230 American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) ISSN (Print) 2313-4410, ISSN (Online) 2313-4402 © Global Society of Scientific Research and Researchers http://asrjetsjournal.org/ Database of Dynamic Soil Properties for Most Iraq Soils Qassun Sa'ad Al-Deen Mohammed Shafiqua*, Murtadha A. Abdulrasoolb aUniversity of Al-Nahrain/College of Engineering/Civil Engineering dept.,Ass.prof. Dr., Iraq bUniversity of Al-Nahrain/College of Engineering/Civil Engineering dept., B.Sc., Baghdad, Iraq aEmail: qassun@yahoo.com bEmail: alsaffar.murtadha@gmail.com Abstract Earthquakes in Iraq has become a better knowledge after 1900 for amounts ranged from 2.7 to 7.2 ML within geographical boundary of the seismicity map of Iraq with a majority of crustal depth shocks ,there is a general characteristic and an increase in seismic activity in Iraq from the south to north and from west to east. Due to the location of Iraq on one side of the Arabian tectonic plate which earthquakes existed.The analysis of foundation vibrations and geotechnical earthquake engineering problems in civil engineering requires characterization of dynamic soil properties using geophysical methods. Dynamic structural analysis of the superstructures also requires knowledge of the dynamic response of the soil-structure, which, in turn relies on dynamics soil properties. The main objective in this study is to prepare a geotechnical and geophysics properties to build a database for different zones in Iraq (North, Eastern North, Western North, Middle, West, East, Western south, Eastern south and South) and different soils. From the data collected it has been observed that the average shear wave velocities were ranged from (274-1467) m/s in the North, (145-733) m/s in the Eastern North, (292-701) m/s in the Western North , (111-507) m/s in the Middle, (372-398) m/s in the East, (257,1164)m/s in the West, (198, 659) in the Western South, (111,420) in the Eastern South, (102,627) in the South of Iraqand The average compression wave velocities were ranged from (8077-2902) m/s in the North, (514-2606) m/s in the Eastern North, (714-1335) m/s in the Western North , (322-1544) m/s in the Middle, (976-1076) m/s in the East, (730,2835)m/s in the West, (198, 1659) in the Western South, (377,1167) in the Eastern South, (294,1811) in the South of Iraq. Keywords: Earthquakes; seismic activity zone ; Iraq ; soil properties; compression wave velocities; ear wave velocities ; geotechnical earthquake engineering. ------------------------------------------------------------------------ * Corresponding author. http://asrjetsjournal.org/ American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 231 1. Introduction Iraq is located in a seismic zone is relatively active, and most areas of the country exposed to seismic activity in the past and may be exposed to seismic activity in the future; therefore it is very important to study and analyses the past-earthquakes, The northern zone depicts the highest seismic activity in the country, where the central and southern part of Iraq are characterized by moderate to low seismic activity [1].The engineering properties of the various strata of many geophysical and soil investigation reports for projects in Iraq, and the parameters are evaluated from field and laboratory tests results of the available geophysical and geotechnical investigation reports collected from different engineering resources. Dynamic soil characteristics could be identified from a different domain and / or laboratory investigations, They can also be evaluated using suitable empirical correlations established from earlier standard field and laboratory investigations carried on a particular type of soil [2], in this study the cross hole test and down hole test will be used to create database for the dynamic properties. These test methods are limited of the resolve of horizontally travel pressure (P) and shear (S) seismic waves in the test sites mainly composed of soil materials. Preferably test methods intended for use in important projects and included a higher quality of data that must be obtained. 