fl: Sf/ IND 55 TECHNICAL REPORT 9
PRE -I VEST E T SURVEY OF FIS I G ARBOURS
E GI EE I G
SURVEY SOIL INVESTIGATI 0 S CESIG
REPORT PREPARED FOR THIE FOOD AND AGRICULTURE ORGANIZATION Of THIE UNITED NATIONS ACTING AS EXECUTING AGENCY FOR THIE UNITED NATIONS DIEVIELOPMIENT PROGRAMME BY SCANDIACONSUlT
SCANDI CONSULT INTER IONAL AB GOTHE BURG SWEDE 1971 PREFACE
The Pre-Investment Survey of Fishing Harbours is being conducted by the Food and Agriculture Organization of the United Nations in co operation with the Government of India. The Food and Agriculture Organization of the United Natjons, on this Project, is acting as the Executing and Participating Agency for the United Nations De velopment Programme. The Agency has sub-contracted certain professio nal and other services to Scandiaconsult International AB, Sweden.
The Project has jts Headquarters at Bangalore, India. This Techni cal Report constitutes one of a number of reports which will be issued during the life of the Project. The contents of this Re port are based on the work of Scandiaconsult personnel and of other professional and technical staff provided by the Government of India and the Food and Agriculture Organization of the United Nations.
The conclusions and recommendations given in the Report are those considered appropriate at the time of jts preparation. They may be modified in the light of further knowledge gained at subsequent stages of the Project.
The designations employed and the presentation of the material in this document (and maps) do not imply the expression of any opjnion whatsoever on the part of the United Nations or the Food and Agri culture Organization of the United Nations concerning the legal or constitutional status of any country, territory or sea area, or con cerning the delimi tati on of frontiers.
This report is J_n two volumes. The first volw11e contajns the text and the second volume the relevant drawings. TABLE OF CONTENTS
Cha:pter 1: SURVEY REPORT Page No
1.1 Location of Site 1 1.2 Survey Period 1 1.3 Triangulation 1 1.4 Datum 1 1.5 Topographic Survey 1 1.6 Maps 1 1. 7 List of Co-ordinates 2 1.8 Tide 2 1.9 Winds 2 1.10 Drawings 2
Chapter 2: SOIL INVESTIGATIONS REPORT
2.1 Assignment 4 2.2 Methods of Work 4 2.3 Borings Executed 6 2.4 Positioning and Levelling 6 2.5 Laboratory Tests 6 2.6 Description of Soil Layers 6 2.7 Conclusions 7 2.8 Borehole Schedule 8 2.9 Soil Sample Schedule 9 2.10 Particle Size Distribution Analysis 11 2.11 Shear Test Diagrams 12 2.12 Consolidation Test Diagrams 17 2.13 Soil Mechanics Symbols Sheets 22 2.14 Drawings 24
Chapter 3: DESIGN REPORT
3.1 Introduction 25 3.2 Location of the Harbour 25 3,3 Size of the Harbour 26 3.3.1 Number of boats and data according to forecast 26 3,3.2 Depth of the Harbour 26 3.3.3 Landing Area 27 3,3,4 Berthing Space 28 3,3.5 Supplying Area 28 3.3.6 Fitting out Area 29 3,3,7 Boatyard 29 3,3.8 Area for Fish Industries, Cold- storage, etc. 29 3,3,9 Layout 29 3.4 Port Elements 30 3.4.1 Quays and Jetties 30 3.4.2 Stone Revetments 30 3.4.3 Power and Lighting 30 3.4.4 Water Supply 30 3.4~5 Sewage and Drainage 30 3.4.6 Roads and Surfaced Areas 30 3.4.7 Fencing 31 3.4.8 Navigation Aids 31 3.5 Drawings 31 3.6 Cost Estimate 32 SURVEY l
CHAPTER l
SURVEY REPORT
1.1 LOCATION OF SITE
The survey has covered an area including the existing fishing harbour, which is situated immediately outside Kakinada town in 1 Andhra Pradesh at Lat. i6°57r, and Long. 82°14 •
1.2 SURVEY PERIOD
The survey work was carried out during the period 27th July to 13th August, 1970.
1.3 TRIANGULATION
A network was established on 5 stations, of whj ch stations 11 Att and 11 B" were marked by a cross within a circle out into the top of the concrete quay wall adjacent to the old dock and statjons 11 T11 and 11 sn by steel pipes cast in concrete pillars set· in the ground. Station 11 C11 was marked temporarily. A local co-ordinate system was established.
1.4 DATUM
All levels were referred to Chart Datum which is 2.68 m below the benchmark situated near S .E. corner of the Marine Office, Kakinada (Ref. In di an Ti de Tables, 1970) . A temporary local benchmark had been established by the Public Works Department, located at the top of the south-eastern corner of the wall of the water tank immediately east of the canning factory. The level of the latter benchmark is 3. 27 m above Chart Datum.
1.5 TOPOGRAPHIC SURVEY
Some topographical information was avajlable from previous sur vey work carried out in the area by the Andhra Pradesh Port De partment.
Additjonal survey informatjon has been obtained using tape and tacheometer.
