CONTENTS At A2 AS A4 AS INDEX FOR APPENDICES Borehole Location Plan Boring Log Laboratory Test Result Table-1 (Allowable Bearing Capacity of Shallow Foundation) Table-2 (Allowable Bearing Capacity of Single Pile) SL = a PAGE NO. 1. Introduction 03 2. Methodology 03 2.4 | Scope of work | _03 2.2 | Field works ~ _ 03 2.2.a_| Exploratory boring drilling 03 2.2.b_| Standard penetration test _03 2.2. _| Extraction of soil samples _ | 04 2.3 | Laboratory tests __| 04 2.3.a_| Natural moisture content oa 2.3.0 _| Particle size distribution 04 2.3.c_| Atterberg limits 04 2.3.d_| Speaific gravity test a 05 2.3.e_| Direct shear test _ 05 24 _| Physical properties 08 2.4.a_| Ground waler table (gut) a 2.4:b | Correlation table of soils based on of SPT values | _05 _ 2.4.¢ | Values of approximate unconfined compressive 06 strength i.d_| Values of Unit Weight and Angle of Internal Friction “06 Correction of the SPT values 06-07 Evaluation of bearing capacity of foundation 7 Shallow foundation [08 Deep foundation o9 sonclusion _ : ay [Recommendation [eee1. INTRODUCTION: areeeeraat cori conception about the subsoil parameters of any project site is structure, so th 'y for proper planning and designing the foundation of the concerned 80 that the structure after its construction would remain safe and stable during the life span of the structure, NATIONAL BORING & FOUNDATION is a geotechnical firm located in Dhaka has executed the soil exploration task on i site of Khatian No. - 364, Dag No. - 1248, C. S. Dag No - 87. R S Dag No. - ME P.S. ~ Savar, Dist. - Dhaka, Bangladesh NATIONAL BORING & FOUNDATION sent SPT team for the Team leader of SPT team contracted with representative of client selected land and locations for field test field test at the site. for recognizing the 2.1 Scope of work: The main scopes of this investigation work are: a. Execution of exploratory borings, recording Position of ground water table. b. Execution of standard penetration test (SPT) at an interval of Sit depth uth colsetion of disturbed soil samples up to the final depth exploration of each boring. c. Preparation of the final report wit of soil stratification sub-soil. d. From the field tests and laboratory tests, capacity value for design shallow foundation. ©. Fer looce and soft strala, from the field tests and laboratory tests, scope relouation for the skin friction and rearing values for design deep foundation. 2.2 Field works: All the field works and field tests were conducted as per standard procedure as laid down in ASTM specification are as follows. a) Exploratory Boring Drilling: ash boring method. A hole was started by driving vertically a Je izaneter steel casing into the ground to some depth and then the formation ground casing was broken up by repeated drops of a chopping bit attached to the lower and of Griling pipe. The upper end of the same was forced at high pressure through pores of the chopping bit, and returns to the surface through the annular space between drilling pipe and the side of the casing or hole, carrying with it the broken-up soils. In this way Biting is advance up 10 a level of 6° above the depth, where SPT-N value has to be executed b) Standard Penetration Test: Standatd Penetration Tests (SPT) have been executed in all the bore holes at § ft ‘ntervals up 10 final depth of boring. In this test, a split spoon sampler of 2° out diameter and 1-3/6" inner diameter is made to penetrate 18 inches, into the soil by drops of a hammer weighting 140 Ibs (63.5 kgs) falling freely for a height of 30 inches. Numbers of blows of hammer required for penetration of each 6" length of the sampler dre recorded. The number of blows for the last 12 inches penetration of the total 18° is known as the Standard Penetration Value (N-values) as specified SPTN value is plotted with particular depth a by SS TManalie of sub-soil stratification and hall works including detailed description scope of calculation for bearing Drilling was executed by wé©) _ Extraction of soil samples: I Disturbed soil samples were collected at 6 ft inlervals and at every change of sol strata by split spoon sampler. These soil samples were studied visually and the soil classification were done to prepare strata chart of soils up to the explored depth. Before collection of samples, the hole is wasted and cleaned the drill pipe with help of an adapter and is lowered into the hole. The sample is then pressed down into the ground in one rapid continuous top is filled with soil sample. 