2. Method to create a database work 2.1 Resource of Database The engineering properties of the various strata of many geophysical and soil investigation reports for projects in Iraq, and the parameters are evaluated from field and laboratory tests results of the available geophysical and geotechnical investigation reports collected from different engineering resources Andrea Engineering Test Labs, National Center of Construction Laboratories and Research (NCCLR), AL-Ahmed Engineering Laboratories and from [3]. The available geotechnical and geophysics reports were collected from different fifty projects like gas power station, cement plant, multi-story buildings, thermal Power plant, water sewerage system, oil refinery and other projects from different locations of Iraq (North, Eastern North, Western North, Middle, East, West, Western south, Eastern south and South) as shown in Table (1) and Figure (1). 2.2 Soil Parameters Investigated for Iraq Soils The soil parameters investigated for most Iraqi soil are evaluated and collected from different resources as mentioned before, these data were taken from geotechnical and geophysics investigation reports, the geotechnical reports had the soil parameters such as; γwet ,γdry, c, ϕ that evaluated by the field or laboratory tests, also these reports had different borehole logs which would description the soil types and gave the depth of water table. The geophysics reports which had the Vs, Vp, Ed, Gd ,ν that been evaluated form the cross hole test and the down hole test . The geotechnical bore hole should be the same for the geophysics bore hole or might be different bore hole but they should be near to each other or collected either from the same borehole or two adjacent ones which have the same soil layers profile. These parameters with their standard units are listed below: American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 232 E : Young's modulus [kN/m2] υ : Poisson's ratio [-] ϕ : Friction angle [°] c : Cohesion [kN/m2] ψ :Dilatancy angle [°] in addition to: γsat : Saturated unit weight [kN/m3] γunsat : Saturated unit weight [kN/m3] Also the dynamic parameters which are collected from the geophysics reports are: Vs: Shear wave velocity [m/s] Vp: Compression wave velocity [m/s] Ed: Dynamic modulus of elasticity [kN/m2] Gd: Dynamic shear modulus or (Rigidity) [kN/m2] Figure 1: Map study of projects and locations in Iraq American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 233 Table 1: The available projects in some locations of Iraq with their site areas and symbols. NO. Zone Site Project Site symbol Map symbol 1 N or th Dohuk Dohuk Gas Power Station N1 1 2 Dohuk JabalKarah N2 2 3 Irbil Building of Electoral Office N3 3 4 Irbil North cement plant N4 4 5 E as te rn N or th sulaymaniyah Chamchamal Gas Power station EN1 5 6 sulaymaniyah Bazyan Combined Power Plant EN2 6 7 Kirkuk Imam zain Al-abden Bridge EN3 7 8 Kirkuk Kirkuk Depot. EN4 8 9 Kirkuk Kirkuk Cement Factory EN5 9 10 Kirkuk Kirkuk North Gas Company EN6 10 11 Kirkuk One June Depot EN7 11 12 W es te rn N or th Mosul Dry Gas Pipe Line for AL-Mosul power plant WN1 12 13 Mosul Al-Hadba Minaret WN2 13 14 Mosul Building of Independent Higher for Elections Commission WN3 14 15 Salah Al-den Baiji thermal Power plant WN4 15 16 Salah Al-den Salah Al-den thermal power plant WN5 16 17 M id dl e Baghdad The Second