CE 271022 /1 REPORT ON MODULUS OF SUB GRADE REACTION TEST [PLATE LOAD TEST] [2.5LAKH LITRE CAPACITY SUMP GLSR] LOCATION AT APTIDCO HOUSES GUDIVADA, KRISHNA DISTRICT CLIENT: APTIDCO, GUDIVADA & CONTRACTOR: M/S K M V PROJECTS, HYDERABAD DEPARTMENT OF CIVIL ENGINEERING V.R. SIDDHARTHA ENGINEERING COLLEGE VIJAYAWADA - 520 007CONCLUSIONS: Based on the load tests data; the followiiig recommendations are made: 1. ‘The Plate load test results are presented in Table 1 2. The shape of the curve indicates the soil is partially cohesive soil, ‘corresponding to C- type as per IS: 1888-1988 3. A safe bearing capacity of 30.0 Vim? is proposed for the Prepared ground surface (Granular Sub Base) course at the foundation level ie 2.00 meters level below existing ground level in Gudivada Muncipality, aE DrT $ Rambabu Head Civil Desi Sx cipal ASSOCIATE PROFESSOR Professor & Head (Student Affairs & Civil Engineering Departmen Dept. of Civil Engineering Civil Works Consultancy, VRSiddhartha Enginccting College yp gis.syartha nee aera tecees et. res VISAVAWADA-S3! \VUAYAWADA-520 007.TABLE 1: RESUL; pe TS OF PLA’ Location TE LOAD * Gudivada Munici Size of the Plate : tsididiomeaees Method of test + Maintained Load Method Depth of test ? *2.00 metres level on G $B Layer Date of test : | + 26.10.2022 Sensitivity of dial = 001mm | Type of Soil + on developed ground lied load then ae | (tonnes) | Division ae ee ae a 0.84 54 0.54 ob Pa oe ae a ae 0.70 | ai 1os_| 1.08 so = 123 1.28 146 1.53 1.67 he 1.95 4.10 450_| 450 Ast asi | agi ae Total Settlement =4.89mm foraload of —_14.28tonnes Ultimate or failure Load = 14.28tonnes Ultimate bearing capacity = 14.28/0.30? = 158.66 vm? Safe Bearing Capacity = 158,66 / 5.0=31.6 tm? Safe Bearing Capacity = 30.00 t/m? on prepared ground pow DrTSRambabuial gauges of sensitivity 0.01 mm placed on immovable supports. The load was ‘applied by means of hydraulic jack and the reaction to the jack was provided by means of loaded gravity platform (Refer the photo — test set up and other arrangement] The settlements were recorded by means of two dial gauges of sensitivity of 0.01 mm placed on immovable supports placed on the opposite of the test plate, The test was carried out by applying a series of vertical downward incremental loads of 1.50 tonnes. The displacements in each loading stage were measured till the rate of displacement of the plate as stipulated by the code namely not less than one hour or upto a time when the rate of settlement gets appreciably reduced to a value of 0.02 mm per minute, The load was maintained by least 30 minutes, The results obtained from the load test are presented in Table-1. ‘The plate is loaded up to failure or up to the load corresponding to 25/ 50 mm total settlement. The Plate was loaded up to 14.28 tonnes and the corresponding totalSS ES eee settlement was found to be 4.89 mm, The test lad ie 14.28 tonnes was maintained for a period of 1 hour and then the plate was unloaded. The net setlement will be 3.275 mm.. SAFE BEARING CAPACITY OF SOIL Size ofthe Plate =300 mmx 300 mm The following relationship for the settlement is used to find the settlement of the plate as per IS: 1888 ~ 1982 for a given Size of the foundation in sand Sr= Sp [B(Bp+0.3)/Bp(Br+0.3)P - Equation 1 For an allowable settlement, the plate settlement Sp can be calculated using the above equation. From the load — settlement curve of the plate load test, the load corresponding to the plate settlement obtained, the allowable pressure intensity to the selected foundation size can be estimated Ultimate or failure Load = 14.28 tonnes Ultimate bearing capacity = 14.28 /0.30? = 158 t/m* Factor of safety against shear failure = 5.00 (prepared ground) Safe Bearing Capacity of soil = Ultimate