1.6 MAPS
The information obtained from the Port Department survey was transferred to a map scale 1:1000 on whjch results of 1970 sur vey were also plotted. 2
1.7 LIST OF CO-ORDINATES
Station North East Height A 1108.23 1127.47 +2.39 B 1000.00 1000.00 +2.39 c 933.12 1056.89 s 906.45 1279.38 T 1086.54 1203.80 +2.35
1.8 TIDE
The followjng tidal values for Kakinada are gJven J.n the Indian Tide Tables, 1970:- M.L.L.W.S. +0.15 m M.L.W.S. +0.20 m M.L.W.N. +0.60 m M.S.L. +0.87 m M.H.W.N. +l.13 m M.H.W.S. +l.54 m
The seasonal chax1ges in Mean Level vary from +O. 24 m in November to -0.24 m jn March (Ref. Tide Tables, Vol. II - Atlantic and Indian Oceans, 1970).
Local authorjties on one occasion in 1969 have recorded a high water level of about +3.3 m when the area was inundated during a severe cyclone.
1.9 WINDS
A summary of wjnd observatj ons made in Kakinada over a long pe riod is shovm in the Cljmatic Tables, of Bay of Bengal Pilot, published by the Hydro graph er of the Navy, London, 1966.
According to the tables, winds of higher velocity than that corresponding to wind force 8 very seldom occur.
Tropical depressions are liable to be encountered jn the Bay of Bengal at all seasons of the year and severe tropical storms or cyclones, as they are called, attack the coast now and then. Such cyclones which are more frequent during the period of Sep tember to November may have severe effect only on a restricted stretch of the coast. 3
1~10 DRAWINGS
Drawing No Title 51-10 Coastline of India with location of Proposed Harbour 1:10.000.000 51-9 Map showing location of site 1:295.000 51-6 Survey of existing Fishing Harbour - July - August, 1970 1:1.000 SOIL INVESTIGA'l'IONS 4
CR.APTER 2
SOIL INVESTIGATIONS
2.1 ASSIGNMENT
The purpose of this investigation was to obtain information for the general planning a.ctd design of a fishing harbour.
2.2 METHODS OF WORK
The methods used for carrying out the work were as follows:-
A - Penetration Test Borings B - Sampling
Swedish Motorsounding Swedish Standard Piston Hammersounding Sampling (St II)
C - In-situ Tests
Vane Testing
A Penetration Test Borings
Motorsounding
This drilling method is classed as one of the penetration tests similar to the Standard Penetration Test and Dutch Cone Sounding. The method has been developed in Scandinavia and provides infor mation as to the relative compactness of the various soil layers, and gives a good idea of the granular size of the soil.
The eq_uipment consists of a portable motor unit with a fixture for 22 mm diameter flush jointed steel rods. The rods are in pieces of 1 metre length and the end piece is fitted with a 32 mm diameter screwbit 200 mm long.
During the borings the motor is used for rotating the rods, and is held in place by two operators. Special handles are used for holding the motor unit and these handles are connected to a pressure gauge instrument, which indicates load exercised by the operators on the boring rod.
When starting a boring, the rod with the bit is put into the ground and the distance the rod sinks wj thout any extra load on the handles is measured and recorded. The operators then press the motor unit dmm using the handles and the load is increased in steps to 10 kg, 25 kg, 50 kg, 75 kg and 100 kg, measurenients of the penetration under each individual load being noted. When the screw bit does not sink further under a load of 100 kg, the motor is used to rotate the rods and the number of half revolutions for which the bjt penetrates a depth of 20 cm is noted. This is repeated until the required depth is reached. Extra l m long rods are added as needed. The nuniber of half re volutions per 20 cm penetration are recorded and drawn un jn the form of a diagrai--n of resistance-to-penetration at each depth. 5
Hammersounding
This method of drilling is also classed as one of the penetration tests. The equjpment consists of 3 in long, 32 mm diameter flush jointed steel rods, with a square drill bit 40 x 40 mm, the tip of which is turned to a conical point. The rod and bit is put into the ground, and cylindrical wedges are locked on to the rod about 1. 50 m above the ground. A 65 kg weight j s lifted 60 cm. above the locked wedges and allowed to fall freely onto them, driving the bit and rods into the ground. The number of blows required to drive the bit each step of 20 cm is noted. The locked wed- ges are released and lifted up along the rods and re-locked for further driving, additional l m or 3 m long rods being added as required.
General
The above methods of sounding are carried out without casing. No allowance is made for the increased weight of drj lling rods or the increased friction on the surface of the rods at increasing depths. These methods of sounding provide informab on for drawing resista..D.ce-to-penetration diagrams and indicate the general na ture of the soil penetrated.
Samples are taken at points determined from the results of the soundings. The samples are examined and tested to establish the characteristics of the soil, which information is read in con junction with the sounding diagrams.
B Sampling
Swedish Standard Piston Sampling (Designation St II)
This sampler is used for ta.1':.ing 50 mm diameter undisturbed samp les. The sampler containing 3 Nos. 170 mm long and 50 mm diameter reinforced plastic sample tubes is forced into the ground with out using any casing. A conical ended piston pushes the soil to the side so that it does not enter the sampler. 1ithen the desired depth is reached the rods are rotated in an anti-clockwise direc tion thereby forcjng out past the piston a thin-walled metal tube with a hard metal cutting shoe containing the sample tubes. The sampler is withdrawn and after removal of the cutting shoe, a clockwise rotation of the sampling rods extrudes the samples in the tubes, each end of which is then covered with a plastic disc and an air-tight rubber can. The numbers permanently marked on the sides of tubes are recorded together with the depths from which the samples were taken. c In-Situ Tests
Vane Test
In soft formations of cohesive materials it J.s possible to deter IllJ.ne the immediate undrained shear strength in-situ using a Vane Test Apparatus .
