PROJECT SITE -...
30
N W E S PROJECT SITE
Transcript of PROJECT SITE -...
N
WE
S
PR
OJ
EC
T S
ITE
Technical Report Of Geotechnical Investigation For Proposed Structure at TPS No. 3 Vejalpur, FP No. 218, Survey no. 218, Shyamal char rasta, Ahmedabad
By: Prof. (Dr.) K.C.Thaker Ph.D. (Geotech) (I.I.T., Bombay); F.I.E.(India); F.I.G.S.; F.A.C.C.E.
Dr. K.K.Thaker M.E (Geotech); Ph.D. Geotech, M.B.A.(Finance); M.I.E(India); M.I.G.S; M.G.I.C.E.A.; F.A.C.C.E.
K.C.T. Consultancy Services®
NABL Accredited Laboratory (ISO / IEC : 17025); ISO : 9001, 2015 (State and Central Government Approved Laboratory) KCT House, Sayona Silver Estate-Part 2, Behind Silver Oak College of Engineering, Gota, Ahmedabad 382 481 Phone :- 65103088 / 89 / 90, 98250 64378 e-mail : [email protected]
February– 2017
ST/17/02/9741
Geotechnical Investigation report for Proposed Structure at TPS No. 3 Vejalpur, FP No. 218, Survey no. 218, Shyamal char rasta, Ahmedabad Introduction The report is presented herewith analyses based on thorough study of the geotechnical investigation results. A complete geotechnical investigation was undertaken by us to obtain the required subsurface information to study and to indicate the nature and behavior of soil under the application of load of Proposed Structure at TPS No. 3 Vejalpur, FP No. 218, Survey no. 218, Shyamal char rasta, Ahmedabad. For foundation analysis of the structure on the site, it is necessary to determine the soil profile of the site and to know physical properties and strength characteristics of soil at various depths. For this purpose, The owner of structure entrusted the geotechnical investigation to us. The following points were decided. 1. No. Bore hole – 2 2. Depth of Bore hole – 25.0m 3. Standard penetration tests at regular interval 4. Collection of Undisturbed samples and disturbed samples at regular interval 5. To find physical properties and strength characteristics of undisturbed samples 6. To find physical properties of disturbed samples 7. To locate ground water table, if any, and tests on water samples 8. Interpretation of results, analysis and recommendations. Based on the above points the detailed Geotechnical Investigation Program included the following: (A) Field Investigation 1. Drilling of bore hole 2. Collection of soil samples ( Disturbed and Undisturbed ) 3. Conducting Standard Penetration Test (B) Laboratory Investigation 1. Bulk Density, Dry Density, Specific Gravity and moisture content of soil 2. Particle Size distribution and Atterberg’s limits of soils and soil classification 3. Triaxial Shear Tests, Unconfined Compression Strength Tests 4. Consolidation test parameters
(C) Recommendations Based on above investigations, the results are to be obtained. The findings would be based on interpretation of results, analysis and computations as per relevant Indian standards.
ST/17/02/9741
Page no.1 of 15
2.0 Field Investigation 2.1 Drilling of bore holes The exploratory drill holes of 150 mm diameter were drilled by Rotary drilling mud circulation method. The locations of boreholes were dictated by client. The depth of the test bore at the proposed location is as under:
Bore hole Designation
Location Depth Investigated in m
from EGL
BH -1 & 2 TPS No. 3 Vejalpur, FP No. 218, Survey
no. 218, Shyamal char rasta, Ahmedabad 25.0
2.2 Sampling 2.2.1 Disturbed samples Disturbed samples were collected during boring and from the split spoon sampler. The samples recovered were logged, labeled and placed in polyethylene bags and sent to laboratory for testing. 2.2.2 Undisturbed samples Undisturbed soil samples were collected in thin walled Shelby tubes as per IS 2132. The samples were sealed with wax, labeled and transported to our laboratory at Gota, Ahmedabad for testing. 2.2.3 Standard penetration test The standard penetration tests were conduct in accordance with IS: 2131-1981. The test results show, N Value, the blow counts of last 30 cm penetration of split spoon sampler with 63.5 kg hammer falling from 75 cm height. 3.0 Laboratory investigation For measurements of soil properties in the laboratory the following table lists various laboratory tests, which were conducted in the laboratory.
Tests Recomnd procedure Type Samples 1. Sample Preparation IS 2720 Pt I DS / UDS2. Moisture Content IS 2720 Pt II DS / UDS3. Dry Unit Weight LAMBE UDS4. Specific Gravity IS 2720 Pt III DS5. Liquid Limit IS 2720 DS6. Plastic Limit IS 2720 Pt V DS7. Grain Size Analysis IS 2720 Pt IV DS8. Soil Classification IS 1498 DS / UDS9. Triaxial / Direct shear test IS 2720 Pt XI and Pt XIII UDS10. Consolidation test IS 2720 Pt XV UDS11. Permeability test IS 2720 Pt-XVII UDS
ST/17/02/9741
Page no.2 of 15
4.0 Results 1. The location plan of borehole is given in fig no.1 2. The bore log details of Bore hole are shown in fig No. 2 & 3 3. The Laboratory test results of Bore hole are appended in table no. 1 & 2
5.0 General stratification From existing ground level to 1.20m depth, Brownish, fine to medium grained, filled up
silty sand with little plastic fines and debris is found, followed by yellowish brown to
reddish yellow, fine to medium grained, clayey silty sand upto about 18.0m depth. Last
layer comprises of Dark reddish brown, fine to very fine grained, sandy clays of
intermediate to high plasticity with occational gravels upto the depth of investigation.
6.0 Computation of Safe Bearing Capacity For the structure isolated footing is recommended. Safe bearing capacity of isolated footings of various widths at various depths are recommended in appendix – 1 based on shear and settlement criteria of soil.
7.0 Conclusions and Recommendations 1) General stratifications are as described in 5.0 and as shown in respective bore logs. 2) For the structure isolated footing is recommended. Safe bearing capacity of isolated
footings of various widths at various depths are recommended in appendix – 1 based on shear and settlement criteria of soil.
3) It may please be noted that, suitable support shall be provided and used to prevent, so far as is reasonably practicable and as early as is practicable in the course of the foundation work in excavation, which may be danger to any person or adjacent property or materials from dislodgement of earth or any other material forming the side of excavation. Side slope in excavation shall be designed. If the margins around the proposed structure are not adequate for accommodating safe side slope suitable measures to retain earth shall be designed and constructed.
4) Drainage property of soil is fair in case of clayey sand poor in case of clays of intermediate to high plasticity and good in case of silty sand.
5) Ground water table is not encountered upto 25.0m depth during investigation. 6) We have prepared this report for the exclusive use of clients and as per the scope and
specification instructed by them verbally or in writing. No other use is anticipated or authorized by clients. The report shall be used only by the client for the project and purposes described herein at the locations shown by him and explored by us. The finding and recommendations are valid when the onsite and offsite conditions affecting the structures in project are not changed due to the actions of man or nature. Professional judgments presented in this report are based on evaluations of the technical information gathered, understanding of the proposed construction, and
ST/17/02/9741
Page no.3 of 15
general experience in the geotechnical field. We have performed according to generally accepted geotechnical engineering practices followed in the project area at the time the services were provided. No warranty is expressed or implied. The report is issued with the understanding that the owner and client choose the risk they decide to incur by the expenditures involved in the engineering and construction. The findings and recommendations presented in this report are based upon soil conditions inferred from site explorations, interpolation of the soil conditions between exploration locations, and extrapolation of these conditions throughout the proposed site area. The extent of investigation as well as specific exploration locations were dictated by the clients. The findings and recommendations are further based on the assumption that the subsurface conditions do not deviate appreciably from those reported and those assumed. The potential for encountering conditions different from those assumed can never be discounted. If different subsurface conditions are encountered if any, must be brought to our attention before execution & in a timely manner so that the need for revised recommendations can be evaluated. In the event of changes in design loads or structural characteristics or in location of the structure, clients should review its design based on our recommendation and their applicability to the revision he made in a timely manner.