bearing capacity/ Factor of Safety = 158 /5=30 tim* Safe bearing eapacity from Yield load eriterion can be taken as= 30.0 t/m? mw, Dr. TS RambaburH ene eS REPORT ON PLATE LOAD TEST - FOR PROPOSED 2.5LAKH LITERS CAPACITY SUMP GLSR APTIDCO HOUSES, GUDUVADA, KRISHNA DISTRICT- ANDHRA PRADSEH [On Developed Ground with Geogrid + Geocell + G § B layers} INTRODUCTION: MIS APTIDCO, Gudivada and M/s K M V Projects, Hyderabad requested the Civil Engineering Department of V.R. Siddhartha Engineering College, Vijayawada to ‘Conduct Plate load test and to recommend safe bearing capacity for the proposed 2.5Lakh liters capacity Sump GLSR at APTIDCO Houses, Guduvada, Krishna District, Andhra Pradesh on developed ground (Ground Excavated 2.90m filled with M Sand up to 250mm depth + Geogrid + 250mm M sand + 00mm GSB + Geocell 100mmthick + 500mm G SB, a total of 1600mm thick filling) through M/s KMV Projects, Hyderabad at ‘a required level fixed by Department. PLATE LOAD TEST: @ + 1.50 m level The Load Test is conducted at the test location of Gudivada Municipal Area in Krishna District, Andhra Pradesh. The test was conducted at + 1,50 meters below the existing ground level, developed ground ( Ground Excavated 2.90m filled with M Sand up to 250mm depth + Geogrid + 250mm M sand + 500mm GSB + Geocell 100mmthick + 500mm G SB, a total of 1600mm thick filling). The Load test wasa CE 271022 / 1 CONCLUSIONS: Plate Load Test No.: 1 Date: 2641 Based on the load tests data, the following recommendations are made: 1. The Modulus of Sub Grade Reaction load test results are presented in Table 1 2. The Load Vs Plate deflection curve is given in Figure 1. 3, The load — deflection curve is linear and straight line 4. A modulus sub grade reaction, K — value of 8.324 kgficm?/cm is obtained from the plate load test for the proposed construction of 2.5Lakh liters capacity Sump GLSR at APTIDCO Houses, Guduvada, Krishna District, Andhra Pradesh, i: es ; a Professor & <=> Deal ASSOCIATE PROFESSOR Propgeeet © eases & Civil Engineering Pepartinert Dept. of Civil Engineerin~ ks Consultancy v.R'Siddhartha Engineetit fam V.R.Siddiartha Engineering Co: :e unswdnata neti Cv. \! ) VIJAYAWADA-520 007 vibiveaniesay Gon(CE271022/1 REPORT ON PLATE LOAD TEST [On Developed Ground with Geogrid + Geocell +GS.B layers] LOCATION AT APTIDCO HOUSES GUDIVADA, KRISHNA DISTRICT CLIENT: APTIDCO, GUDIVADA & CONTRACTOR: M/S K M V PROJECTS, HYDERABAD DEPARTMENT OF CIVIL ENGINEERING V.R. SIDDHARTHA ENGINEERING COLLEGE VIJAYAWADA - 520 007‘TABLE 1: RESULTS OF VERTICAL PLATE: + proposed construction of 2.SLakh liters capacity Sump GLSR at APTIDCO Houses, Guduvada, Krishna District, ‘Andhra Pradesh Size of the Plate Gi css anh Soi ct Method of test ‘Nilhd 1 Nhs ob ek ges entlon eee + Loaded Vehicle supported clear of the test plate Date of test + 26102002 Sensitivity of dial + 0.01 mm ‘Type of oil jectenoplgnedl Load Measurement Proving Ring of 10000 kgfeapectly 84 division = 1000kgf [Toad | __ Total Downward Settlement of the plate (mm Deflection | Deflection | Deflection Sol Rega eS 2S 2 eee [es [bms [as | ss | mo [on | so [se | so | 2 | 2 | [ms | aes | 75 | [250] sest_| [37s_| aes | [ao | s236_| Loss| 15565 | Load corresponding to 2.25 mm settlement = 4597 Kf Ka Value {uncorrected} = [4597/ (417.86 x 0.125)|~ 8324 kademlem K-~Value after correction = [45977 (4417.86 x 0.125)] = 8.324 kgfem*/em DrTSRambabuof three dial gauges of sensitivity 0.01 mm placed on immovable supports uniformly spaced at 120 degrees. The load was applied by means of hydraulic jack and the reaction to the jack was. provided by loaded vehicle. In between the beam and jack, Proving Ring of 10000 kgf ‘capacity is placed for the measurement of load and pressure as per IS: 9214 — 