The two types of vanes used for the jnvestigations are, in plan, made as a cross, the larger vane 65 mm wide and 130 mm deep and the smaller va.De 55 mm wide and 110 '1llil deep. The vane is pushed 6
into the ground using 1 m long, 22 mm diameter flush jointed rods. When the required depth is reached, the rods are rotated using a torque wrench, on ·whj ch is read the maximum torque exerted on the vane. After the reading, the vane js rotated 25 turns and a new measurement of the maximum torque is made.
This process is repeated at each required depth. The vane is then removed and the rods are again pushed into the ground close to the former test-hole and measurements of the torque are made at various depths. This is a measurement of the friction on the rods themselves and the readings are subtracted from the pre vious measurements with mounted vane at each depth. From these torque values the shear strength and the sensitivity are cal culated.
Recording of Borjngs and Test Results
The symbols indicated on the enclosed pages: Soil Mechanics Sym bols Sheets Nos 1 and 2 are used on all plans, sections and dia grams describing the borings.
2.3 BORINGS EXECUTED
The total number of borings was
1 Hammersounding 10 Motorsoundings Samples were collected J.n 3 holes and vane tests carried out in one.
The lo.cations of the borings are shown in the Borehole Plan Drg. No 51-1. Tne results of the soundings are drawn in diagram form on Drawings Nos 51.2 and 3.
2.4 POSITIONING AND LEVELLING-
The positions and levels of boreholes were fjxed wjth reference to the Project local grid and Chart Datum respectively.
2.5 LABORATORY TESTS
Tests have been carried out on some of the samples by the Geo technical Laboratory of Scandiaconsult International AB, Sweden. The testing of further sam:oles is jn progress at the Mysore Engineering Research Station, Krishnarajasagar.
2.6 DESCRIPTION OF SOIL LAYERS
There are two majn layers to be found on this site: (a) grey silty clay and (b) yellow gravelly silty clay.
(a) The grey silty clay layer covers the site to a depth of between 17 and 19 m. There are both mixtures and layers of sand and silt of changing thickness in this layer giving rise to varia tions in the shear strength values obtained. The moisture content varies between 51% and 94% (one tube has 138%), the bulk density 7
2 from 1.43 to 1.71 t/m3 . The shear strength varies from 0.13 kg/cm (min.) deterrrijned by q_uick undrained triaxial test to o.46 kg/cm2 (max.) by fallcone test.
(b) The yellow gravelly silty clay layer was folL11d in all holes except boreholes 1 and 7 where boring was djscontjnued at 10.80 m depth in each case. The mojsture content was found to be 25%, the bulk density 2.02 to 2.10 t/m3. The only shear strength result available is below the value expected for this material. This may be due. either to the disturbance caused by displacing pieces of gravel during sampling or due to the diffj culty of preparing a sample for trjaxial testing.
2.7 CONCLUSIONS
The results of the stability and settlement calculations suggest the imposition of the following limitations.
Natural slopes in the clay should be 1: 1. 5 being protected by a filter layer which can withstand the waves from the boat traffj c and also the effect of the tidal variations. Lj ghter buildings not exceeding 2 t/m2 can be fou.'1ded on slabs. Buildings excee ding 1 t/m2 founded on slabs cannot be constructed within 10 m of the slope edge. 2 Heavier structures (in excess of 2 t/m ) should be founded on piles. It is expected that 30 x 30 cm piles would bear a working load of 30 tonnes for a 25 m long pile.
In order to obtaj n information on more exact pile lengths for the final design, hammer soundjngs should be carried down to 40 m or where the resistance goes up to 300 blows/20 cm. penetration. Borings should at least be made in each corner of heavjer bujl dings. Further motors oundj ngs and vane tests would help to eli minate the possibility of meeb ng with any worse conditions un expectedly and could permit the use of a hj gher shear strength values in the fj nal design. 8
2.8 BOREHOLE SCHEDULE
Borehole Site Des- Easting Northing Level Depth Remarks cription Number
Al 1 1254 1111 +2.60 10 .80 M/S (1 P2 2 1259 1034 +1.56 19.40 M/S A4 3 1278 954 +1.64 19.22 M/S s Bl 4 1205 1081 +1.88 19.40 M/S s B3 5 1212 998 +2.02 20.00 M/S B5 6 1217 910 +2.20 19.21 M/S co 7 1172 1106 +2.01 10.80 M/S C2 8 1153 1031 +2.60 21.05 M/S H/S c4 9 1155 950 +2.54 19.22 M/S D3 10 1107 977 +2.48 19 .43 M/S S V.T 2.9 SOIL SAMPLE SCHEDULE . \0 Depth below Sample Description M/C Density LL PL PI c ¢0 Remarks G.L. (M) D=Dry Tested by B=Bulk 2 % t/m3 % % % kg/cm ' 1 2 3 4 5 6 7 8 9 10
Borehole 4. (J:,O) Brown grey silty 82 B 1.53 0.18 - Fallcone test, Consoli- CLAY to to dation test c = o.88, 84 1.54 Cv = 1.5 x 10£4 cm2/sec. SCANDIACONSULT
(5.0) Grey silty CLAY 79 B 1.()9 64 23 0.13 00 Quick undrained highly plastic to to triaxial test 83 1. 71 Grey organic silty 138 0.20 - Fallcone test, consoli- I CLAY (tube 750) dation test C = 0.93, ::,4 2 Cv = 2.2 x 10 cm /sec Sulphate content 500 mg/ kg of moist sample = 0.05% SCANDIACONSULT 9.0 Grey silty CLAY 51 B i.65 97 58 0.14 00 Quick undrained highly plastic with to to triaxial test, 1 - 2 mm thick 71 1.71 0.20 Fallcone test, consoli- layers of non- dation test Cc 0,98, 4= plastic silt at Cv = 1.9 x io- cm2/sec 1 - 2 cm centres SC AND IACONSULT
i 1 2 3 4 5 6 7 8 9 10
Borehole 4(Contd.)