Dr. K K Thaker Prof. (Dr.) K C Thaker
ST/17/02/9741
Page no.4 of 15
Project :
For 40 mm Settlement For 50 mm Settlement For 40 mm Settlement For 50 mm Settlement
( m ) ( m ) ( m ) ( t / m2 ) ( t / m2 ) ( t / m2 ) ( t / m2 ) ( t / m2 )
13.00 4.00 4.00 61 31 38 31 38
13.00 5.00 5.00 65 29 37 29 37
13.00 6.00 6.00 68 29 36 29 36
13.00 7.00 7.00 73 28 35 28 35
13.50 4.00 4.00 77 31 39 31 39
13.50 5.00 5.00 79 30 38 30 38
13.50 6.00 6.00 82 29 36 29 36
13.50 7.00 7.00 86 29 36 29 36
14.00 4.00 4.00 92 29 37 29 37
14.00 5.00 5.00 93 28 35 28 35
14.00 6.00 6.00 96 27 34 27 34
14.00 7.00 7.00 99 27 33 27 33
KCT Consultancy Services, AhmedabadAPPENDIX - 1
SUMMARY OF ALLOWABLE BEARING PRESSURE BASED ON SHEAR AND SETTLEMENT CRITERION
Proposed Structure at TPS No. 3 Vejalpur, FP No. 218, Survey no. 218, Shyamal char rasta, Ahmedabad.
Depth of Foundation Length of Foundation Width of Foundation Allowable Bearing Pressure suggested (Min. of Shear and Settlement Criterion)
2) The depth of foundation is considered from the NGL at the time of exploration.
3) Calculations are considering the effect of water table at 10 m.
4) Basement upto 12 m depth from NGL has been considered for calculations. The effective overburden pressure also has been considered accordingly.
Safe Bearing Capacities calculated
based on Shear Criteria
(See Appendix 1.1)
Safe Bearing Pressures calculated based on Settlement Criteria (See Appendix 1.2)
Notes :
1) The factor of safety of 2.5 is considered.
ST/17/02/9741
Page no.5 of 15
Sr.
Length Width C � Nc Nq - 1 N� Sc Sq S� dc dq d� ic iq i� � 0.5 �
No. m m m Kg/cm2 degree gm/cc Wq W� t / m2
1 4.00 4.00 13.00 0.00 32 35.49 22.18 30.21 1.30 1.20 0.80 1.97 1.49 1.49 1.00 1.00 1.00 2.16 1.08 0.88 0.50 61
2 5.00 5.00 13.00 0.00 32 35.49 22.18 30.21 1.30 1.20 0.80 1.78 1.39 1.39 1.00 1.00 1.00 2.16 1.08 0.88 0.50 65
3 6.00 6.00 13.00 0.00 32 35.49 22.18 30.21 1.30 1.20 0.80 1.65 1.32 1.32 1.00 1.00 1.00 2.16 1.08 0.88 0.50 68
4 7.00 7.00 13.00 0.00 32 35.49 22.18 30.21 1.30 1.20 0.80 1.56 1.28 1.28 1.00 1.00 1.00 2.16 1.08 0.88 0.50 73
5 4.00 4.00 13.50 0.00 32 35.49 22.18 30.21 1.30 1.20 0.80 2.01 1.51 1.51 1.00 1.00 1.00 2.16 1.08 0.87 0.50 77
6 5.00 5.00 13.50 0.00 32 35.49 22.18 30.21 1.30 1.20 0.80 1.81 1.40 1.40 1.00 1.00 1.00 2.16 1.08 0.87 0.50 79
7 6.00 6.00 13.50 0.00 32 35.49 22.18 30.21 1.30 1.20 0.80 1.67 1.34 1.34 1.00 1.00 1.00 2.16 1.08 0.87 0.50 82
8 7.00 7.00 13.50 0.00 32 35.49 22.18 30.21 1.30 1.20 0.80 1.58 1.29 1.29 1.00 1.00 1.00 2.16 1.08 0.87 0.50 86
9 4.00 4.00 14.00 0.00 32 35.49 22.18 30.21 1.30 1.20 0.80 2.05 1.52 1.52 1.00 1.00 1.00 2.16 1.08 0.86 0.50 92
10 5.00 5.00 14.00 0.00 32 35.49 22.18 30.21 1.30 1.20 0.80 1.84 1.42 1.42 1.00 1.00 1.00 2.16 1.08 0.86 0.50 93
11 6.00 6.00 14.00 0.00 32 35.49 22.18 30.21 1.30 1.20 0.80 1.70 1.35 1.35 1.00 1.00 1.00 2.16 1.08 0.86 0.50 96
12 7.00 7.00 14.00 0.00 32 35.49 22.18 30.21 1.30 1.20 0.80 1.60 1.30 1.30 1.00 1.00 1.00 2.16 1.08 0.86 0.50 99
4) Basement upto 12 m depth from NGL has been considered for calculations. The effective overburden pressure also has been considered accordingly.
Depth Factors Inclination Factors Unit Weight Safe Bearing Capacity
For Square Isolated Foundation
Note :-
Shape FactorsDepth of Foundation
1) The factor of safety of 2.5 is considered.
2) The depth of foundation is considered from the NGL at the time of exploration.
3) Calculations are considering the effect of water table at 10 m.
Water Table Correction
Size of Foundation Shear Parameter Bearing Capacity Factors
KCT Consultancy Services, AhmedabadAPPENDIX - 1.1
Calculation of Net Safe Bearing Capacity Based on Shear Parameters C - qu = 1 / FS [ 2 / 3 C Nc dc Sc ic + �d (Nq - 1) Sq dq iq Wq + 0.5 � B N� S� d��i� W��]
Proposed Structure at TPS No. 3 Vejalpur, FP No. 218, Survey no. 218, Shyamal char rasta, Ahmedabad
ST/17/02/9741
Page no.6 of 15
For 40 mm Settlement
For 50 mm Settlement
(m) (m) t / m2 t / m2
1 13.00 4.00 39 0.50 1.05 31 38
2 13.00 5.00 39 0.50 1.04 29 37
3 13.00 6.00 39 0.50 1.03 29 36
4 13.00 7.00 39 0.50 1.03 28 35
5 13.50 4.00 39 0.50 1.08 31 39
6 13.50 5.00 39 0.50 1.06 30 38
7 13.50 6.00 39 0.50 1.05 29 36
8 13.50 7.00 39 0.50 1.04 29 36
9 14.00 4.00 36 0.50 1.10 29 37
10 14.00 5.00 36 0.50 1.08 28 35
11 14.00 6.00 36 0.50 1.07 27 34
12 14.00 7.00 36 0.50 1.06 27 33
Project : Proposed Structure at TPS No. 3 Vejalpur, FP No. 218, Survey no. 218, Shyamal char rasta
Note : SPT N Values considered as per clause no. 5.2.2 of IS : 6403
KCT Consultancy Services, AhmedabadAPPENDIX - 1.2
Calculation of Safe Bearing Pressure Based on N Value Settlement Criteriaqnu = 1.4 ( N - 3 ) (( B + 0.3 ) / 2B ) 2 W� CD SP
Width of Foundation
Corrected S.P.T N Value
Sr. No.