2.3 Laboratory tests: All laboratory tests were conducted on soil samples collected either in the disturbed or in the undisturbed state. All tests were done as per ASTM procedures, are as follow a. Natural Moisture Content: The Water content of a soil sample is the ratio of the weight of the water in the sample to its dry weight. It is usually expressed as a percentage. The soil sample is weighted both in natural state and in oven dry state and the moisture content is calculated by dividing the loss of weight of the sample by its dry weight b. Particle Size Distribution: The object of grain size analysis is to determine the size of the soil grains, and the percentage by weight of soil particles of different particles size, comprising a soil sample. The process consists of either sieve analysis or hydrometer analysis or both The hydrometer analysis is adopted for sample passing sieve No. 200. For hydrometer analysis, 50 gm of the oven dry sample is thoroughly mixed with required quantity of water in a calibrated glass cylinder. In order to avoid flocculation, a little dispersing agent is adding. The density of the suspension is measured at specified time intervals, by means of a hydrometer or special design. At any particular time the size of largest particle remounting in suspension at the level of the hydrometer can be computed by means of Stocks law, where as the weight of the particles finer then size, can be computed from the density of the suspension at the sample level. The mixture is washed through U.S standard sieve No. 200 and the fraction retained is dried. The friction retained of each sieve is weighted for calculation of the percentage of different friction, The results are represented by cumulative curves plotted on semi logarithmic graph paper, cc. Atterberg Limits: Physical properties of clay are greatly influenced by water content. A given soil behaves as a fluid or a soil or, as plastic materials, depending on how much water it contains. The water contents that correspond to the boundaries between the states of consistency are called as the Alterberg limits. Liquid limit is the minimum water content at which a clay soil just starts behaving like a fluid. It is determined with the help of Siandafd liquid limit device. The plastic limit is the minimum water content at wh es soil is just plastic and is determined by rolling out a soil sample at a slowly decre: ich a water content until, the desired water content is reached, at which a thread of 1/8 rot diameter just begging to crumble. The thread is rolled on glass plate with hand 8 inchThe mocae te avity Test: the unt weight of 2 Sie cates 2s 2a rte J te wrk weg ES Be eT arte oven died nee Naer. To determine te soxctee gots Sl OE z gare Bycrometer ian erst calibrates Ree Poured inside Fe pycremeter rt ts toe & sightty salons Te baubles. More wane SD onNe ten tolled Porous ty © cree “2 iia Te aE feCOrded and Bre besa crn aided 10 mintene 1 owernits. OS eroears 6 ter 'S weottes Tre seofic y2" aque oy Ge (GW) Ow wy Vihere. YE 7 Specie granty of mater 2 'C 4, = The weight of over dry sal (5 9-= B= Weight of fask + sol + water W = Weight of flask + water e. Direct Shear Test: Direct Shear test can be Perrmed for tot coresicn less & coresve sal determine shear strength, angle of interral frcton. reson c woume Serge at The test is done in a direct shear machine which consists of 2 normal (eaarg S20 shearing device having diameter 825 am and negrt 254 on. orauiar bon sic. TE rate on shearing displacement of sample approrimatcly 