-15.0 Grey organic silty 78 B' 1.43 140 68 0.19 50 Quick undrained triaxi- CLAY, highly to to al test plastic 94 1. 54 o.46 - Fallcone test, consoli- dation test, C = 1.38, _5 2; cv = 3.9 x 10 cm sec Sulphate content 0.56%, Magnesium content 0.05% of wet sample SCANDIACONSULT
-19.0 Gravelly sandy 25 B 2.02 Particle SJ_Ze distrjbu- silty CLAY to ti on analysis 2.10 0.07 20 Quick undra,ined triaxial test. The sample may have been disturbed in sampling, The triaxial result does not represent the soil strength in-situ SCMTDIACONSULT
Borehole 10 -6.o Grey organic SILT 38 B 1.63 4o 33 Quick undrained trj axial to to test gave no useful result 72 1.83 because of sample distur- bance 0.19 Fallcone test (of Q,uick undraj ned shear test dia- gram for cell pressure 1. 0 kg/ cm2) SCAllfDIACONSULT -15.0 Grey silty CLAY, 80 B 1.54 0.34 Fallcone test some shell and 1--' to 0 organic fragments. 1.57 SCANDIACONSULT A stratum of sand 3 mm i ! CL1>iV
7C1------
4......
· 0 .iVL ...
CLAY 2 ·II SHEAR TEST DIAGRAM
is 0 x ,,"tQ a::: :2: H---,t-~'-----'-t--'"-1-i~~-+----<' :---H-J_;_;_J_~fl-'-+'-'-h-l-.:..;...c;-!=4_,--.;..;.+.;..L.C;+;--"::cµ.;c_;+ <( 0::: ,_...... _.,_._.~~-' (.!) ~-+-~++ <( Cl a::: <( w J:F:::':E'::::EFF:..::::i=:::::::i-===~~~=;:==t~r:=;.::=i=:.:.-t=~-=:::+==F=~~=F=t-~=;::i=:;..::::::;.:.:;::;.:r=-~::;:::f::..S~=i==F:::=ft Cl)t-'-:--,-t-'--c-1~-r--,--,-t--"t----t+~-,-.----+------r--+--- A I~~~ 4 210x297 rnrn SHEAR TEST DI AGRAM 2-12 jJOG No 17 ~ OF COl,JSOLIO.l\T!Ol',J TEST •BOREHOLE ls.u.HPLER T\'f~E f,·L~ II J f------I D.t.TE 15 I ; ~0 I <.I.) 13 c: zo 0 "' ~ c.."' E 0 u 25 0.1 10 "5()/ SI - 7-"c- , L ....-:----~ 9 8 7 6 5 4 3 2 9 8 7 6 5 4 3 2 l 9 I 8 I j 7 i' I 6 -1 ~:m I 160T --1 I L ,LJ,' ' ___I __...._,~...... _~)..._I ' I ' I I : : ~~----1- "' 19 SC/DffiIACOHSULT SOIL NLCHAlHCS :Borehole Depth 5.0 m LA130HATOEY PJ~SULT OF GOW30LIDli.'l'I01J TEST 9 8 7 6 5 4 3 2 9 8 7 6 5 4 3 2 0 0 ::n 0 9 _J 8 7 6 :SOT 5 so/; I - ?.. l cog - " ' iOO r (1' 'O ~ A (1' ~ 00 l'0 w 0. 00 'O l'0 w .p._ (1' 00 ~ °' " " 0. " 'O v:i zo 0 0 ;-t,.... t-t ;'"-f i::. z~ t-• L't:.-1 td l;:j ~ 0 H 1-:rj r.,\.: !:>> &> 0 0 ;-'.:J h-J 0 0 !:.:::_~ ~ E (;:./) l=d "':::....i Hl H ,,...,c 0 w ·-r-3 :1::· ~ t ·- ---!-i ~:' "~ • t t ; ! : l b:1 IA! f:3~; 0 r~ :J 0 ~ I'"' l;:j 0 0 ~ t,_,.,0 ~~ [ VJ 0 l:::;I (:-1 (0 l: :~~ 'o t:J '!;"?' ~:--.- [:} 8 H \.[) 0 ~ 0 8 s tx:! rn r-3 ,---·----···------·------·------21 SCiUJ:DIACOlfSULT SOIL MEGl:!i:.lUCS Borehole 4 Depth 15.0 m EESUL'l' OF COW30LIDJi.'l1ION T:r:;ST 9 8 7 6 5 4 3 2 9 8 7 6 5 4 3 2 0 0 9 8 I 7 .J 6 l ·160 T 5 -1I I. · · G_.:__u_u1L.LL;j_~I __j SO/St 2'.::;. I ,--·--·------···- ! 2·13 SOIL fvH:C Ht, NI CS SYMBOLS SHEET I Detailed Plan Symbol Simple Pla.i1 81 Symbol +4.10 20.09.69 SOUNDING +3.15 22.09.69 81 A ¥ 0 Stic:ksounding +6 .86 f'.(~1_1 Cl +5 .20 -:~..d Sa +3,60 0 Si +3.10 G Weightsounding, Press-somi.chng Sa +1.60 Motorsounding Cl -2.10 EJ Hammers ounding Gr -4.45 A Indicates Chemical or Special SAMPLING a..rialysis carried out ~ Disturbed Sa..mple ~ Undisturbed Sample SECTIONS IN-SIW TESTS Clay (Cl) Vru1e Test B Topsoil Silt (Si) Peat Sand (Sa) Sounding to hard stop ~ 9 Shells Gravel (Gr) x Sounding to presumed Rock ~ Rock boring at least 3 m. ~ under presumed Rock surface - Ditto - 1.,ith examination BOREHOLE STOPS 9e of the dust Rock coring at least 3 m. Section Plan M x Probably Rock HYDROLOGICAL MEASUPJ\1ENTS Probably Stone or Rock ~J 0 9 6 Ground Water Level measured 9 Stone, Block or Rock Ground Water Level recorded cM~ over long period Non-Rock, Stone or 6 1J 9 Block stop - Ditto - short period 0 Boring discontinued>c:an 6 ~L be driven deeper without v hammering 6 Pump or Infiltration Test 90 - Ditto - but only with 11 h ;S.mr1ering 6 Pore Pressure Measurement \:- Deformation Measurement OQ Rock Drilling ( ' S? 6 1J x'-' 2) Trial Pit or other test point D e.g. Test Loading J SOIL MECHANICS SYMBOLS SffSET· 1fo. 1 ·------·-··-·--··------.. ------··------·-_i 23 81 a a Borehole number 81 b b S S&7Upling cs.rri eel out H/S Hm:lillersom1ding carried out M/S Motorsounding carried out c GrolJ.nd level in metres above or below Datum Hole made in ground vith auger or crow-bar. 20 cm deep e 50, 75, 100, pressures in Kg. applied for Motorsounding. The rods were not turned. ~:1h f II Fully shaded area inC.icates ±o undisturbed sampling. The \} 0 J..