Depth of Foundation
Depth Factor CDWater Table Correction W�
Safe Bearing Pressure qn��
ST/17/02/9741
Page no.7 of 15
NOTATIONS C Cohesion φ Angle of internal friction of soil DS Disturbed Sample UDS Undisturbed Sample NMC Natural Moisture Content NP Non Plastic Soils G Specific Gravity G Gravel Content M Silt Content S Sand Content C Clay Content LL Liquid Limit PL Plastic Limit PI Plasticity Index Cc Compression Index K Coefficient of Permeability UCS Unconfined Compression N SPT Value BH Bore Hole Suffix The Number of Bore Holes Nc,Nq,Nγ Bearing Capacity Factor Sc,Sq,Sγ Shape Factors γ Density of Soil D Depth of foundation FS Factor of Safety Cv Coefficient of consolidation UU Unconsolidated undrained triaxial test CU Consolidated undrained triaxial test CD Consolidated drained triaxial test GC Clayey Gravels GP Poorely Graded Gravels GW Well Graded Gravels SC Clayey Sand SM Silty Sand SW Wel Graded Sand SP Poorly Graded Sand CH Clays of High Plasticity CI Clays of Intermediate Plasticity CL Clays of Low Plasticity MH Silts of High Plasticity MI Silts of Intermediate Plasticity ML Silts of Low Plasticity
ST/17/02/9741
Page no.8 of 15
REFERENCE Indian Standards Murthy V.N.S. Lambe T.W. Peck, R.S.Hanson W.E. Nayak, N.V. Kaniraj S.R. Alam Singh
IS 2720 Pt II, III, IV, V, XIII, XXXI,XXVII,XXVIS1498,IS6403,IS 1904 Soil Mechanics and Foundation engineering Dhanpat Rai and Sons Delhi Soil testing for Engineers Wiley Easter Ltd., New Delhi Foundation Engineering Asia Publishing House Foundation Engineering Manual Dhanpat Rai & Sons. Design Aids in soil mechanics and Foundation Engineering Tata Mc Graw Hill Publishing Co. Ltd. Modern Geotechnical Eng. IBT Publishing & Distributors Delhi.
ST/17/02/9741
Page no.9 of 15
m gm / cc gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 Kg/cm2 cm2/kg kg/cm2 % %
1 0.00 DS - - - - 13 74 24 NP NP - - - SM - - - - - - - - - - - -
2 1.50 SPT - - - - 0 71 25 16 9 - - - SC - - - - - - - - 25 - - -
3 3.00 UDS 1.71 1.60 6.89 2.65 5 70 21 15 6 - - - SM 0.00 30 - - DSU - - - - - 0.66 39.6
4 4.50 SPT - - - - 9 74 20 NP NP - - - SM - - - - - - - - 48 - - -
5 6.00 UDS 1.83 1.70 7.85 2.67 5 80 20 NP NP - - - SM 0.00 33 - - DSU - - - - - 0.57 36.4
6 7.50 SPT - - - - 13 69 21 NP NP - - - SM - - - - - - - - >100 - - -
7 9.00 UDS 2.08 1.81 14.63 2.66 0 82 22 NP NP - - - SM 0.00 33 - - DSU - - - - - 0.47 31.8
8 10.50 SPT - - - - 4 66 25 19 6 - - - SM - - - - - - - - >100 - - -
9 12.00 UDS 2.17 1.87 15.7 2.66 2 82 24 NP NP - - - SM 0.00 34 - - DSU - - - - - 0.42 29.5
10 13.50 SPT - - - - 14 46 28 20 8 - - - SC - - - - - - - - >100 - - -
11 15.00 UDS 2.16 1.85 16.5 2.67 24 63 31 17 14 - - - SC 0.07 33 - - DSU - - - - - 0.44 30.5
12 16.50 SPT - - - - 8 52 34 13 21 - - - SC - - - - - - - - >100 - - -
13 18.00 UDS 2.19 1.91 14.6 2.65 6 31 42 21 40 19 21 - - - CI 1.73 8 - - TCU - - - - - 0.39 27.9
14 19.50 SPT - - - - 0 38 40 22 38 15 23 - - - CI - - - - - - - - 65 - - -
15 21.00 DS - - - - 2 26 51 21 40 17 23 - - - CI - - - - - - - - - - - -
16 22.50 SPT - - - - 0 22 59 19 38 19 19 - - - CI - - - - - - - - >100 - - -
17 24.00 UDS 2.20 1.92 14.4 2.66 5 15 45 35 54 18 36 - - - CH - - 6.18 - UCS - - - - - 0.38 27.7
18 25.00 SPT - - - - 0 14 55 31 52 20 32 - - - CH - - - - - - - - >100 - - -
40
13
40
13
29
25
17
15
18
18
30
16
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Shr
inka
ge L
imit
Coe
ffici
ent o
f V
olum
e C
ompr
essi
bilit
y m
v
Pre
-con
solid
atio
n P
ress
ure
Com
pres
sion
In
dex
CC
Project :-
BH No. :-
Grain Size Analysis
Gra
vel
Sr No
Fre
e S
wel
l Ind
ex
Field Dry Density
Sw
ellin
g P
ress
ure
Pla
stic
ity In
dex
Liqu
id L
imit
Depth of Sample
Type of Sample
Field Bulk
Density
Spe
cific
Gra
vity
Unc
onfin
ed
Com
pres
sion
Tes
t
Soi
l Cla
ssifi
catio
n
Consolidation Parameters
Silt
San
d
Cla
y
Roc
k Q
ualit
y D
esig
natio
n
SP
T N
Val
ue
Shear Parameter
Typ
r of
She
ar T
est
Proposed Structure at TPS No. 3 Vejalpur, FP No. 218, Survey no. 218, Shyamal char rasta, Ahmedabad.1
Por
osity
Voi
d R
atio
UC
S b
y P
oint
Loa
d In
dex
in r
ock
Pla
stic
Lim
it
Consistancy limits
Natural Moisture Content Cohesion
CAngle of Internal Friction
�
UDS - Undisturbed SampleDS - Disturbed SampleSPT - Standard Penetration TestsNP - Non PlasticTUU - Triaxial Unconsolidated UndrainedTCU - Triaxial Consolidated UndrainedDSU - Direct Shear TestUCS - Unconfined Compression Strength
ST/17/02/9741
Page no.10 of 15
m gm / cc gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 Kg/cm2 cm2/kg kg/cm2 % %
1 0.00 DS - - - - 16 66 28 23 5 - - - SM - - - - - - - - - - - -
2 1.50 UDS 1.63 1.56 4.63 2.64 0 70 23 18 5 - - - SM 0.00 28 - - DSU - - - - - 0.69 41.0
3 3.00 SPT - - - - 1 77 21 NP NP - - - SM - - - - - - - - 17 - - -
4 4.50 UDS 1.75 1.64 6.58 2.67 6 75 18 NP NP - - - SM 0.00 29 - - DSU - - - - - 0.63 38.5
5 6.00 SPT - - - - 1 77 20 NP NP - - - SM - - - - - - - - 27 - - -
6 7.50 UDS 1.86 1.69 9.79 2.66 1 82 17 NP NP - - - SM 0.00 28 - - DSU - - - - - 0.57 36.3
7 9.00 SPT - - - - 1 61 27 20 7 - - - SC - - - - - - - - 34 - - -
8 10.50 UDS 2.10 1.77 18.9 2.65 6 23 57 14 29 14 15 - - - CL 1.28 4 - - TCU 0.07 0.0053 2.34 - - 0.50 33.3
9 12.00 SPT - - - - 15 69 18 NP NP - - - SM - - - - - - - - >100 - - -