production Line at East of Baghdad M1 17 18 Baghdad Housing Complex at Al-Rasheed camp M2 18 19 Baghdad Al-Dora power plant M3 19 20 Baghdad Basmayah Project M4 20 21 Baghdad Korean Embassy M5 21 22 Baghdad Al Qudus Gas Turbine Power Plant M6 22 23 Baghdad Al Karkh Pumping Station M7 23 24 Baghdad Al Taji Stadium M8 24 25 Babylon New pumping Station at Al-hindya Depot M9 25 26 Babylon Hilla Power Plant M10 26 27 ea st Diyala Cultural and sport center E1 27 28 Diyala Al-Khalis housing complex E2 28 29 w es t Anbar AKKAS Gas Field W1 29 30 Anbar Fallujah Sewerage System W2 30 31 W es te rn S ou th Karbala Waste water treatment WS1 31 32 Karbala Karbala power plant WS2 32 33 Karbala Karbala Al Abbasia Sacred Shrine WS3 33 34 Karbala Karbala Cultural WS4 34 35 Holy Najaf Qasar Al-dur hotel WS5 35 36 Holy Najaf Al Najaf Al Salam Housing Complex WS6 36 37 E as te rn So ut h Missan Al-amarah power plant ES1 37 38 Missan Halfaya Oil Field ES2 38 39 Missan Missan Oil Export Pipe Line ES3 39 40 Missan Al Amarah Water Intake Depot ES4 40 41 So ut h Al Dewaniya Al Dewaniya Refinery road S1 41 42 Al Dewaniya Al Dewaniya Pumping Station S2 42 43 Al Nasiriya Al Nasiriya Refinery S3 43 American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 234 44 Al Nasiriya Al Nasiriya Water Intake S4 44 45 Al Nasiriya Al Nasiriya Oil Depot S5 45 46 Al Basrah New pumping station at Al-Sheiba S6 46 47 Al Basrah Al Sheiba Oil Refinery S7 47 48 Al Basrah Housing complex at Tannoma S8 48 49 Al Basrah Qarmat Ali Water treatment S9 49 50 Al Basrah Faw Depot Turbine S10 50 2.3 Calculation for the soil parameters As mentioned before the soil parameters such as; γwet ,γdry , c, ϕ are calculated from field tests or laboratory tests in geotechnical reports , and dynamic parameters such as; Vs and Vp are evaluated by geophysical investigations in which other parameters like; E, G and υ are calculated by mathematical equations relationships 𝜐𝜐 = �1/2(𝑉𝑉𝑉𝑉/𝑉𝑉𝑉𝑉)2−1 (𝑉𝑉𝑉𝑉/𝑉𝑉𝑉𝑉)2−1 � (1) G = ρVs 2 (2) Ed = 2 G (1+υ) (3) Figure 2: Relation Between Number of Blowes Per Foot in Standard Penetration Test and Velocity of Shear Waves (after department of defense handbook MIL-HDBK-1007/3, 1997). American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 235 3. The most important Field and laboratory test used in the study 3.1 Standard penetration test (SPT) The Standard Penetration Test (SPT) is currently the most popular and economical means to obtain subsurface information.it used ina great variety of geotechnical exploration projects, in Iraq and throughout the world, one advantage of the SPT tests is that the drillers could collected samples For more classifications and laboratory investigations, the SPT test is Considered the in-situ test [4].Additional advantage to this simple and economical test is a wide range of researches that been doing it to link the empirically values of STP N with geotechnical design criterion Like the intensity the soil, , friction angles, the value of the shear strength, Young's modulus, shear modulus and settling shallow foundations. There aremost importantrelationships between SPT (N blows), relative density (Dr), and angle of internal friction (φ′) are given in Table (2) that used to determine the parameters of the soil. Figure (2)It shown he beneficial relationship between the values of N and velocities of shear wave. Table 2: Relative density and consistency of soil (after Terzaghi& Peck, 1968 and Sanglerat,) SPT(N) Relative Density (Dr) Description of Compactioness Static cone Resistance (qc) Angle of internal Friction φ′ degrees 4 0.2 Very loose Under 2.0 Under 30 4-10 0.2 to 0.4 Loose 4.0 to 6.0 30 to 35 10-30 0.4to 0.6 Medium dense 6.0 to 12 35 to 40 30-50 0.6 to 0.8 Dense 12 to 20 40 to 45 