~====:t:~~~§~~i~ '.I;: yo llow ,; lly f;°' SAN 0 12 ~ adjectives describing the sample are in small letters. ~-,--.....,__,· J Nouns are in capital letters. Borehole legend across the ~ whole section indicates that ~grey silty CLAY k ·~ ~:ith some shells the material has been sampled and seen. Legend in the centre T=====r====:;=r===i~ "A- 1 of the section only indicates ~ ;--;-" ,___,_ _ _.o the material present, in the opinion of the engineer. m 300 200 g~~.10 Highest water level measu Blows/20 cm j20-22.9 .69 red over the period shmm. jwv3.1s Lowest water J_evel measu red over same period. h 1:.y :_:fl Position of disturbed sample sh mm cross-hatched. 1 Motorsounding, half revs. /20 cm., redorded in numbers 120 ===:J> when the figure is very high. 11 J 11 Hammersounding, nuniber of hammer-blows/20 cm. k 75/10+10 bl 75 half turns. Motorsounding penetrated only 10 cm. 10 blows of a sledge hammer were applied. 1 11~·1.aa Previous boring attempt discontinued at a hard stop. m(l~ 11 Boring stopped on Stone, Block or Rock. Hammersounding results are represented as follows: Free sinking is drawn as 0 blows/20 cm.o 1 - 10 blows as 5 blows /20 cm. 11-- 20 blows as 15 blows /20 cm. 21- 50 blcws as 35 blmr3 /20 cm. 51-100 blows as 75 blm:s /20 cm. I i SOIL MECHJUHCS SYI~BOLS SE::<:E'I Ho. 2 i '------·------·------····---··--·--/ 24 1 2 .14 DRAWINGS Drawing No Title 51-1 Borehole Plan 51-2 Section of Boreholes 1, 2, 3, 4, 5 and 6 51-3 Section of Boreholes 7, 8, 9 and 10 DESIGN 2') KAKINADA CHAPTER 3 DESIGN OF THE HARBOUR 3.l INTRODUCTION Kakinada Town J.s the District Headquarters of East Godavari District of Andhra Pradesh. It is situated on the east coast of India about 470 km north of Madras and 880 km south of Calcutta, as the crow flies. Kakinada town has a commercial harbour and the boats approach their berths from the Bay of Bengal through the Kakinada Canal which has quays and jetties on both sides. The water depth in the canal at mean lower low water spring tide (JIJILLWS) is about 2 .l5 metres and the depth is maintained by the Port Authorities. The port has already some harbour facilities for mechanized fishing boats. An existing boatyard of the State Fisherjes Department manufactures new boats and carries out repairs. Structures built during late World War II for the provision of a floating dock were reconstructed to form the present basin for landing and berthing of mechanized fishjng boats. Shore facilities such as auction hall, ice plant, cold stores, canning,processing and oil plants are either already avail able or nearing completion in the vicinity of the existing basin. However, this basin is only about 22 metres wide and as a continuous concrete slab is covering the bottom of the dock the water depth at MLLWS is restricted to l. 65 metres. Because the number and size of the fishing boats is increa sing, the present basin is now insufficient from the point of view of size and depth. Already a number of fishing boats have to berth out in the Kakinada Canal which causes incon venience to the fishermen and the commercial traffic. 3.2 LOCATION OF THE HARBOUR As shown on Drawing No 51 - ll there is an area available for extension of the harbour facilities immediately south east of the existing basin and harbour buildings. The size of this area is, however, restr:i cted by the presence of a village on the eastern side and an area of salt-pans on the south side. The Fisheries Department requested that plans for a new har bour basin should be made within the area available. The advan tages from a technical point of view of constructing a harbour basin here with direct access from the canal are:- 26 a) Location J.s convenient in relation to the existing faci lities, b) There will be no necessity to protect it from waves, c) The water depth in the canal is maintained by the Port Authorities, d) There are no buildings obstructing the area except a small temple which is being retained, and e) Facilities for night-navigation are avialable. 3.3 SIZE OF THE HARBOUR 3.3.1 Number of boats and data according to forecast The harbour has been designed for the following number and SJ.zes of boats according to the forecast for 1981:- Number Length Max No of days Average landing Time of of overall Draft for one per boat per arrival boats (m) (m) fishing trip day in a peak at the month tonnes harbour , 90 10 1.3 ..L 0.260 1300-1600 45 I2 1.5 1 0.380 1300-1800 15 15 1.6 1 1.600 0600-2200 3.3.2 Depth of the Harbour The dredged level in the new harbour basin has been kept at the same level as the maintained depth in the canal out to the sea which is about 2.0 metres below datum and 2.15 metres below MLLWS. A 15 metre (L.O.A.) boat will have a maximum draft of about 1.6 metres which gives a keel clearance of 0.55 metres at MLLWS and about 0. 