of the set curve using leveling.Using the details of the leveling, draw the L/S and C/S, by taking suitable scale. e. Design details Design the vertical alignment using the details of L/S and C/S .Limiting the maximum gradient of 1 in 20, design the vertical summit curve and valley curves, calculate the earth work either cutting or filling to be carried out for the design vertical curves with respect to the formation level. 15
Determine the CBR value for the soil collect from the site in the laboratory. Design the thickness of the flexible pavement. Estimate the quantities of the materials required to construct the flexible pavement along eh proposed road at “Ghati Subramanya”. f. Geometric design and re-alignment The geometric design elements such as stopping and over taking sight distances, minimum and ruling radius of circular curves etc. may be worked out by using the formulae given for the given design speed. 1. Minimum radius = R min = u2 2.12 2. Ruling radius = R ruling = (u+4.45)2 2.12 3. Stopping sight distance = SSD = vt + V2 2gf 4. Overtaking sight distance = OSD = d1+d2+d3 =Vbt+2s+VbT+VT Where V=Design speed in m/sec. t=Total reaction time in seconds (2 to 2.5 sec) f=Coefficient of longitudinal friction (0.35 to 0 .4) g=Acceleration due to gravity cm/sec2 (9.81 cm/sec2) In the case of OSD – V = Speed of overtaking vehicles, m/sec Vb =Speed of overtaken vehicles, m/sec S = Spacing between vehicles = (0.7Vb+6) in m T = Time taken for overtaking operation ___ 45 √ a a = Rate of change of acceleration in m/sec2/sec 5. Super elevation e + f = V2 gr e = Rate of Super elevation f = Design co- efficient of lateral friction = 0.15 6. Extra widening We = Wm+Wps __ = n12 + V √R 2R 9.5 Wm = Mechanical widening Wps = Psychological widening n = number of the wheel base = 6m v = Speed of vehicles in kmph The radius of the horizontal curves, gradients length of summit and valley curves, widths of pavement and formation, camber, super elevation (for each cross section), extra widening etc, of the existing road should be worked out. Those geometric elements which are deficient should be listed and assumptions if any. The road should be re-aligned to fulfill the geometric design details worked out for the design speed. g. Lab work: The moisture content of the two sub grade soil samples collected sealed polythene bags should be determined. The soil should be subjected to dry and wet sieve analysis, liquid limit and plastic limit tests. Further, two CBR value and NDC value in the lab. 16
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
h. Pavement Design : The thickness of flexible pavement should be worked out by two methods. 1. CBR method as per IRC recommendation 2. Group index method i. Estimation of quantities: The quantity of the following materials should be worked out, taking in to ; a. The geometric design requirements and re-aligned road within the 1.0 km stretch of road. b. The pavement design by the CBR method. i.Earth work embankment/fill ii.Earth work cutting iii.Aggregates required for water bound macadam base curves as per thickness designed. iv.Aggregates required for 2.0 cm thick premixed bituminous carpet resurfacing throughout the stretch. v.Bitumen required as in (iv) above. j. Drawings: The followings drawings should be enclosed with the highway project report. 1. Key plan showing the road between Makalidurga railway station and Hadanahalli via temple. 2. Contour plan of the given road stretch of length 1.0km and given width, showing all the details of the road and other features. 3. Longitudinal section showing all details including the centre line of existing road & realigned road after re-design. 4. Total typical cross sections taken at straight and curved sections of the showing existing cross section details (including shoulders & side chains) & of the proposed section after redesign. 5. Typical pavement cross section. k. Report: The report should consists of the following 1. Objectives 2. Minimum geometric design standards (design details worked out for the given speed) 3. Field work details 4. Deficiencies and re-design 5. Laboratory work and graphs 6. Pavement design details 7. Estimation of quantities of materials 8. Drawings 9. Recommendations
V.TRIANGULATION SURVEY a.Introduction The execution of any project depends upon the accuracy with which the survey is carried out. Unlike other types of surveying, like chain surveying, com survey etc. trigonometric surveying is special branch of surveying which requires accuracy of the highest order. The direct object of trigonometrically surveying is not to provide a complete plan showing details & topographical features but, to locate a number of points on the earth’s surface. The 17