50 0.8to 1 Very dense Over 20 Over 45 3.2 Direct shear test Direct shear test is used to evaluate the shear strength of the soils and the test is suitable for cohesionless soils. The mechanism of this test is by inserted deformation to a specimen at a controlled strain rate on or near a single shear plane determined by the configuration of the apparatus. In general two or three specimens are tested, and each specimens are under different loads and then determined the sear strength of the soil displacement, and strength properties such as Mohr strength envelopes [5]. 3.3 Unconfined compression test The unconfined compression test is used to calculate the strength of the cohesive soil in the undisturbed, remolded, or compacted condition, using strain-controlled application of the axial load.The unconfined compression test provided approximate values of strength of the clayey soil in term of stresses, in otherwise the test been inappropriate for dry sand or crumbly clays the soils would fall apart without some land of lateral confinement [6]. American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 236 3.4Cross-hole seismictest This test consists of two or three drilling boreholes side-by-side, typically with 10 foot (3 m) spacing. Cross- hole-seismic (CS) investigations are performed to provide information ondynamic soil and rockproperties for earthquakedesign analyses for structures, liquefaction potential studies, site development, anddynamic machine foundationdesign. The investigation determines shear andcompressional wave depthversus velocity profiles [7]. 3.5 Down-hole seismictest This test consist of a three component geophone lowered down and fixed against the soil wall using a clamping device so that a good coupling could be made between the instrument and the medium (Davis and Schultheiss, 1980).Down-hole seismic (DS) investigations are similar to the CS method, but require only one borehole to provide shear and compressional velocity wave profiles, down-hole seismic testing is one field test that is commonly used to determine compression-wave (P) and sear-wave (S) velocity profiles in geotechnical earthquake engineering investigations [7]. 4. Site Soil Classification Site soil conditions are important in determining Seismic Design Category and it classified according to to PISC (2013) and FEMA (2010), as shown in Tables (3) and (4) respectively, and the site soil is classified to type (A,B,C,D,E S1or S2) according to Eurocode 8 (2004) as shown in Table (5), site class is determined based on the average properties of the soil within 100 feet (30 meters) of the ground surface. Geotechnical engineers use a variety of parameters to characterize the engineering properties of these soils, including general soil classifications as to the type of soil, (e.g. hard rock, soft clay), the number of blows (N) needed to drive a standard penetration tool 1 foot into the soil using a standard hammer, the velocity (vs) at which shear waves travel through the material as measured by cross-hole and down-hole test. Table 3: Site soil classification (after PISC, 2013 ). Site Class Definition Vs N or Nch Su A Hard rock >1500 m/s _ _ B Rock 760 to 1500 m/s _ _ C Very dense soil or soft rock 370 to 760 m/s >50 >100kPa D Hard soil 180 to 370 m/s 15 to 50 50 to 100 kPa American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 237 E Soft clayey soil <180 m/s <15 <50kPa Each side section thickness greater than 3m for soil profile of the following characteristics: - Plasticity Index PI > 20. - Water content w ≥ 40%. - Undrained shear strength Su<25kPa F Soil types that require a special field assessment 1. Soil exposed to possibility of collapse. 2. Silt and/or clayey soil of high organic content. 