3 metres when the seasonal varj ation is ta.ken into account. The old dock which at present is used for landing and berthing has a water depth restricted to 1.65 met res at MLLWS due to the continuous concrete slab coverjng the bottom of the dock. The avaj lable depth j s further restricted by the formation of silt deposits on top of the concrete slab. It is proposed that the old dock should be used only for berthing of 10 metres (L.O.A.) boats after removal of the silt now co vering the bottom slab, that is, down to -1. 5 metres. From the dredging operations about 80 000 m3 of soil will have to be disposed of. It is recommended that the materjal should be used for reclamatj on of areas in the vicinity jn preparation for future development. 27 3.3.3 Landing Area The length of the landing quay is calculated for the number and size of the boats shown under 3.3.1. It has been assumed that at any one time 10% of the total number of boats are not fishing due to maintenance or other reasons. The number of boats to be considered for design of the landing area are thus:- 81 boats 10 m length 40 boats 12 m length 13 boats 15 m length Assuming that the rest-days are uniformly distributed and that the number of rest-days are one in seven, the following figures for respective boat types in respect of total catch (tonnes) per day in a peak month will be:- 10 m boats 18.2 t 12 m boats 12.9 t 15 m boats 17.6 t The length of the landing quay has been calculated from the following formula:- Q (a + s) x f (1) r x h Ll = Required quay length for landing (metres) Q = Total average landing per day and boat-type in a peak month (tonnes) r = Unloading rate 2t/hour h = Period of the day jn hours during which the boats are landing fish; in this case assumed to be 4 hours for the 10 and 12 metre boats and 9 hours for the 15 metre boats. a = Length overall (metres) s = Space between the boats when landing (here 0 .5 m) f = Factor for non-uniform arrival at the landing quay (varies from 1 to 2; here assumed to be 1.5) 10 m boats will according to (1) require L 35 .9 metres 1 = 12 m boats will according to (1) require L = 30 .2 metres 1 15 m boats will according to ( 1) require L = 22. 8 metres 1 Total required quay length Ltot = 88.9 metres 28 3.3.4 Berthing Space As mentioned under 3. 3 .2, it is proposed that the old dock be dredged to -1. c:: and used in the new scheme as berthing area for the 10 metre boats. The length of the dock is about 185 metres but as the width is only about 22 metres it is not advisable to propose more than one row of boats on each side. The old dock basin will then give berthing area for 32 boats of 10 met res length with a space between the boats of 1.5 metres. The total number of boats of various lengths to be catered for in the new basin is:- 81 minus 32 49 boats 10 m length 40 boats 12 m length 13 boats 15 m length Because it is assumed that no boat will go for more than one day~s fishing trips, berthing has to be provided for all the boats to berth at the same time. The total berthing length required is calculated using the following formula:- 1\ ~ = (2) 1\ x lb ~ = Required berthing length per boat type Rb = Number of rows when berthing parallel to the berthing structure (here assumed to be 3 rows) = Length overall of a boat including space between 1t the boats (space here l.5 metres) Nb = Number of boats berthing 10 m boats will according to (2) require ~ = 188 metres 12 m boats will according to ( 2) reqm~re ~ = 180 metres 15 m boats will according to (2) require ~ = 72 metres Total required berthing length ~ tot = 440 metres Assuming that the landing quay can be used for berthing durjng night-time the total provided berthing length in the new basin is 470 metres. Supplying Area The water and fuel station is proposed to be located at the north-east corner of the basin with berths on one side of a cone- 29 rete pontoon (see Drg. No 51-12) which is fitted with feed-pipes and gauges for fuel and water from tanks on land. 3.3.6 Fitting out Area For fitting out of the boats the south-west corner of the basin can be used. Boatyard No provision has been made in this extension scheme for boatyard and boat repair facilities which are at present catered for to some extent by the existing boatyard of the State Fisheries De partment. If additional boatyard facilities are required, they could be provided by utilizing the area south of the proposed new basin. 