10 13.50 UDS 2.16 1.85 16.5 2.67 10 73 19 NP NP - - - SM 0.00 32 - - DSU - - - - - 0.44 30.5
11 15.00 SPT - - - - 5 66 22 15 7 - - - SC - - - - - - - - >100 - - -
12 16.50 UDS 2.16 1.86 15.9 2.65 6 46 31 16 15 - - - SC 0.05 31 - - DSU - - - - - 0.42 29.7
13 18.00 SPT - - - - 13 39 32 18 14 - - - SC - - - - - - - - >100 - - -
14 19.50 UDS 2.17 1.87 15.7 2.66 0 25 53 22 41 18 23 - - - CI - - 5.34 - UCS 0.04 0.0025 5.26 - - 0.42 29.5
15 21.00 SPT - - - - 2 23 56 19 39 19 20 - - - CI - - - - - - - - >100 - - -
16 22.50 UDS 2.17 1.88 15.5 2.65 1 19 54 26 52 25 27 - - - CH - - 6.15 - UCS - - - - - 0.41 29.1
17 24.00 SPT - - - - 2 16 49 33 54 20 34 - - - CH - - - - - - - - 73 - - -
18 25.00 UDS 2.15 1.85 16.4 2.65 0 14 52 34 51 16 35 - - - CH - - 6.20 - UCS - - - - - 0.43 30.3
17
29
48
18
30
22
19
22
17
38
16
48
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Shr
inka
ge L
imit
Coe
ffici
ent o
f V
olum
e C
ompr
essi
bilit
y m
v
Pre
-con
solid
atio
n P
ress
ure
Com
pres
sion
In
dex
CC
Project :-
BH No. :-
Grain Size Analysis
Gra
vel
Sr No
Fre
e S
wel
l Ind
ex
Field Dry Density
Sw
ellin
g P
ress
ure
Pla
stic
ity In
dex
Liqu
id L
imit
Depth of Sample
Type of Sample
Field Bulk
Density
Spe
cific
Gra
vity
Unc
onfin
ed
Com
pres
sion
Tes
t
Soi
l Cla
ssifi
catio
n
Consolidation Parameters
Silt
San
d
Cla
y
Roc
k Q
ualit
y D
esig
natio
n
SP
T N
Val
ue
Shear Parameter
Typ
r of
She
ar T
est
Proposed Structure at TPS No. 3 Vejalpur, FP No. 218, Survey no. 218, Shyamal char rasta, Ahmedabad.2
Por
osity
Voi
d R
atio
UC
S b
y P
oint
Loa
d In
dex
in r
ock
Pla
stic
Lim
it
Consistancy limits
Natural Moisture Content Cohesion
CAngle of Internal Friction
�
UDS - Undisturbed SampleDS - Disturbed SampleSPT - Standard Penetration TestsNP - Non PlasticTUU - Triaxial Unconsolidated UndrainedTCU - Triaxial Consolidated UndrainedDSU - Direct Shear TestUCS - Unconfined Compression Strength
ST/17/02/9741
Page no.11 of 15
ST/17/02/9741
Page no.12 of 15
ST/17/02/9741
Page no.13 of 15
K.C.T. Consultancy Services®
1Shyamal row house25.0mEncountered at 10.90m depth during investigation 150mm
From To
m m m N 1 N 2 N 3 N0.00
0.00 0.00 1.50 DS - - - -
0.501.001.50 1.50 1.50 3.00 SPT 10 12 13 252.002.503.00 3.00 3.00 4.50 UDS - - - -3.504.004.50 4.50 4.50 6.00 SPT 9 18 30 485.005.506.00 6.00 6.00 7.50 UDS - - - -6.507.007.50 7.50 7.50 9.00 SPT 40 55 35/6cm >1008.008.509.00 9.00 9.00 10.50 UDS - - - -9.5010.0010.50 10.50 10.50 12.00 SPT 59 50/8cm - >10011.00
Yellowish brown, fine to coarse grained, silty sandwith little plastic fines and some gravels (SM)
Not
Use
d
Reddish yellow, fine to medium grained, clayey sand(SC) 1.20 to 3.00m
Brownish, fine to medium grained, filled up silty sandwith little plastic fines and debries 0.00 to 1.20m
Date of commencement:Date of Completion:
Bit Used:Depth of Water Table :
Location :Depth of termination:
Diameter of Bore:
Not
atio
n
Soil Description
Drill Run
BORE LOG DATA SHEET
Project : Proposed Structure at TPS No. 3 Vejalpur, FP No. 218, Survey no. 218, Shyamal char rasta, Ahmedabad.Bore Hole No. : 1/10/2017
1/10/2017Soil saw tooth
Cas
ing
ircul
atio
n
RemarksMethod ofBoring
m
Type ofSample
SPT N Value/Penetration of S.S.SDepth Depth ofSample
t t bl t d t 10 90 d th d i11.5012.00 3.00 to 12.70m 12.00 12.00 13.50 UDS - - - -12.5013.0013.50 13.50 13.50 15.00 SPT 30 40 62/11cm >10014.0014.5015.00 15.00 15.00 16.50 UDS - - - -15.5016.0016.50 16.50 16.50 18.00 SPT 33 68/14cm - >10017.0017.50 12.70 to 18.00m18.00 18.00 18.00 20.00 UDS - - - -18.5019.0019.50 19.50 19.50 21.00 SPT 23 30 35 6520.0020.5021.00 21.00 21.00 22.50 DS - - - -21.5022.0022.50 22.50 22.50 24.00 SPT 40 62/14cm - >10023.00 18.00 to 23.50m23.5024.00 24.00 24.00 25.00 UDS - - - -24.5025.00 25.00 25.00 25.20 SPT 30 45 55/8cm >100
23.50 to 25.00 m
Dark brownish, very fine grained, clays of highplasticity with occational gravels (CH)
Reddish yellow, fine to very fine grained, clayeysand with some gravels (SC)
Dark reddish brown, fine to very fine grained, sandyclays of intermediate plasticity with occationalgravels (CI)
Rot
ary
Dril
ling
by m
ud c water table encountered at 10.90m depth during
investigation
ST/17/02/9741
Page no.14 of 15
K.C.T. Consultancy Services®
2Shyamal row house25.0mEncountered at 10.85m depth during investigation 150mm
From To
m m m N 1 N 2 N 3 N0.00
0.00 0.00 1.50 DS - - - -
0.501.001.50 1.50 1.50 3.00 UDS - - - -2.002.503.00 3.00 3.00 4.50 SPT 6 7 10 173.504.004.50 4.50 4.50 6.00 UDS - - - -5.005.506.00 6.00 6.00 7.50 SPT 10 12 15 276.507.007.50 1.10 to 8.00m 7.50 7.50 9.00 UDS - - - -8.008.509.00 9.00 9.00 10.50 SPT 14 14 20 349.5010.00 8.00 to 10.50m
Reddish brown, fine to coarse grained, filled up siltysand with little platic fines and debries 0.00 to 1.10m
Reddish brown and yellowish brown, fine to mediumgrained, silty sand with little plastic fines and little tooccational gravels (SM)
Yellowish brown, fine to very fine grained, clayeysand with occational gravels (SC)
SPT N Value/Penetration of S.S.SRemarks
mN
ot U
sed
BORE LOG DATA SHEET
1/11/2017
Bit Used: Soil saw tooth
Project : Proposed Structure at TPS No. 3 Vejalpur, FP No. 218, Survey no. 218, Shyamal char rasta, Ahmedabad.