positions & elevations of these points are determined with utmost accuracy, so as to serve as geodetic control points to which other survey’s can be referred to. i.Principles of Trigonometric surveying: This can be studied under the following heads, Base line measurement with necessary corrections. This is done according to the procedure indicated. The base line serves as a base for the Triangulation system extending on either side of the area.A systematic measurement of all angles subtended by all the Trigonometric stations occupied to keep the errors to an absolute minimum. ii.Triangulation: Geodetic Triangulation offers the most accurate system of horizontal control points in which less precise triangles are incorporated to from a frame work for topographical and hydrographic survey. Suitable points called triangulation stations are selected. Accumulations of errors in this method are minimized by selecting subsidiary bases. iii.Feature of Triangulation: 1. Triangulation consists of a network of triangles. 2. It should have minimum linear measurements. b.Base line and its measurements: A baseline is a line ing two Triangulation stations whose length is measured very accurately for the computation of the whole trigonometric survey. The following points are kept in view while selecting a base line. 1. The site selected must be fairly level with gentle slopes at some places. 2. The site selected should be free from obstacles through out its length. 3. The extremities of the baseline must be inter visible at ground level. 4. The accessibility of the two base stations ‘A’ & ‘B’ must from well conditioned triangles with other stations. i.Measurements of Base Line: The length of base line is measured using its flexible apparatus for accuracy & convenience steel tape is made use of. ii.Equipments: 1. Standardized tape 2. Straining devise 3. Spring balance 4. Thermo meter 5. Wooden pegs 6. Level with stand 7. Metallic tape 8. Sub tense bar 9. Theodolite iii.Procedure: 1. The measurement party must walk on the entire length of baseline. Pegs are driven at suitable points in line in between the base station A & B with the help of the theodolite. The peg interval is so chose on such that there is not much undulations between pegs. The marking pegs are driven at on approximate distance at 15 m or less depending on the configuration of the ground. 2. The reduced levels of the top of the pegs are taken by the leveling party. 3. The measuring party stretches the tape giving a proper pull varying between 6 to 9 kg. The pull given must be such that the measuring tape does not touch the ground surface anywhere between the pegs & thus the span length is measured using the steel tape. 4. The same base line is measured in the opposite direction of the first measurement in same manner. 18
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
5. The temperature are measured using a thermometer at the three points (Rear end, middle end, far end) of each span length. 6. Detailed angular measurement (horizontal & vertical) are taken from the base stations A & B using Varner theodolite. 7. The base line distance AB is checked by means of substance bar kept at one end of base & included angles between the targets is read from the theodolite placed at the other end by method of repetitions. The measured base line through accurate will have to be corrected for both positive and negative errors which are introduce due to natural conditions. iv. Correction to measured base length: The following corrections are applied to each span and the correct base line length is worked out. v. Correction for absolute length of tape(Ca) The 30m steel band is laid flat and the 30m standard steel tape is stretched. The tape is standardized at no pull. From this correction for absolute length is calculated. Ca = LC (positive and negative) Where I = Designated length of tape L = Measured length of line C = Correction per tape length vi. Correction for pull () = ± (P-PO) L (positive or negative) AE Where: P = Applied pull in kg Pc = standard pull in kg L = Measured length in meters A = Cross section of tape in cm2 Es = Young’s modulus of elasticity kg/cm2 = 2.1×106 kg/ (Ct) vii. Correction of Temperature :(Ct) Ct = (Tm-To) L (Positive or Negative) = Co-efficient of thermal expansion = 0.000010/°C To = Standard temperature of band=0°C Tm = Mean temperature of measurements in centigrade L = Measured length in meters viii. Correction for Sag: (Cs) Cs = w2l2/24n2P2 (Negative) L = Total length of tape in meters n = Number of span (equal) w = Total weight of tape in kg p= pull applied in kg Note: 1. Weight of 30m steel band = 543.008gm 2. Weight of 30m length steel tape = 282.001gm ix. Correction for Slope: (Cv) 2 Cv = -h /2L (Negative) h = Difference in level between successive pegs in meters L = Measured length in meters x. Correction for MSL: 19