3.3.8 Area for Fish Industries, Cold-storage, etc. No additional land area has been reserved within the harbour area for such facilities. There are already some fish industries located in the harbour area as shown on the layout. They do not, however, seem to be fully utilized at present. If in the future larger fjsh indust ries have to be located here, suitable land area can for instance be made available by reclamation of the salt-pans on the other side of the road, south-west of the proposed harbour basin. Layout The layout of the proposed harbour is shown on Drg. No 51-11. The new harbour basin has been ulaced so as not to disturb the func tioning of the existing fishing harbour and the fishing village east of the new basin. The west side of the new basin has a 180 m long quay of which according to 3.3.3 only about 90 metres is re quired for landing. The rest of the quay is needed for berthing and fitting out. The main berthing area is located along the east side of the basin and access from the boats to land using floating structures (pon toons) is proposed. Assuming that the landing quay can be used for berthing during night-time, the berthing length provj ded is 180 metres at the quay and 260 metres at the pontoons which gives the required total berthing length of 440 metres mentioned under 3.3.4. The temple at the entrance is of religious importance for the fish ermen and it is therefore proposed to retain the temple as a fea ture by providing stone revetment around it. In addition, the 11 temple island" will serve the purpose of separating incoming and outgoing traffic. 30 The q_uay and the area behind has been kept on the same level as the existing landing q_uay in the old dock where expeyj ence has shown that the q_uay level is convenient for landing. 3.4 PORT ELEMENTS 3.4.l Quays and Jetties A cross section of the q_uay is shown on Drg. No 5l-l7. The pjles consist of steel rail (min. area 45 cm2) which will be covered by concrete min. l.5 metres down into the clay. The q_uay has to be provided with ladders, bollards and fenders. The floating structures consist of 2l metre long and 3 metre wide non-reinforced concrete pontoons covered with a timber deck. 3.4.2 Stone Revetments A typical cross-section of the slopes in the basin and around the ntem:ple island" is shown on Drg. No 5l-l5. 3 .):} .3 Power and Lighting An existing ll KV transformer station indicated on Drg. No 5l-ll could supply power for lighting of the q_uay, the landside of the berthing area and the roads. 3.4.4 Water Supply At present the water supply to this area is insufficient and re q_uires improvement. Depending on the source of supply the const ruction of a new water tower may be req_uired in addition to a new distribution system. 3.4.5. Sewage and Drainage The drainage of the harbour site will be by the partially sepa rate system. The drainage water from the area behind the q_uay on the west side of the basin, which water may be polluted with organic debris, fish offal, etc. will be disposed of through the sewage disposal system. The sewage will be conducted to a septic tank from which the effluent will be pwn.ped out into the canal during ebb tide. The drainage from areas other than the above mentioned will be conducted over slopes into the basin. 3.4.6 Roads and Surfaced Areas The roads and surfaced areas have to be constructed on clay with the following minimum layers : - 31 (a) 500 mm sand (b) 200 mm soling with rubble (c) 125 mm water-bound macadam, and ( d) 30-50 mm riding surface (asphalt concrete) Fencing No fence has been proposed for this scheme. Instead of a fence it is proposed that watchmen should guard the premises. 3.4.8 Navigation Aids As mentioned under 3.2, there already exists facilities for night navigation and the only required additional aid is a well lit up entrance to the basin. 