Location : Date of Completion: 1/11/2017
Bore Hole No. : Date of commencement:
Depth of termination:Depth of Water Table : Diameter of Bore:
Method ofBoring
Depth
Cas
ing
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
water table encountered at 10.85m depth during investigation
10.5010.50 10.50 12.00 UDS - - - -
11.0011.5012.00 12.00 12.00 13.50 SPT 85/10cm - - >10012.5013.0013.50 11.10 to 14.00m 13.50 13.50 15.00 UDS - - - -14.0014.5015.00 15.00 15.00 16.50 SPT 55 50/8cm - >10015.5016.0016.50 16.50 16.50 18.00 UDS - - - -17.0017.5018.00 14.00 to 18.50m 18.00 18.00 20.00 SPT 50 55/12cm - >10018.5019.0019.50 19.50 19.50 21.00 UDS - - - -20.0020.5021.00 21.00 21.00 22.50 SPT 61 50/6cm - >10021.50 18.50 to 22.00m22.0022.50 22.50 22.50 24.00 UDS - - - -23.0023.5024.00 24.00 24.00 25.00 SPT 22 33 40 7324.5025.00 25.00 25.00 25.45 UDS - - - -
22.00 to 25.00 m
Reddish brown, fine to very fine grained, sandy claysof low plasticity with little gravels (CL) 10.50 to11.10m
Rot
ary
Dril
ling
by m
ud c
ircul
atio
n
Reddish yellow, fine to coarse grained, silty sandwith little plastic fines and much gravels (SM)
Reddish yellow, fine to very fine graiend, sandy claysof intermediate plasticity (CI)
Reddish yellow, fine to very fine grained, clayeysand with some to little gravels (SC)
Dark brownish, very fine grained, clays of highplasticity (CH)
ST/17/02/9741
Page no.15 of 15
Ish
ava
sh
ya
Bu
ng
low
s
Ash
wa
me
gh
So
cie
ty
Sa
i Wa
di
Ma
ng
lam
Fla
t
Pa
nd
itP
ark
Ra
jivn
ag
ar-3
Pa
rask
un
jS
oc
iety
Sa
ha
jan
an
dA
pp
artm
en
t
Bija
lB
un
glo
ws
Sh
ya
ma
lR
ow
Ho
use
Re
trea
tT
ow
ers
Him
ali
To
we
rs
Ra
jivn
ag
ar
Ba
l Ga
ya
triS
oc
iety
Go
lde
n T
ulip
Bu
ng
low
s
Pa
sw
aT
ow
ers
Go
ku
lR
ow
Ho
use
GS
SC
AO
Sa
nk
ar
Ap
pa
rtme
nt
Ra
jma
ni
Bu
ng
low
s
Sa
ga
rA
pp
artm
en
t
Sg
tan
ak
3-A
Pa
rthsa
rthi
Ava
nu
e
City
Gold
Ma
ll
Sh
an
grila
Arc
ad
e
Am
rava
nS
oc
iety
Sa
gu
nB
un
glo
ws
Nis
ha
nt
Bu
ng
low
s
Sa
nid
hya
Bu
ng
low
s
Asw
am
eg
hB
un
glo
ws
Sa
nja
yT
ow
ers
Dh
an
an
jay
Bu
ng
low
s
Sa
ch
inT
ow
ers
Ava
nti
Bu
ng
low
s
Se
tu R
ow
Ho
use
Se
pe
lR
esid
en
cy S
hiv
alik
Co
.Op
. Pa
rk
Ma
yfa
irA
pp
artm
en
t
Sig
ma
Ico
nV
ats
raj
Ap
pa
rtme
nt
sa
um
itray
So
cie
ty
Su
nP
rima
Sh
ree
na
thP
ark
Sa
yo
jan
Bu
ng
low
s
Su
kru
tiA
pp
artm
en
t
Ne
hru
Na
ga
r
Pu
nit N
aga
r
Tu
lipC
ited
al
Ra
jsh
ree
En
cla
ve
PR
OJ
EC
T S
ITE
N
WE
S
- - - 3 0 . 0 0 M T. W I D E T. P. S. R O A D - - -
- - - PR
OP
.12.0
0 M
T.RO
AD
AS P
ER
L.A.P
. - - -
- - - PROP.9.00 MT.ROAD AS PER L.A.P. - - -
RAMP IN& OUT
20'9
" W
IDE D
RIV
E W
AY
A B DC
FOYER21'0" X 23'0"
LIFT LIFT LIFT
27'6" X 8'3"
UP
DN
8'3"
WID
E P
AS
SA
GE
UP
DN
FOYER8'3" X 31'6"
N
W
ESLis
tIn
form
atio
n
Surve
y num
ber, F
.P. N
o, T
PS
No
Surv
ey N
um
be
r: 31
1/3
, F.P
.Num
ber 2
18,
TP
S N
o: 3
, Veja
lpur, A
hm
edabad
La
nd
are
a ( m
) 245
27
Perm
issib
le F
SI( m
) 218
108
Pro
posed
FS
I ( m ) 2
14
,970
Tota
l Built u
p a
rea ( m
) 229
,765
Nu
mbe
r of flo
or
G +
13
Tota
l nu
mbe
r of u
nits
24 sh
ops +
231 O
ffices
Gro
und
cove
rage
18
45
Gre
en a
rea
Maxim
um
he
ight o
f build
ing, (m
)45
ENG
INEER
STR. EN
GIN
EERO
WN
ER
C.O
.W.
SCH
EDU
LE FOR
OP
ENIN
GST
AIR
DETA
ILSR
.S. = D
= FP
D1
=
W=
4.0
0 X
2.4
5
CO
LOU
R N
OTE
PLO
T B
OU
ND
.
PER
CO
. WELL
RO
AD
CO
MM
/PA
RK
ING
D2
=
WID
THTR
EAD
RISER
0.3
0 M
TR.
0.1
5 M
TR.
2.0
0 M
TR.