Cmsl = -LH/R (Negative) L = Length of measured base in meters h = Elevation of base line site above MSL ( data to be obtained) R = Radius of earth = 6366703m= 6367 Km xi. Correction for Change of Gravity: 2 g = go (1+0.005302 sin ) g = Acceleration due to gravity at sea level ф = Latitude at Doddaballapur = 13°18’ g = Acceleration due to gravity at the equator for sea level =978.049 cm/sec2 c. Satellite Station While selecting station for triangulation work it occurs some times in practice that the tower of a church or temple or a railway signal is selected as the principal station ,due to its clear visibility from a number of other stations eliminating thereby the cost of building elevated towers .In such cases, it becomes impossible to place the instrument over the tower, and a false station is established near the principal station and all angular measurements are made from this false station or satellite station. The distance from the false station to the principal station is calculated by the method of signal plane method. Observations are made from satellite station to all other triangulation station with the same degree of care and precision and there observed angles are corrected and reduced to what they would have been if the main triangulation station (principals or true station) were occupied. This method of reducing the value of an angle at the main station, from observations made at satellite is known as reduction of centre. d.Measurement of Angles at station: A systematic measurement of all the angles subtended by all trigonometric stations and other permanent objects at the station occupied is made to keep the possible errors to an absolute minimum. e.Method of Measurements: i.By repetition : ( Horizontal Angle) Set up the instrument over ‘o’ and level it accurately ( with face of instrument to the left and telescope in the normal position) Set the vernier A to 0°0’00”. Loosen the lower clamp and direct the telescope to left hand station (A), and bisect A accurately using lower clamp and lower tangent screw. Check the vernier reading on A for slip and read the vernier B. Release the upper plate and turn the telescope clock wise and bisect the right hand station B exactly, by uper clamp and upper tangent screw. Read both the vernier to get the approx. value of the angle. Leaving the verniers unchanged , release the lower clamp and turn the telescope clock wise until station A is again accurately bisected using lower clamp and lower tangent screw . Check the vernier reading which should be same as before. Release the upper clamp and turn the telescope clock wise and again bisect the station B exactly, use the upper clamp and tangent screw .The vernier should read twice the value of the angle. Repeat the same procedure until the angle is repeated the required number of times (usually three).Read both the vernier and these are the final reading after ‘n’ repetitions should (n) times the reading obtained in step (v).Changing the face (the telescope is now inverted & the face will be right).Leaving the vernier unchanged swing clock wise on to A. After making three repetition exactly as before book is partly in light and partly in shade. The observer sees the illuminated portion and bisects it. The phrase correction has to be applied to the observer angle. f.Types of final Signals: 20
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
Luminous - Eg: Sun signal Non luminous - Eg: cylindrical drums g.Contents of final report submitted: 1. Correct length of base line obtained after supplying suitable corrections and the check using substance bar readings. 2. Angular measurements from each of the trigonometric stations and their standard deviations. 3. Satellite station with reduction to center. 4. Calculations for refined angles, indicating the correct length of sides and corrected three dimensional co-ordinates of the trigonometric stations. The co-ordinates of station A are assumed as (5,000,700) 5. Adjustment of at least one quadrilateral and polygon by the method of least squares. h.Drawings: 1. Preliminary sketch showing the location of the various geodetic stations with reference to the area surveyed. 2. Exact plotted positions of the various stations using the computations made in the survey. i. Date for completion work: Field work should be completed at the site as per the time table. The laboratory work is to be completed before 15/04/2012. The report of the highway project complete in all respects to be submitted before 30/04/2012. VI. LIST OF TABLES a. Baseline Measurement from station “A” to Station “B”. Sl. Correction No: for absolute length Ca= CL/1 (+ or-)
Correction for slope Ch=h2/2L (-ve)
Correction for temperature Ct=a(TmTo)L (+or-)
Correction for pull = (P-Po) L/AE (+or-)
21
Correction for sag Cs=L(w)2/24n2P2 (-ve)
Measured Length
Corrected Length
EXTENSIVE SURVEY CAMP REPORT 2012
DEPT.OF CIVIL ENGG.