10 wm per mine = determined. The results of 2 direct shear test on 2 cohesion less & cotesive sal car be presented in a summary table & by svesssvan axe 4 svess svar Ouve normally consists of shear stress: vanous sea Ssciace™ con re wréstutes and the remolded tests under 2 specifed normal Icad. The normal icad usually wares from 13 ka/o"" to 1 kal". Another curve of normal svess verses Stearn Svess «will give angle of intemal friction and cohesion for cohesive Sot 2.4 Physical properties: The overall physical properties of the sub sol formation of he prect aes have Deen evaluated on the basis of 03 (twee) boring exencrg up to depm of S10 reve Deen Sclected and pointed out by the owner. The physical pravertes of ine vestigation ste may be discussed as follows: 3) Ground Water Table (GWT): round water table has been identified in each norencie & Of The g b) Correlation table of soils based on of SPT values: Two tables for Nom-Cohesive and Cohesive Soils Based on N-Vaives as beiow. ‘sues of approtimate unconfined compressive sirerggh based on Nevalues oF oeweie aon (ator K Terzagh and RE. Peck) eelTable No:- 1 ae Condition Unconfined compressive Remarks — Ly Z _ strength, Tsf [Bellow 2 | Very Soft Bellow 0.25 7 24 Soft 0.25-0.50__ [ aa Medium 50-100 ~| To be used with Cc -00-2.00 i [15-30 Very Stiff 2.00-4.00 onreme canton Over 30 | Hard Over 4.00 In the above table the shear strength of cohesive soil is equal to % of unconfined compressive strength and the angle of shearing resistance of that soil is equal to zero It should be remembered that the correlation for cohesive soil is always much reliable. es of Unit Weight and Angle of intemal Friction of Non- Cohesive soil based on @) Valu Nevalues (1948 K. Terzaghi and R.B. Peck): Table No:- 2 N- Condition | Relative density | Angle ‘of internal | Moist unit Wt. in | Values % friction gic. ‘04 | Very loose 0.0-0.20 25°-30° 4.12-1.60 i410 [Loose _ 30°-35" 1.44-1.84 40-30 | Medium 36°-40° | 1,762.08 130-50 Dense 060-085 | 40°45" Over | Very Dense 1.00 45° 50. n's sand. For silts sands the bearing ‘juced by study of grain size classification and app\ving Table close 0 bottom of foundation the bearing values Should be reduced to half. The bearing values are, however, not affected by the water fable to a depth greater than 1.5 bearing capacity bellow foundation level, bearing capacity being least dimension of the table may be reduced by linear interpolation. The tabulated values apply for dry/moist cohesio capacity values must be re judgment. Collection for water 3. CORRECTION OF THE SPT VALUES Field SPT values have been corrected for overburden pressure and Dilatancy. For coarse, cohesion-less soil according to Bazaraa (1967) (4°N)/ (142*Po') when Po'< 1.5 ksh N' = (4*N)/ (3.25+0.5°P.') when Po'> 1.5 ksf In very fine or silly, saturated sand Terzaghi & Peck (First Edition, P-426) recommended that the penetration number be adjusted in N is greater than 15 as Nt = 15+0.5*(Nr-15)4. EVAI LUATION OF BEARING CAPACITY OF FOUNDATION a) Shallow foundation foe Soil, the criteria for finding Bearing Capacity is based on the may be wget strength and there the soil is assumed as purely cohesive soil of caleuiated mated from the corrected SPT values. For granular sol f cet be corrected §| mM ~@ & c values obtained from direct shear tests or from based on PT values. On the basis of above criteria, the Bearing Capacities of He foundation have been evaluated according to Terzaghi, (Appendix A4: (TABLE- According to Tarzaghi's formula: (For cohesive soil) 1. Square footing: Qu = 1.2c'Nc + yDNg + 0.4yBNy 2. Circular footing: Qu = 1.2c'Nc + yDNa + 0.3yBNy 3. Strip or Continuous footing: Qu = c'Nc + yDNq + 0.5yBNy For purely cohesive soil, Tarzaghi assumed, @ = 0, c= and the bearing capacity factor are as follows: (for general shear failure), Nc = 5.7, Nq = 1, Ny=0 Tarzaghi (1943) proposed a bearing capacity formula: Quit = C Ne Sc + y DI Nq + 0.5 y B Ny Sy Where Sc & Sy are shape factor. Tarzaghi assumed, c=0 kg/cm” Also these are