AU
THO
RITY
4.0
0 X
2.4
51
.05
X 2
.10
0.9
1 X
2.1
00
.76
X 2
.10
(FULLY G
LASS W
ITHSA
FETY GR
ILL )
DEV
LOP
ER
CO
MM
. PLO
T
Ope
n p
ark
ing, m
Basem
ent a
rea m
2
45
3
10
20
76
56
2
Type
FS
I, m2
Re
qu
ire a
s G
DC
R, m
2N
BC
Co
mm
erica
l1
4,9
70
74
85
59
9 E
CS
De
tails
Are
a, m
2N
um
be
r of E
CS
Ba
sem
ent
76
56
23
9
Me
ch
an
ica
l at B
ase
men
t1
02
08
31
9
Su
rface
10
20
44
To
tal
18
,884
60
2
Pa
rkin
g p
rovid
ed
Pa
rkin
g re
qu
irem
en
t
CT
he
Sa
mru
dd
hi C
o.O
p.H
ou
sin
g S
ocie
ty L
td V
ibhag 1
/D
STEEL // TO B
GR
. LVL.
CO
L. STIRR
UPS
CO
L. SIZE
VER
TICA
L STEEL
STEEL // TO L
AS/ST.
t
P.C
.C. 1:4
::8
AS
/STR
U
D
R.C
.C. SIZE
B X L
EXC
AV
AT
ION
/P.C.C
. SIZE
TYP. C
OLU
MN
FOO
TING
SECTIO
N
PE
DE
STAL
UP TO GOOD SOIL
PB
PB
GR
. LVL.
AS PER STRU. DETAILS
STRU
CT
UR
E DE
SIGN
AS P
ER ST
RU
CTUR
AL EN
GIN
EER
TO 4
00
0.0
0SQ
.MTS.A
ND
PA
RT TH
ERE O
F IT.FO
R B
UILD
ING
UN
IT 1
50
0.0
0SQ
.MTS. O
R M
OR
E AN
D U
P
Typ
ical design
for p
erco
lation
well
NO
TE:-
(THIS IS O
NLY
SKETCH
PLA
N)
10.00M
75
mm
Ø gravel p
acking
strain
er
15
0m
mØ
strainer p
ipe
30
0m
mØ
bo
re
30
0mm
0 p.v.c. p
ipe
G.L.
air ven
t
G.L.
Perfo
rated r.c.c. slab
cou
rse sand
30
0mm
.p
ea gravel 30
0m
m.
gravel 30
0m
mc.c. ch
ann
el with
c.i. jali o
n to
p o
fch
ann
el.
filteration m
edia
size:-2.0
0x2.5
0x2.5
0m
.
Catch
pit w
ith
D=UP TO UNDER GROUND IInd (SECOND) RIVER (AQUIFER)
PE
RC
OLA
TIN
G W
ELL
(NO
T TO SC
ALE)
HO
RIZ
ON
TA
L :- 1
.00
CM
. = 4
.00 M
T.
VE
RT
ICA
L :- 1
.00
CM
. = 1
.00 M
T.
DR
AIN
AG
E S
EC
TIO
N
29.25
SC
AL
E
INV
ER
T L
VL
.
GR
OU
ND
LV
L.
DIS
T. IN
MT
.
30.000.00
CU
TT
ING
0.75
I.C. 0.75 X 0.75
WITH 0.70 Ø
V.P.
LE
VE
LM
.H.1 0.75 X 0.75
TO
MU
NI M
AN
HO
LE
GR
OU
ND
M.H
.2 0.75 X 0.75
M.H
.3 0.75 X 0.75
M.H
. 0.75 X 0.75
29.2530.0021.49 1.03
29.2530.0044.82 1.34
29.2530.0075.56 1.75
29.2530.0091.73 1.97
Annexure 5: Water balance Construction phase:
S. No. Purpose
Water Requirement Wastewater Generation
Quantity (kld) Remarks Quantity
(kld) Remarks
1. Domestic water for labour
6.75
45 lpcd for 150 workers
Arrangement for domestic water requirement will
be met by contractor
5.73 Wastewater will be disposed into septic tank
2. Dust suppression 5 - - Losses
3. Use in
construction, curing etc
10 - - Losses
Total 21.75 5.73 Operation phase:
S. No. Purpose Water Requirement (kld) Wastewater Generation
(kld)
1. Commercial 45 lpcd for 1500 person 67.5 54.0
2. Visitors ( 15 lpcd for 200 Visitors ) 3 2.4
3. Horticulture development (4.0
Lit/m2 (453 m2 Land area)
1.81 0
Total 72.31 56.4
Annexure 6: Storm water management Storm Water Drainage System The rainwater will be collected through piped drains and conveyed into rainwater harvesting system for filtration. All storm water drains have been designed for adequate size and slope such that there shall not be any flooding in the site. It shall be ensured that no wastewater shall enter into storm water drainage system. Rainwater Harvesting Plan Adequate rainwater harvesting pits will be provided in the project premises. The rainwater collected from the project area will be conveyed into the rainwater harvesting system consisting of Desilting-cum-Filter Chamber, Oil & Grease Separators and finally shall be conveyed into recharge pits and balance if any will be disposed municipal storm water line. Details of maximum storm water generated Description Area in sq m Maximum rainfall
intensity In m/h
Runoff coefficient
Total storm water In cum/h
Roof area 1845 0.045 0.8 66.42 Paved area 2229 0.045 0.5 50.15 Green area 453 0.045 0.2 4.07 Total 4527 120.64 Two No of Percolation Well required Annual recharge of ground water Description Area in sq m Maximum rainfall
intensity In m/Annual
Runoff coefficient
Total storm water
In cum/annual Roof area 1845 0.762 0.8 1124.71 Paved area 2229 0.762 0.5 849.24 Green area 453 0.762 0.2 69.03 Total 4527 2042.98 Annual recharge of ground water ~ 2000 m3
Rain water harvesting scheme
Annexure 7: Fire and Safety Adequate fire protection facilities will be installed including fire detectors, fire alarm and firefighting system to guard the building against fires. All fire protection facilities will be designed as per the National Building Code given in 2005,
Commercial area classified as Group E and F
Following component/item will be provided: Under the clauses (4.18.2, 6.1.2, 6.2.3, 6.3.2, 6.4.3, 6.5.2, 6.5.2.1, 6.5.2.2, 6.5.2.3, 6.5.2.4, 6.5.2.5, 6.6.2, 6.7.2, 6.8.2 and 6.9.2) following are minimum requirements for firefighting installations.
Fire Extinguishers Hose Reel Wet riser Yard Hydrant Refuge area as per NBC and GDCR Automatic Sprinkler System in basement Manual Operated Electric Fire Alarm System Automatic detection and Alarm System Underground Static Water Storage Tank-2,00,000 lit. (2 @100000 litre) Terrace Tank-20,000 lit. (Two Number) Pump near underground Static Water Storage Tank- One diesel pump of capacity-2 850
l/min and One electric pump of capacity-180 l/min.
Based upon the Occupancy (Clause 4.3 table 20, NBC):
Commercial group Unit Value Business office
Occupant load m2/person 10
Occupants per unit exit width Number of occupants Stairways-50
Ramps-60 Doors -75
Travel distance for occupancy m 30
Annexure 8: Environmental Management Plan 1.0 Structure of EMP
Environmental Management Plan (EMP) is the key to ensure a safe and clean environment. The desired results from the environmental mitigation measures proposed in the project may not be obtained without a management plan to assure its proper implementation & function. The EMP envisages the plans for the proper implementation of mitigation measures to reduce the adverse impacts arising out of the project activities. EMP has been prepared addressing the issues like:
• Pollution control/mitigation measures for abatement of the undesirable impacts caused during the
construction and operation stage • Details of management plans (Landscape plan, Solid waste management plan etc.) • Institutional set up identified/recommended for implementation of the EMP • Post project environmental monitoring programme to be undertaken • Expenditures for environmental protection measures and budget for EMP
2.0 Proposed Environmental Mitigation Measures
The major impacts due to different project activities were identified during the EIA study. The mitigation measures proposed for the impacts constitute the part of Environmental Management Plan (EMP). The environmental mitigation measures for construction and operation phases have been given in Table1.