3. Clayey soil of very high plasticity index. 4. Very thick clayey soil of weak /medium strength. Table 4: Site class and soil types (after FEMA, 2010). Site Class General Description Vs N Blows/foot Su A Hard rock >5000 ft/sec >1524 m/s _ _ B Rock 2500-5000 ft/sec 762-1524 m/s _ _ C Very dense soil and soft rock 1200-2500 ft/sec 365-762 m/s >50 >2000 psf >95kPa D Stiff soil 600-1200 ft/sec 182-365 m/s 15 - 50 1000-2000 psf 47-95 kPa E Soft clay soil <600 ft/sec <182 m/s <15 <1000 psf <47kPa F Unstable soils _ _ _ American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 238 Table 5: Ground Types classification (after Eurocode 8, 2004). Ground type Description of stratigraphic profile Parameters Vs,30 (m/ s) N, SPT (blows/30cm) cu (kPa) A Rock or other rock-like geological formation including at most 5m of weaker material at the surface. > 800 - - B Deposits of very dense sand, gravel, or very stiff clay, at least several tens of metres in thickness, characterized by a gradual increase of mechanical properties with depth. 360-800 > 50 > 250 C Deep deposits of dense or medium- dense sand, gravel or stiff clay with thickness from several tens to many hundreds of metres. 180-360 15 - 50 70-250 D Deposits of loose-to-medium cohesionless soil (with or without some soft cohesive layers), or of predominantly soft-to-firm cohesive soil. < 180 < l5 < 70 E A soil profile consisting of a surface alluvium layer with Vs values of type Cor D and thickness varying between about 5 m and 20 m, underlain by stiffer material with Vs 800 m/s. S1 Deposits consisting, or containing a layer at least 10m thick, of soft clays/silts with a high plasticity index (PI> 40) and high water content < 100 (indicative) 10-20 S2 Deposits of liquefiable soils, of sensitive clays, or any other soil profile not included in types A E or S1 4.1 Prepared the results for database The geotechnical and geophysics reports are prepared and calculated from important projects in most zones and location of Iraqi soils and given as database arranged in Table (6). All the soils parameters are calculated included soil shear strength, friction angel, shear velocity, compression velocity etc... American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 239 Table 6: Soil properties in different locations and zones of Iraq. No. Site Depth Soil Type WT γwet γdry C ϕ Vp Vs Ed103 Gd103 ν (m) (m) kN/m) kN/m3 kN/m2 (o) m/s m/s kN/m2 kN/m2 - 1. N1 0-3 Brown silty clay with little fragment NO W.T 18.4 15.3 32 17 992 302 123.69 86.64 0.463 3-10 Dense grey gravel with sand to gravel with silt and sand(GP-Gm) 19 14.9 0 42 1445 468 266.1 211.23 0.46 2. N2 0-5 Reddish brown rock fragment of limestone with sand >25 19.6 16.8 0 39 1623 832 954.23 451.38 0.345 5-15 Light brown recrystallized limestone 20.3 18.6 0 43 2902 1467 1514.42 1035.7 0.369 No. Site Depth Soil Type WT γwet γdry C ϕ Vp Vs Ed103 Gd103 ν (m) (m) kN/m) kN/m3 kN/m2 (o) m/s m/s kN/m2 kN/m2 - 3. N3 0-4 Brown clayey silt with few sand,(CL-ML) No W.T 20.4 17.3 62 19 687 274 391.3 142.5 0.405 4-10 Brown silt/clay with few sand & trace of gravel,(CL-ML) 21.3 18.1 49 28 807 354 515.01 191.2 0.421 4. N4 0-2 Fill material 3.6 - - - - 864 260 174.8 121.4 0.44 2-6 Brown silt/clay with few sand,(CL) 21.4 18.1 43 21 988 296 215.9 148.6 0.45 6-10 Brown silt/clay with little sand& few gravel,(CL-ML) 21.2 17.8 35 34 1460 462 403.8 275.83 0.456 5. EN1 0-4 Unknown No 19.9 16.6 94 0 1745 262 212 144 0.486 1 American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 240 4-15 Unknown W.T 20.9 18.4 0 44 2606 576 1401 958 0.463 6. EN2 0-5 Unknown No W.T 19.4 17.6 81 3 1485 233 157.68 94.68 0.481 5-10 Unknown 21.6 18.1 4 42 2313 384 333.76 283.48 0.467 8 7. En3 0-4 Stiff brown lean to fat CLAY (CL, CH) 3.9 