VII.APPENDIX Let A,B,C be the known points and a,b,c be their plotted positions. Let P be the position of the instruments station to be located on the map. Bessel’s method: 1. After having set the plane table at station P, keep the alidade on be end rotate the table so that A is sighted. Clamp the table. 2. Pivoting the alidade about b, sight to c, and draw the ray xy along the edge of the alidade refer fig-1. 3. Keep the alidade along a.b and rotate the table till B is sighted. Clamp the table.
Fig-1
4. Pivoting the alidade about ‘a’ sight ‘c’ draw the ray along the edges of the alidade to intersection the ray xy in ‘c’ cc’ refer Fig-2.
Fig-2
5. Keep the alidade along c’c and rotate the table till c is sighted. Clamp the table. The table is correctly oriented Fig-3. Fig-3
6. Pivoting the alidade about b, sight to B. draw the ray to intersect CC’ in P. in similarly if alidade is pivoted about ‘a’ and A is sighted, the ray will through ‘P’ if work is accurate. b.Third order or tertiary triangulation: The third order triangulation consists of number of points and from the immediate control for detailed Engg. and other surveys. The sizes of the triangles are small. The specifications for this triangulations are; 25
1. 2. 3. 4. 5. 6.
Average triangle closure 6 sec Maximum triangle closure 12 sec Length of base line 0.5 to 3 km Length of sides to triangle 1.5 to 10 km Actual error of base 1 in 75000 Probable error of base 1 in 250000 c.To find the area using planimeter: To find the area of the plan, the anchor point is either placed. Outside the area (if the area is small) or it is placed inside the area (if the area is large). A point is than marked on the boundary of area and tracing point kept exactly over it. The initial reading of the wheel is than taken. The tracing point is now moved clockwise along the boundary till it comes to the starting point. The final reading of the drum is taken. The area is calculated using the following formulae. Area ( ) = M ( F- I ± 10N + C) F = Final reading I = Initial reading N = The number of times the zero mark of the dial es the fixed index mark. Use +ve sign if zero mark of the dial es the index mark in clockwise direction and –ve sign when it es in anti-clockwise directions. M = A multiplying consists (planimeter constant). It is equal to the area per revolution of roller. C = constant of the instrument, constant C to be added only if anchor point is inside the area. NOTE: Tracing point to be moved in clockwise direction only. Prepare sign must given to N. d.Prisimoidal Formula: The prisimoidal formula to calculate the volume of earth work between number of stations. Having area A1, A2, A3…………….An spaced at a constant distance‘d’ apart. V = d/3 (A1+A) + 4(A2+A4………+A1) + 2(A3+A5……..A2) Here the total number of cross sections must be odd. In case of even number of sections, the end strip must be treated separately and the volume between remaining sections calculated by prisimoidal formulae. e.Reduced Level 1. Ghati Subramanya temple [canal] 846.645 2. Bench mark of cause way 795.660 3. Bench mark on bore hole point 819.860 4. Top of First step at Temple 880.860 5. Bench mark at pump house 879.890 (top of storage reservoir) 6. Bench mark at curve on the top 831.870 of 55.00 km stone 7. Bench mark at lake 831.590 8. Sill level of sluice 802.010
f.Format For Drawing Titles: NEW HORIZON COLLEGE OF ENGINEERING ,BANGALORE
26
DEPT.OF CIVIL ENGG.
EXTENSIVE SURVEY CAMP REPORT 2012
C4 13 DRG. SCALE
NEW TANK PROJECT L.S. OF BUND H
V
NAME USN. BATCH DATE OF COMPLETION DATE OF SUBMISSION STAFF IN CHARGE
MARKS
27
Related Documents 3h463d
Extensive Survey Camp Manual1 6v6d6h
December 2019 116
Extensive Survey Project 6r1v6y
October 2019 37
329653409 Extensive Survey Project 1w6u2i
November 2021 0
Survey Camp Report.doc 672f5a
December 2019 42
Edm (survey Camp) 21574m
April 2020 32
Theory Of Survey Camp Final 4f411
November 2021 0More Documents from "ce13m" 6v34z
Extensive Survey Camp Manual1 6v6d6h
December 2019 116