Table 1. Proposed Environmental Mitigation Measures
Area Mitigation Measures Construction Stage: Water quality • Toilet and drinking water facilities for construction workers are provided by the
contractor at the construction site to avoid unhygienic condition at site. Air quality • Dust suppression measures are undertaken such as regular sprinkling of water
around vulnerable areas of the construction site by suitable methods to control fugitive dust during earthwork and construction material handling/ over hauling.
• Properly tuned construction machinery & vehicles in good working condition with low noise & emission are used and engines are turned off when not in use.
Noise level • Protective gears such as ear mufflers etc. are provided to construction personnel exposed to high noise levels.
Solid wastes • Waste construction materials are recycled and excess construction debris are disposed at designated places in tune with the local norms.
Landscape • Appropriate landscape including plantation of evergreen and ornamental flowering trees, palms, shrubs and ground covers at open spaces within the complex will be done, which would serve the dual purpose of controlling fugitive dust and improving the aesthetics of the area.
Safety • Adequate safety measures complying to the occupational safety manuals are adopted to prevent accidents/hazards to the construction workers.
Operation Stage: Water quality • Wastewater will be collected and disposed into municipal corporation.
Two number of rainwater harvesting recharge wells will be developed
Air quality • Trained staff will be handle traffic movement • Regular monitoring of ambient air quality will be carried out as per norms.
Solid wastes • Solid wastes will be segregated into organic and inorganic components. • The recyclable inorganic wastes will be sold to prospective buyers. • The bio-degradable wastes will be disposed near by municipal bins.
Rainwater harvesting
• Adequate rainwater harvesting will be provided
Fire protection • Adequate fire protection facilities will be installed including fire detectors, fire alarm and fire fighting system as per National Building Code of India.
Landscape • Proper maintenance of landscape round the year including replacement of the decayed plants.
Safety • Adequate safety measures complying to the occupational safety manuals to prevent accidents/hazards to the maintenance workers.
Others • The building will be provided with disabled-friendly design, timber-free construction, energy efficient lighting & ventilation, and control of indoor
environment.
3.0 Environmental Monitoring Plan
It is imperative that the Project Authority set up regular monitoring stations to assess the quality of the surrounding environment after the commissioning of the project. An environmental monitoring programme is important as it provides useful information and helps to: • Verify the predictions on environmental impacts presented in this study, • Assist in detecting the development of any unwanted environmental situation, and thus, provides
opportunities for adopting appropriate control measures, and • Evaluate the performance and effectiveness of mitigation measures proposed in the EMP and
suggest improvements in management plan, if required, • Satisfy the legal and statutory obligations. The post project monitoring plan including areas, number and location of monitoring stations, frequency of sampling and parameters to be covered is summarized in Table 2. The monitoring will be the responsibility of EMC.
Table 2: Environmental Monitoring Plan Source Monitoring Location Parameters to be
Monitored Frequency
Ambient Air Quality At 3 locations (1 inside the complex and 2 outside in surrounding 1 km zone along predominant wind directions)
SPM, RPM, SO2, NOx Once in a season and as per requirement of SPCB
Ambient Noise At 3 locations (1 inside the complex and 2 outside in surrounding 100 m zone)
Day and night equivalent noise level
Once in a season and as per requirement of SPCB
Stack Stack PM, SO2, NOx, CO Once in a season and as per requirement of SPCB
The post operational monitoring schedule will be under the supervision of the Site Engineer at the project site. Monitoring will be carried out by recognized laboratories.
4.0 Environment Management Cell An Environment Management Cell (EMC) will be responsible for implementation of the post project-monitoring plan for this project. The composition of the Environment Management Cell and responsibilities of its various members are given in Table 3.
Table 3. Environment Management Cell
S. No. Designation Proposed responsibility
1. Chairman of Society Overall responsibility for environment management and decision making for all environmental issues
2. Secretary Hires a Consultant and fulfills all legal Requirements as per MOEF/GPCB/CPCB
3. Supervisor Ensure environmental monitoring as per appropriate procedures
5.0 Environmental Budget
A capital cost provision of about Rs. 12.5 lakh has been kept in the project cost towards the environmental protection, control & mitigation measures and implementation of the EMP. The budgetary cost estimate for the EMP is given in Table 4.
Table 4 Environmental Budget
S.
No. Head Approximate
recurring cost per annum (Rs.
in lacs)
Approximate Capital cost (Rs. In lacs)
Basis for cost estimates
1. Air 1.0 3.0 Stack and DG room
2. Solid and hazardous
waste management
1.5 3.0 Provide bins door to door and transportation cost
3. Environment monitoring
3.0 0 The recurring cost would be incurred on hiring of consult-ants and payment of various statutory fees to regulatory
agencies. 4. Rain water 0.5 2.0 Collection system, treatment
and recharge well 5. Green belt 1.5 4.5 -
Total 7.5 12.5
6.0 General Principles in Greenbelt Design Plants grown in such a way so as to function as pollutant sinks are collectively referred as greenbelt. These plants should also provide an aesthetic backdrop for persons using the site and for the surrounding community. General principles in greenbelt design considered for this study are:
Type of pollution (air, noise, water and land pollution) likely from the activities at the site
Semi arid zone and sub-zone where the greenbelt is located (and hence the plant species which can be planted in the area).
Water quantity and quality available in the area
Soil quality in the area
Greenbelt is designed to minimize the predicted levels of the possible air and noise pollutants. While designing the scheme the following facilities are considered:
Site perimeter and approach road
Along the internal roads
In and around the building area
To ensure a permanent green shield around the periphery planting is recommended in two phases.
In the first phase one row of evergreen and fast growing trees (which grows up to 10-15m) with maturity period of around three years shall be planted at 3.0 meter interval along with fast growing ground covers to enhance the water holding capacity, improve the organic content and check the soil erosion.
In the second phase after eighteen months, second row of trees with large leaf surface area with large ever green canopy and longer life span shall be planted at 6.0 meters intervals.
6.1 Greenbelt Design for Site The selection of the trees is based on their phenology (thus road side trees will not have leaf fall during summer and rainy seasons when shade is most needed). Trees with more litter fall have been avoided.
The selection criteria of the species are based on pollution mitigation capacity (including particulate matter), large leaf surface area to deep root system and less litter fall. Faster growing trees with lighter canopy will be planted alternatively with relatively slow growing trees with wider canopy. Trees of about 6.0 m heights will be planted at 4.5 m intervals, 2.5 m away from the road curbing as per CPCB guidelines. Trees will be planted along the outer periphery at centerline of road between the set back line and the boundary of the plots. Palms and shrubs will be planted along the roads and around recreational lawns.
6.2 Greenbelt Management It is presumed that the selected plants will be grown as per normal horticultural practice and the authorities responsible for the plantation will make adequate provisions for water and protection of the saplings. A budgetary cost estimate is also prepared for greenbelt development.
Water source Water tankers may also be used at the initial stages of development of the plant.