3.5 DRAWINGS Drawing No Title 51-11 General Layout 1:1000 51-12 Pontoon non-reinforced concrete 1:100, 1:50, 1:20 51-15 Cross-section of revetment 51-17 Landing quay Cross-section 1:50 32 3.6 COST ESTilfJ.ATE Description Unit Quantity Cost per Estimated Unit, Rs Cost, Rs 1. Bredging Dredging. to -1.5 in the existing old 2 dock basin ID 2 950 8 23 600 3 ID 1 650 8 13 200 36 800 Dredging to -2.0 in the new. basin and the 2 approach m 1 350 8 10 800 3 m 79 000 8 632 000 642 800 2. Quay m 180 2 680 482 400 3. Floating jetty structures (concrete pontoons) m 147 1 720 252 840 4. Revetments m 440 340 149 600 2 5. Roads and surfacing ID 9 160 33 302 280 6. Fuel Station L.S. 30 000 7. Water supply L.S. 250 000 8. Drainage and Sewage L.S. 50 000 9. Toilets L.S. 60 000 10. Lighting L.S. 60 000 2 316 720 Add contingencies at 10% 231 672 2 548 392 Add supervision charges at about 12. 5% 321 608 GRAND TOTAL 2 870 000 33 LIST OF DRAWINGS It should be observed that some of the drawings have been reduced in scale. Graduated figures giving the main scales have been added to each drawing in order to facilitate reading. SURVEY Drg. No. Title 51-10 Coastline of India with location of proposed harbour 1:10,000,000 51-9 Map showing location of site 1:295,000 51-6 Survey of existing Fishing Harbour, July-August, 1970 1:1000 SOIL INVESTIGATIONS Drg. No. Title 51-1 Borehole Plan 1:1000 51-2 Sections of Boreholes 1,2,3 and 4,5 and 6 51-3 Sections of Boreholes 7,8,9 and 10 DESIGN Drg. No. Title 51-31 -Perspective View 51-11 General Layout 1:1000 51-12 Pontoon Non-Reinforced concrete 51-15 Cross-section of Revetment 51-17 Landing Quay Cross-section I ' 0 Li!':KN :w l~HERNl\Ti0NAL BOUND1\hY Ni'TIONAL Cl\Pl T,l\l - STATE C/,~PITl\l -15 LAC CAI l\/E, Ml Ni t\ND /-\r,':iNDlv! 1Slt\NDS IOOkm 82° - 17° 17 ° r: I PRE-INVESTMENT SURVEY OF FISHING Shoal 16° 30' 171' gzo I -1- + 1300 I , I 1100 + t 1000 0 + 0 N 0 0 0 0 0 0 0 ,1 -CJ I I I '1 ( 'I '', I / I I I I I I I I I I I if) w 0: 1- w :iii I I I I -1- 1101 Q 0 0 (J) M/S M/S +!·6S +1·64 M/S 5 15: +156 s 106 ~ 25 ;:irey silty CLAY 50: 25 - Brown grey sllty CLA'( ±o 25 : ±o ------~ ,______"'_:~OW_v . 1-~~~~~~~~~--"'--t- Srnwn grey silty CLAY 00 •OD :I (wlth tHn silty send loyers)· 50 :' lOO - on brown grey 5itly CLAY >00 T -5 Brown grey silty CLA'( with sond loyor Grey sUy CLAY w\tl;\ !- a:,,,,,., G•"!l;' ~ilty r;,:_rw silty CLAY -10 '111\th ooe f1r.e sorid lo)'er t -10 orgoriic silty CUIY slit~ cuw -r -15 --2':5_ orgonic silty Cl-AY later llf organic SANO JOBL@~~illeo 60 - YelloT.J sonoy S•lry CLAY Holf Re'ls/2-0cm 100 ea so 40 20 Half Revs/20cm Revsi20cm H SCALE HOR· l,1000 VERT· i,100 DATE !1·2·71 51 2 9 10 SHEAR STRENGTH silty CLAY silty fine S/1'\1D organic SILT SILT or 40 with thm Holf Revs /20cm sh~lls ond stuium of !DBL 100 sandy s1lt1 CLAY 16 BL HaJf Revs/CO cm BID'<"S/ 20cm w _J LLl <( f- u <( (f"J 0 1200 + + + + DIRECTION---- OF THE SAY OF BENGAL 1100+ + SMALL VILLAGE ROAD - + @IT ALL L.EVELS IN METRES AND REDUC£0 TO CHART Oil.TUM· THE MAP INCORPORATES SOME SURVEY DATA OBTAINED FROM ANDHRA PRADESH STATE PORT DE'.PARTMENT· 1000+ YETTIMQGA. FISHING VILLAGE + + CONCRETE PONTOON SEE ORG·No· 51-12 soo+ + I ' + 850 + ~ + 0 i5 + 0 0 i5 + 0 ;;; 0 0 GENERAL LAY OUT SCALE METAL SIZE 10- 30 + 150MLLWS TOP LAYER METAL SIZE 30-- 60 BOTTOM LAYER METAL SIZE 10- 20 - 2000 DREDGED LEVEL SAND 250 + \50 + 200 l 1000 1, " NOTE - I - THIS DRAWING TO BE READ IN CONJUNCTION WITH DRG·No 51-l l 2_ ALL MEASUREMENTS IN mm METRES 5600 TARMAC WATER SOUND METAL SIZE 20-40 MOORING RINGS DRAIN WITH PERFORATED CIC 4000 SIZE 100-150 CONCRETE COVER LEVEL ACCORDING TO SLOPE + 2400 // TIMBER + 150 MLLWS CLAY NOTE' STEEL 3 TO BE PLACED AT C/C 4000rmn ALL MEASUREMENTS IN mm / / / / //~ CLAY -N25000 SET LEVEL METRES METRES MATERIALS CONCRETE IS - M 400 !700 /- 21 000 6600 -< ------+-- STEEL IS - ST-42 WC TIMBER TEAK CHAINS 19mm{3/4") ship chom ------ LIVE LOAD \50 kg/mm, + 150 MLLWS I y_ _-- L-'-- ______------+---+ _ ------=--=------__ .J I j 2000 D~~~~~D' / !· Bt weight in air /, / <' '\>; ", __ , ...... , ',,, PLAN I •100 --~- ~- B 51-12 ' ' ' t---1 ' 3000 ---+ [ 1' g ',/,~ ~CHAIN DR~- PONTOON PIER 0 )ll!$) A 51-12 FREE BOARD - A UNLOADED 860 mm l-=i ====~~~~/~~~======l===d~~~~I LOADED 7, c mm / / '- DRAFT- 8 / / B 5/-12 UNLOADED 640 mm / LOADED 790 / mm 76x400 76 )I. 400 , //C-~R~O~S~S__:__::_::~::_:_:___:::__:~_.:::___:__::_::. /' \( - ~1s'') /(3"){6") <,. <) ',,V',/ ry!Q_O_F~G t - 0 i :;;------; ~ 'I (5"x4") ~f'OX"(__ ;>Qh.,/ l_~~c~~ _if'.Q.XY SEAL SLAB J 50 g! ' ~1 ,,. I t METRES __, ·_~3025 __2_990 __ --- 2990 2990 3025 f ___ 2~ -+-- -~------f-- ---+ +- 2(000 ______L_