1979. ‘The settlements were recorded by means of three dial gauges of sensitivity of 0.01 mm placed on immovable supports placed 2.0 m from the test plate. The test was carried out by Method II as specified by IS : 9214-1979. ‘The test bearing plate is first seated by applying a load of 310 kef equivalent to a pressure of 0.07 kgf/cm? and released it after few seconds. The deflection dial gauges and the proving ring dial gauge are set to read Zero. Then a load sufficient to cause approximately 0.25 mm settlement is applied and when there is no appreciable increase in settlement ( when the rate of change of increase in settlement is less than 0.025 mm/ min.), the readings of the three deflection dial gauges are recorded. The load as measured by the proving ring is also recorded. The load is increased with an additional settlement of approximately 0.25 mm, The load and deflections are recorded. This procedure is repeated until a total settlement of not less than 1.75 mm has been produced. ‘The results obtained from the load test are presented in Table-1. ‘Computation of K value from the load test: Generally, the modulus of subgrade reaction is proportional to the deflection ie the pressure — deflection relationship is linear. K value will be the slope of this linear relationship. K-value =p /0.125 in kgf/cm’/em - @)ET Where, p = pressure load intensity corresponding to deflection of plate of 1.25 mm ‘The following corrections are applied before a final value of Sub grade reaction “K” is evaluated. 1. Correction when using plates smaller than 750 mm diameter 2. Correction of Load — Deflection Curve — This correction should be necessary if the value of Ku is 5.55 kg/cm?/cm or more. 3. Correction for Bending of the plates. 4. Corrections for saturation A graph between Load and the settlement of the plate was drawn (Figure- 1) to assess the Modulus of Sub Grade Reaction, K - value. The relationship is linear. Load corresponding to 1.25 mm settlement = 4597 kef Ku— Value [uncorrected] = [4597/ (4417.86 x 0.125)] = 8.324 kgf/em"/em K-- Value after correction = [4597/ (4417.86 x 0.125)] = 8.324 kgflem*/em. DrTSRambabuREPORT ON PLATE LOAD TEST —- MODULUS OF SUBGRADE REACTION AT AT APTIDCO HOUSES GUDIVADA, KRISHNA DISTRICT FOR 2.5LAKH LITRE CAPACITY SUMP GLSR INTRODUCTION: MIS APTIDCO, Gudivada and M/s K M V Projects, Hyderabad requested the Civil Department of V.R. Siddhartha Engineering College, Vijayawada to conduct Plate load test and to recommend safe bearing capacity for the proposed 2.5Lakh liters capacity ‘Sump GLSR at APTIDCO Houses, Guduvada, Krishna District, Andhra Pradesh on developed ground ( Ground Excavated 2.90m filled with M Sand up to 250mm depth + Geogrid +250mm M sand +.500mm GSB +Geocell 100mmthick + 500mm G SB, a total of 1600mm thick filing) through M/s KMV Projects, Hyderabad at a required level fixed by Department MODULUS OF SUB GRADE REACTION LOAD TEST: “The Load Test was conducted at the test location of the proposed proposed 2.SLakh liters capacity Sump GLSR at APTIDCO Houses, Guduvada, Krishna District, Andhra Pradesh on developed ground ( Ground Excavated 2.90m filed with M Sand up to 250mm depth + Geogrid + 250mm M sand + $00mm GSB + Geoeell 100mmthick + $00mm G SB, a total of 1600mm thick filling. The Load test was done as per IS: 9214 — 1979specifcations. The Size af the plate wil be 750 mm diameter circular pat and 30 mm thick. The test was conducted in the presence of ATID C 0 Department in charge on 26.10.2022, ‘The reaction forthe vertical compression load test onthe plate was obtained by means of Loaded Vehicle supported clear of the test plate. ‘The load was applied by means of dau Jack trough beam ofthe Jaded vehicle. The setlements were recoded by means