Irrigation method Water hydrants may be installed at 50 m intervals to irrigate area under shrubs and ground covers.
6.3 Improving Indoor Air Quality The indoor air quality can be improved by any of the following:
Ventilation
Include the use of natural, dilution, local exhaust, or increased ventilation efficiency. The most effective engineering control for prevention of indoor air quality problems is assuring an adequate supply of fresh outdoor air through natural or mechanical ventilation.
When possible, use local exhaust ventilation and enclosure to capture and remove contaminants generated by specific processes. Room air in which contaminants are generated should be discharged directly outdoors rather than recirculated.
Outside air intakes should not be located in close proximity to potential sources of contamination (automobile garages, building exhausts, and roadways).
Work Place Recommendations
Eliminate or control all known and potential sources of microbial contaminants by prompt cleanup and repair of all areas where water collection and leakage has occurred including floors, roofs, drain pans, humidifiers containing reservoirs of stagnant water, air washers etc.
Remove and discard porous organic materials that are contaminated (e.g., damp insulation in ventilation system, ceiling tiles, and carpets).
Clean and disinfect non-porous surfaces where microbial growth has occurred
Maintain indoor air relative humidity below 60%
Adjust intake of outdoor air to avoid contamination from nearby soil, vegetable debris unless air is adequately conditioned.
Isolate, if feasible, areas of renovation, painting, carpet laying, pesticide application, etc., from occupied areas that are not under construction.
Supply adequate ventilation during and after completion of work to assist in diluting the contaminant levels.
Eliminate or reduce contamination of the air supply with cigarette smoke by banning smoking or restricting smoking to designated areas which have their air discharged directly to the outdoor rather than recirculated.
6.4 Safety Aspects of the Project The following needs to be implemented:
Fall Protection
The Contractor is required to provide fall protection to employees who are working at heights equal to or greater than 1.8 m. fall protection can be in the form of perimeter protection such as guardrails and toe rails, personal protective equipment (PPE), a safety monitoring system, or a fall protection plan. Activities that require personal fall protection systems include steel erection bolting, riveting, fitting-up and plumbing-up, work over water and some deep excavation work.
On buildings or structures not adaptable to temporary floors, and where scaffolds are not used, safety nets will be installed and maintained whenever the potential fall distance exceeds two storey.
The PPE standard should cover occupational foot, head, hearing, and eye protection.
Foot Protection: If machines or operations present the potential for foot injury, the Contractor must provide foot protection, which is of safe design and construction for the work to be performed. Workers and visitors should not be allowed on a construction site without safety boots.
Head Protection: If head hazards remain after all steps have been taken to control them (safety nets for work at heights, proper housekeeping), the Contractor must provide employees with appropriate head protection.
Noise Protection: Workers should be wearing hearing protection devices (ear plugs, ear muffs, canal caps) that are in good condition whenever they are involved in noisy activities.
Eye Protection: When machines or operations present potential eye injury from physical or chemical elements, the Contractor must select, provide, maintain and required affected employees to use appropriate eye protection. Eye protection (safety glasses and goggles, face shields and welding helmets) must be adequate and reasonably comfortable.
To the greatest extent possible, working surfaces must be kept dry to prevent slips and falls and to reduce the chance of nuisance odors from pooled water.
All equipment and materials should be stored in designated storage areas that are labeled as such.
Ladders and Stairs
The Contractor is required to inspect and maintain all ladders and temporary/portable steps to ensure that they are in good working condition.
Portable ladders used for access to an upper landing surface must extend a minimum of 1.8 m above the landing surface, or where not practical, be provided with grab rails and be secured against movement while in use.
All ladders must be used only on stable and level surfaces unless secured to prevent accidental movement. Ladders must not be used on slippery surfaces unless secured or provided with slip-resistant feet to prevent accidental movement.
The Contractor should provide a ladder (or stairway) at all work points of access where there is a break in elevation of 0.5 m or more.
When there is only one point of access between levels, it must be kept clear to permit free passage by workers. If free passage becomes restricted, a second point of access must be provided and used. At all times, at least one point of access must be kept clear.
All required stairway and ladder fall protecftion systems must be provided and installed before employees begin work that requires them to use stairways or ladders.
Scaffolds
Access to Scaffolds - access to and between scaffold platforms more than 0.6 m above or below the point of access will be made by portable/attachable ladders or ramps.
Employees must never use makeshift devices, such as boxes and barrels, to increase the scaffold platform working level height.
Trenching and Excavation
The area around the trench/excavation would be kept clear of surface encumbrances.
Water should not be allowed to accumulate in the excavation.
Adjacent structures would be shored in accordance with the design documents to prevent collapse.
Guardrails or some other means of protecting people from falling into the trench/excavation would be present.
The trench or excavation would be shored or sloped to prevent cave-ins.
Electrical Safety
If work has to be done near an overhead power line, the line must be de-energized and grounded before work is started.
A licensed electrician would have completed all temporary wiring and electrical installations required for construction activities.
Fuses and circuit breakers would be used to protect motherboards, conductors and equipment.
Extension cords for equipment or as part of a temporary wiring system will not be damaged or compromised in any way and insulation must be of the highest grade.
Anytime electrical equipment is deactivated for repair, or circuits are shut off, the equipment will be locked out and tagged at the point where it can be energized.
Temporary lights may not be suspended by their cords.
The Contractor would provide the necessary safety equipment, supplies and monitoring equipment to their personnel.
Cranes A competent person has been designated to supervise activities that require the use of cranes. Cranes would not be operated near any power lines. All picks would be carefully planned to ensure that the crane adequately hoist the load. The hoisting signals would be posted on the exterior of the crane.
Occupational Noise Exposure
The Contractor should implement engineering controls to reduce noise levels.
The Contractor should provide hearing protection to employees that are exposed to noise levels above the permissible limit.
Welding and Cutting
The Contractor's employees would be trained in hot work procedures.
There should be adequate ventilation to reduce the build up of metal fume.
The hot work operators would use proper personal protective equipment (i.e., welding helmet, burning goggles, face shield, welding gloves, and apron).
There would be a fire extinguisher present at all welding and burning activities.
Extinguishers would also be placed at locations where slag and sparks may fall.
Oxygen and flammable gas bottles are separated by at least 7 m when not in use.
The Contractor would control the release of gases, vapors, fumes, dusts, and mists with engineering controls (e.g., adequate ventilation).
General Guidelines
Signs and symbols would be visible during any construction activity that presents a hazard. Upon completion of such activity, the postings must be removed immediately.
The Contractor would post specific DANGER signs when an immediate hazard exists and specific CAUTION signs when the potential for a hazard exists. EXIT, NOTICE and specific safety signs may also be posted in the work area.
Signage for traffic control, including directional signs, is applicable when the Contractor is disrupting traffic along a public way.
Danger signs are posted at all immediate hazards (i.e. Danger: Open Hole).
Caution signs are posted at all potential hazards (i.e. Caution: Construction Area, Caution: Buried Cable).
The floor that is being used as the erection floor must be solidly planked or decked over its entire surface except for access openings.
Every floor, working place and passageway would be kept free from protruding nails, splinters, holes or loose boards.
Combustible scrap and debris (wood, clearing/grubbing material) would be removed from the site daily or should be securely stored in covered containers.
The Contractor would have a spill prevention control and countermeasure plan that limits the risk of releases of oil or hazardous materials to the environment.