as following: b) Deep foundation: Whenever necessary Deep Foundation, preferably Pile may be used. To evaluate skin friction and end bearing capacities following formulae may be used- According to Meryerhof for non-cohesive soil fsu = 4*N/200 tsf gpu = 4°N tsf , when soil is not purely sand rather presence of some silt materials are Howeve! : ns may be modified as per observation of Schmertmann (1970) found, above relatio fsa = 3*N'/200/F.S tsf (F. S = 3.0) gpa = 3'N'/F.S tsf (F. S = 3.0) ‘According to modified formula of M. J. Tomlinson (1971) for cohesive soil fga = 3*N'/100/F.S tsf (F. S = 3.0) gpa = 3*N'/6IF-S tsf (F. S = 3.0)TABLE NO:. THE FIELD Pa ae CAPACITIES OF THE SHALLOW FOUNDATION FROM 1 LABORATORY TEST (F.S.=2.50) Boring No.- 04 La Depth Bearing Capacity (Tsf) in Correctes . For meter feet SP feu mth + For Circular or | Continuous a square Footing | “rooting 304 S00 8 3.00 isa 421 aot 10,00 14 74.00 273 2.14 15:00) 16 15.50 a2 244 6.08 20.00 14 14.00 2.95 233 Boring No. 02 1.52 5.00 3 : ‘9.00 172 136 3.04 10.00 1 11.00 2.19 172 456 15.00 13 13.00 267 2.09 6.08 20.00 45 15.00 3.13 2.47 NOTE: 1) the Bearing Capacity Factors have been taken from Terzaghi's Bearing Capacity Factor Table. 2) The derived values are approximate. Structural! foundation engineer is free from any obligation to use these values. He/she can refine/calculate, taking the soil parameters obtained from field & lab tests. 3) Ground water level was considered at GL. 4) Inclination factor, ground factor & base factors have been considered as 1 in calculation of bearing capacity equation 5) General shear condition considered with conservative angle of friction.AS _ Bearing Capacities of Pites from the SPT and Tam ree test parameter The unit kin friction an the end bearing capaciis forthe bored piles In 18 ne dia (FS = 3.00) — ee Boring No.-01 ome cum Comected ‘Alowabie | Total | Alowable | working geo [enh | LY Ts py] SPT. | average| skinFrcton | Mlowable, | EC ‘Beating Valuen- | “Spt eee | un rncion | Capac (ts) TES | Gas oars. | Qa=aNir S meter | a = Ce Ta is | s_[so["e 8 063 063 18.86. 305 10.00 “4 173 2.36 33.00 es1_{ 8 [son 155 232 468 36.54 3.10 {5 _} 20.00 14 2.32 699 33.00 762 |" |2500| 415 i 228 927 35.36 14 | 5 | 30.00 185 263 1190 4361 sos7 |_5 [3500 24 3.10 wor | 4950 | x219 | 5 [4000 24 354 | 1884 56.57 13.72 | 5 | 45.00 325 4.44 22.98 76.61 1524 | 5 [sooo] 50 | 325 = 2303 | 7661 | a Boring No. -02 __ F ‘Aiiowabie cum | Comrected ‘Alowssie | Total | Allowable | “working 1 Hoenn | Com | gp] “Sei | Aveeoe | ShnFreton | Alonabie | End Bearing | “road depth depth vas | SPP’ |aavoawe's. | SkinFretion | Capacity |For cast (netsya Tat | Gas02NF's. | aacare's. | For Cas meter | ft | & | no | no 10 Ton 152 | 5 | 500 | 9 2 45 ont [305 | 5 [1000] 44 [11 10 | 157 as7 | 5 [1500/13 | 13 | 12 1.89 610 | 5 |zo0o| 15 | 15 rr 220 762 [5 | 2500] 18 | 165 | 1575 | 248 a1 [5 3000] 19 | 17 | 675 | 263 | iosr | s | ss00 26 | 218 | 1925 | 300 3 f4000] 37 | 26 | 375 | 373 1372 [5] 4500[ 48 | 31s | 2875 | 452 1524 [5 [so00| so | ses | 22 502 ote 5. tae Alowabl vale ofthe sin ton a Eas AtSbte vale ofthe pil end bearing capacty > Sbr gpvaes ae coveted win ctaioton SET OD values ars have boon halved in making prekinary estimate a + Revotseritarine ng rcninar estimate about te caning capacity of a Bored RC.C «pam e cas of pat sod the vats a the cabasion have ben blind fom the SPT val cnt cae ool sa and eps ae fx ven les For bed ple values may be aken as hated estimate ed in making preiminary @_FRIMB, vas are approxmate.Stucuraioudaton engine's te tom any olgaton | Te essai taking the sl parame bled Kom fod & lo test use these values, Helshe nae recall mal bean capac presented inthe reper are based on Weaized condi ‘This is, in most feld conditions, not true. Soil profiles are not always homogenous and isotropic. 