19.7 16.8 55 0 535 219 89.89 45.3 0.401 4-6 Medium brown silty Sand (SM) 19.6 17.2 21 33 679 301 543.71 101.45 0.385 6-12 Dense grey gravel with sand to gravel with silt and sand(GP,Gp-Gm) 19.5 16.8 0 42 1384 733 479.18 198.34 0.392 8. EN4 0-2 Brown silt with (ML) 2.9 19.4 17.7 5 37 360 145 124.2 44.25 0.403 2-6 Stiff brown lean clay (CL) 17.3 15.8 80 0 514 212 606.65 98.44 0.392 6-15 Stiff brown lean clay (CL) 19.4 17.5 21 39 1065 323 663.2 229.3 0.424 No. Site Depth Soil Type WT γwet γdry C ϕ Vp Vs Ed103 Gd103 ν (m) (m) kN/m) kN/m3 kN/m2 (o) m/s m/s kN/m2 kN/m2 - 9. EN5 0-2.5 Stiff brown sandy SILT (ML) >25 19 16.8 0 32 1125 225 290.15 98.09 0.479 2.5-15 Very stiff to hard brown lean to fat CLAY (CL,CH) 20.6 18.2 227 0 1250 321 634.86 216.38 0.467 15-20 Very dense silty GRAVEL with SAND (GM) 20.6 18.2 0 42 2500 476 1409.8 475.9 0.481 10. EN6 0-10 Stiff to very stiff brown lean or fat CLAY (CL,CH) 2.6 21.0 18.1 120 0 1541 304 585.82 197.91 0.48 11. EN7 0-10 Very stiff to hard brown lean CLAY (CL) 3.8 20.1 17 130 0 1250 312 585.43 199.53 0.467 12 WN 0-15 Very Stiff to hard 2.8 19 17.3 65 0 1335 459 602.1 210.31 0.413 American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 241 1 moderately gypseous, brown lean to fat clay (CL,CH) 13 WN 2 0-7.5 Dark brown sand silt with rock fragments >25 18.3 16 0 37 773 319 542.6 189.3 0.432 7.5-20 Brown sand gravel 17.8 15.3 0 42 1113 348 600.3 202.5 0.416 14. WN 3 0-4 Loose brown silt or gravelly silt with sand(ML) 2.3 20.1 17.5 0 34 978 303 568.42 159.56 0.433 4-15 Medium dense to very dense grey silty gravel with sand (GM,Gp) 19.4 16.3 0 38 1057 362 584.6 217.2 0.424 No. Site Depth Soil Type WT γwet γdry C ϕ Vp Vs Ed103 Gd103 ν (m) (m) kN/m) kN/m3 kN/m2 (o) m/s m/s kN/m2 kN/m2 - 15. WN4 0-2 Grey gravel with silt sometimes with sand(GM) No W.t 18.3 16.8 0 36 714 292 213.45 133.51 0.39 15. WN4 2-5 Medium stiff to hard brown lean clay sometimes with sand and gravel to silt(CL,ML) No W.t 20.1 15.3 46 34 1055 346 285.42 198.4 0.421 5-10 Dense to very dense grey gravel with silt and sand to gravel 17.8 16.1 0 43 1335 606 612.83 264.61 0.406 16. WN5 0-4 Highly gypseous silty sand to sandy silt with little gravel 16 18.4 15.9 0 37 942 451 578.65 249.98 0.374 4-20 Silty sand with 19 14.8 0 41 1373 701 845.6 321.65 0.396 American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 242 gravel to sand with gravel 17. M1 0-10 Stiff to very stiff brown to green slightly,gypseousma rly lean to fat clay and silt clay (CL,CH,CL-ML) 2.1 18.7 14.8 76 12 544 186 187.1 64.84 0.446 10-16 Loose to medium grey to green silty sand (SM) 20 16.3 0 36 736 258 381.9 140.42 0.433 18. M2 0-8 Medium to stiff to very stiff brown lean clay (CL) 2.6 20.1 17 125 0 820 265 414.42 144.1 0.438 8-15 Loose to dense grey silty sand to clayey silty sand 19.1 15.5 0 36 1150 395 621.54 188.84 0.44 No. Site Depth Soil Type WT γwet γdry C ϕ Vp Vs Ed103 Gd103 ν (m) (m) kN/m) kN/m3 kN/m2 (o) m/s m/s kN/m2 kN/m2 - 19. M3 0-10 Soft to stiff brown lean or fat clay or silt sometimes lean clay with sand to sandy silt (CL,CH,ML) 0.8 18.7 14.9 52 12 443 153 156.53 56.9 0.43 10-18 very dense grey silt sand or clayey sand (SM,SC) 19 14 0 39 769 215 259.33 107.2 0.445 20. M4 0-10 Stiff to very stiff brown lean clay (CL) 1.55 19.78 17.43 180 0 761 298 538.8 191.5 0.408 10-15 Stiff to very stiff grey to brown to black lean clay sometimes with sand 20.2 17.1 68 16 1113 428 995.34 373.2 0.415 American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 243 (CL) 15-20 Medium grey silty sand (SM) 20.89 17.02 0 34 1351 507 1388.65 511.6 0.417 21. M5 0-10 Medium stiff to hard brown sometimes to grey lean fat clay (CL) 16 19.9 16.5 85 0 615 240 257.89 123.37 0.441 10-15 Loose to medium grey silty sand (SM) 18.4 