PROVISION OF SOIL TESTING FOR ASR WITH MSSR BUILDING AT ICGAS DAMAN

Amount

(1) Boring hole as shown on drg 150 mm dia by rotory drilling in soil and 75mm to 100mm dia in rock for investigation in any type of soil/rock/concrete floors and sub bases refusal including boulders weathered rock upto a depth of 15 mtrs or 5 mtrs in rock each or as directed by Engr-in-Charge alongwith SPT at every 1.50M, any carrying out SPT and other tests required for designing the foundation of high rise bldgs for installation of ASR with MSSR likely affect on hill lock by erecting by the structure at the location adjacent to civil buildings. (2) Test report should included all the test as required for designing the foundation such as STP values, bore logs soil classifications and also should cover general recommendation for the proposed type of foundation system, safe bearing capacity likely total settlement etc. The report shall be submitted in quintuplicate duly bounded in a presentable manner. The unit rates quoted shall be deemed to included the cost of submission of such reports and sample of soil. (3) The following parameters and report will also form part of the Geo-Exploration Report to be submitted by the soil consultants:- (i) Recommended SBC should be given for all bore holes for minimum at three depth viz. 1.5 m, 2.0 m and 2.5 M. (ii) SBC should work out for following sizes of footings: (a) 1.5 x 1.5 m. (b) 1.5 x 2.5 m. (c) 2.0 x 2.5 m. (d) 2.5 x 3.0 m. (e) 3.0 x 3.0 m. (iii) Photographic record of Geo-Exploration as well as testing shall also form part of the report. (iv) Swelling Index and Swelling Pressure in respect of Black cotton soil and its depth/layer. (v) Recommendation for filling under floors. (4) Soil investigation shall be carried out as per IS 1892. Soil investigation report shall include the following details:- (i) Submission of Bore hole chart. (ii) Profile of all type bore holes. (iii) Bearing capacity calculation indicating SBC of soil with the type of foundation and depth. (iv) Unconsolidated and un-drained triaxial shear test. (v) Grain size analysis, identification and classification of soil. (vi) Unit weight (bulk desilty), Natural moisture content, liquid limit, plastic limit, shrinkage limit, plasticity index, specific gravity. (vii) Dry density. Degree of saturation of soil. (viii) Free swelling index and swelling pressure if expansive soil is encountered. (ix) Shear parameters (C-Phi Analysis) (x) Consolidation test and permeability test. (xi) Chemical analysis of soil. (xii) Chemical analysis of ground water. (Water to be obtained from (xiii) Depth of water table below ground level. (xiv) Presence of loose soil, if any and its depth. (xv) If weak soil with lesser N value as specified in table-1 of IS 1893 (Part-1) 2016 is encountered then evaluation of liquefaction potential shall be assessed and remedial action to be adopted shall be specified. (xvi) Undisturbed soil sample shall be collected at 1.5 m interval and at change of strata. (xvii) Bore hole dia shall be 150 mm, Depth of bore shall be 15.0 m. (xviii) STP test shall be done at 1.5 m interval. (xix) Crushing strength, degree of weathering (CR value) and RQD of rock sample. (xx) As per IS-1892 clause 3.6.5.3, drilling for minimum 3.0 m depth inside the rock is essential to ensure that boulders or layer of cemented soil are not mistaken for rock. Drilling in rock will be carried out upto max 5.0 m. (xxi) For open foundations, Calculation of Net SBC at 1.5 m, 2.0 m, 2.50 m, 3.0 m from shear as well as settlement criteria. SBC value shall be calculated based on C-Phi analysis as well as SPT value. For calculations formula given in IS : 6403 shall be used. (xxii) If pile foundation are required then depth of piles shall be mentioned and pile capacity in compression, uplift and lateral loads shall be given for 300, 400, 450, 500 dia for under reamed piles & for 450, 500, 550, 600 mm dia for long piles. (xxiii) Recommendations regarding type of foundation to be adopted & Net SBC/Pile capacity to be adopted. Also recommendations shall be given regarding stability of soil and soil stabilization required, if any. (xxiv) Bore hole and trial pit positions duly marked on plan and their distance from adjacent prominent reference point. Plan of bldgs shall also be marked in plan and signed by the consultants. (xxv) Bore log and trial pit details shall be as per Appx D of IS 1892. N values depthwise shall also be shown in bore log detail duly signed. (xxvi) Structural effect to the foundation and stability of existing 01 No over head water tank adjacent to proposed site due to excavation and construction of New bldgs to be ascertain, and recommendation for levelling/compacting/landscaping etc to be catered as per test report. (5) No water will be supplied by the department for carry out the soil investigation test. Contractor/Consultant will make their own arrangement of water.

Shree Hari

GEO DESIGNS AND RESEARCH PVT LTD

INERTIA ENGINEERING SOLUTIONS

Sai Geotechnical Lab

C B ENTERPRISE