'S of soil profiles, Tris: Cuperience and judgment are always necessary in adoping proper soi! Soll parameters to use the ca (culation of tiimate bearing capacty, Viet = 2kst = 1.09 Kalom?, 1Ton = 1000kg = 2000 Lbs, EGIL + Existing Ground Level12.0 CONCLUSION & RECOMMENDATION: CONCLUSION: The ov % suitable for tee ebtigation rosulls of the site defines, that Shallow Foundation is 1e best economic and structurally safe of the project RECOMMENDATION: @ basis aforesaid condition, th i the following recommendations are Tae por ce(ste Storied Residential Building At Khatian No. ~ 364, Dag No. ~ ist. - No, ~ 87, = - — Savar, Dist. ~ Dhaka, Bangladesh, 8. Dag No. - 97, Mouza ~ Bagsatra, P. S. ~ Savar, pn bearing capacity of soil Under the Bh-1 to Bh-2, Considered as Isolated ‘olumn Footing (Shallow Foundation) in the Following Way: To bo Considered 1.50 Tsf. (F.S. = 2.50) at a depth 7'-0" from the E.G.L. Note. a) 1Tsf = 2ksf = 1.09 Kg/em’, 1Ton = 1000kg = 2000 Lbs, E.G.L. = Existing Ground Level. b) The theories on the ultimate bearing capacity presented in this report are based on idealized conditions of soil profiles. This is, in most field Conditions, not true. Soil profiles are not always homogenous and isotropic. Hence, experience and judgment are always necessary in adopting proper soil parameters to use the calculation of ultimate bearing capacity. ) Pile load test should be confirmed by plate bearing test other wise pile bearing capacity consider half However, the design Engineer may select any other alternative type, depth as well as the bearing capacity of the foundation in the light of information provided in this report. GR MD. SHAHEN Bise Lugiveer Civil BUETT Meakin No: UL4789 (EB). jeotechnical Engineering Bvs200ole 1VOS OL LON & Ha | a aT zg < OL fa cua 8 2 : | “esovrowe wo ise wwe. vveove- SLNIOd 31OH34OS TO | Seu eT ON OLS S Sor, Ou owe me Ga nwuvie Sis | JO NOLLVIOT ONIMOHS N¥Id NOILVGNNO4 2 ONINOS TWNOILUN |NATIONAL BORING & FOUNDATION BITE = KHIATIANNO.— 364, DRGNO.~ 1238, 5, DAG NO. = 67,78. ONGNO JAGSATRA, P.S. = SAVAR, DIST, = DHAKA, BANGLADESH. Bore Hole No.01 Frype of driting: Manual drive (Hand Wash) Fre taken on top of Garpoting road, TBM = 100.00 : e i l/s h 2 Z| otscrstionor | 3] 2 SPT Grap f BF] cvssiteatoniuan | 5) 8 : g oe mo a oom 99 105 12D FD = JE 1 oc -. Radgish with medium to SUIFCLAY with some sit | 14 a 458 es VW, 0 oe Ds Yellowish Brown with medium to stiff SILTY CLAY with some sand 760 912 Yellowish Brown with ay Gense to dense compact [55 2 fine SAND with trace silt 216 12.19 | 40 1368 1520 16.72 1824 1975 21.28 22.80 Cee 25.04 2736 2.08 3040 3192 Ko Falta | [SAND SAMPLES co GTTYCLAY SAMPLES PZZ_°NOISTURBED SAMPLESNATIONAL BORING & FOUNDATION RTT AIAN WO = oa, DADO ~ 1048, RDN 87, DAGNO.~ ACHAT, P= BAYAN, DIT. ~ DHAKA, BANGLADESH ore Hole No.02 Typo of dritingy Manual drive (Hand Wash) 7400.00 Wonther Discription of Classification (Visual) Water Content % vats medion ‘if CLAY wath soma st Boa A 600 on Yellowish Brown vith 60 Imeem to sil HY CLAY wah some sand 10 ox ‘] Yellowish Brown with ee dense to dense compact fing SAND with trace sit 210 BEE z}ele]e] | sampie type 130 120 | HEH wn 1024 1976 a2 nw a2 25.04 2038 208 040 3192 mae HHH 490 nan00's6 = (yo / Sql) Asuap Aug aL 9%) JUBIUOD BINISIOW) ob = aunytey ye UyBuajS Usa Zv'2 — (ys / uo) Buns anissaiduiog PauyuooUN V'S'd NISSANLS LNASSYd oe sb oo Ss _ 0 Lt TTT L TI | 1 I ttt { Pty) { [J 2 v1 | | I n a aD xi = a n on z > 2) Pe = a | 098 0},2-Hidad |-N “ON AIdNVS +- "ON 31OH 3808 \ ag SZOONS ‘IMO 1810 wAYS s NOILVaNNOd Ges $5 Bel ONoVG vac” NNN” 2115 |_LSSL NOISSAYdINOO GSNISNOONN °8 ONINOS TWNOILUN~ (yo / Sq) Aysuep Aug ay = (%) JUaIUOD auNsIOW gl ~ aunjia} ye UBuaN|s |uasadd p22 (ys / uo}) yBuanys anissardwiog pauyuooun \'S'd NI SSHYLS LNSSSed oz. SL OL S 0 5 i I [ | | | TT oF | | it CZ al | Cyt 2. | I | [ oO 1 a Til a x TV |fn che ot Crs TT len 2 Ce | i | LT I 5 I | SPL OV,€b-H1dad 1-1 ON STdVS Z- "ON S1OH SuOS nsSoVoWs PMG" ISG ENS S OO NOILVaNNOS SRR OR SALTS | 131 NOISSANdWOO GANISNOONN °8 ONINOS TWNOILUN3 = vet z i : ® PRERENT SERERR IN A ovanteagh QC NS BERRA ISS a AN Papi MIRE AL REE x Advanta ead (he) ‘ Gary atavaity (tia el) we en “« x a x