15.6 0 38 1191 430 672.84 280.17 0.454 22. M6 0-1 Brown to grey clayey silt to sandy silt with filling materials, organic to salts (ML) 1.3 19.00 15.8 28.7 0 322 140 105 37.96 0.383 1-15 Brown to Grey Silty CLAY to Clayey Silt (ML,CL,CH) 18.88 14.7 31.5 0 776 219 268.9 92.34 0.456 No. Site Depth Soil Type WT γwet γdry C ϕ Vp Vs Ed103 Gd103 ν (m) (m) kN/m) kN/m3 kN/m2 (o) m/s m/s kN/m2 kN/m2 - 22. M6 15-20 Grey Sand to silty or clayey SAND to Gravilly SAND 22.31 17.04 0 38 1544 408 1107.4 378.73 0.462 23. M7 0-6 Medium stiff to stiff brown fat CLAY (CH) 0.6 19.8 15.8 50 0 641 189 209.16 72.13 0.45 6-12 Very stiff brown lean CLAY (CL) 19.0 14.5 100 0 675 248 338.44 119.17 0.42 12-15 Medium to dense silty clayey SAND to silty SAND 19.0 15.0 0 37 750 225 284.46 98.09 0.45 24. M8 0-7.5 Stiff to very stiff brown lean to fat CLAY(CL-CH) 2.2 19.8 17.1 65 10 841 165 162.7 54.97 0.48 7.5-12 Medium to very 19.0 16.5 0 38 1025 279 440.3 150.8 0.46 American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 244 dense grey silty SAND (SM) 25. M9 0-5 Very soft to stiff brown lean to fat CLAY sand(CL,CH) 1.41 21.26 17.85 90 0 735 260 294.46 145.35 0.397 5-15 losse to dense grey silty SAND(SM) 18.6 15.4 0 38 1503 369 1107.4 242.5 0.403 26. M10 0-2.4 Grayish sandy silty CLAY soil, medium consistency 1.5 16.18 14.5 144 0 306 111 57.9 20.33 0.424 2.4-15 Grayish silty sand soil, medium dense 18.44 16.5 0 38 450 183 176.33 62.98 0.4 27. E1 0-10 Very stiff to hard brown to grisg brown marl lean CLAY (CL) 1.72 21.1 18.3 83 0 976 372 722.86 362.2 0.398 No. Site Depth Soil Type WT γwet γdry C ϕ Vp Vs Ed103 Gd103 ν (m) (m) kN/m) kN/m3 kN/m2 (o) m/s m/s kN/m2 kN/m2 - 28. E2 0-15 Stiff to hard brown CLAY (CL) 1.46 20.3 17.1 76 0 1076 398 762.85 331.95 0.424 29 W1 0-5 Marly lime ,Color – Off white to light Pink, Low hardness No. W.T 18.7 17.5 9 52 1220 817.8 3029.94 907.1 0.284 5-12 Limestone, color off White to light gray, High Hardness, Contains Fossils. 18.8 16 1 49 2216 1164 7159.36 3058.7 0.317 12-15 Lime Mud, Chalky lime, 19.8 15.2 0 51 2835 1203 9396.95 3370.1 0.393 30. W2 0-5 Stiff to very stiff brown lean 1.75 20.4 17.07 120 0 730 257 283.76 135.85 0.421 American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 245 CLAY(CL) 5-10 Loose to dense grey to dark grey silty SAND and clayey silty SAND sometimes with gravel(SM,SC-SM) 18.2 15.2 0 33 1513 379 1147.4 282.34 0.433 31. WS1 0-5 Stiff brown to green lean CLAY (CL) 1.2 19.5 15.6 77 0 688 198 223.14 72.87 0.458 5-9 Loose to medium brown to grey silty SAND (SW-SM) 18.4 14.8 0 33 948 265 341.37 152.91 0.46 9-15 Very dense grey silty SAND (SW) 19.1 15.3 0 36 1370 497 1138.75 927.84 0.433 No. Site Depth Soil Type WT γwet γdry C ϕ Vp Vs Ed103 Gd103 ν (m) (m) kN/m) kN/m3 kN/m2 (o) m/s m/s kN/m2 kN/m2 - 32 WS2 0-18 Loose to very dense off white yellow, light brown to grey sometimes moderately gypseous silty SAND or SAND with silt or SAND (SM,SP-SM,SP) NO W.T 19.6 17.93 0 38 986 417 1071.63 681.97 0.405 33. WS 3 0-10.5 Stiff brown silty to moderatlygypseous fat CLAY (CH) 1.5 18.5 14.7 100 0 1416 312 541.76 183.65 0.475 10.5-14 Very loose to medium green to yellow marly SAND 19 17.1 0 50 1474 289 479 161.83 0.48 American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 246 (SM) 34. WS4 0-4.5 Dense white to yellow slightly to moderately gypseous SAND with silt to silty SAND with gravel (SP,SM) 0.8 18.8 18 0 37 1433 284 457.0 154.6 0.478 4.5-12 Dense to very dense white to yellow SAND with silt (SP,SM) 19.4 18 0 35 1733 550 1727.2 598.46 0.443 12-22 Very dense white to yellow SAND with silt to silty SAND (SP,SM) 19.4 18 0 35 1650 563 1801 627.1 0.436 No. Site Depth Soil Type WT γwet γdry C ϕ Vp Vs Ed103 Gd103 ν (m) (m) kN/m) kN/m3 kN/m2 (o) m/s m/s kN/m2 kN/m2 - 35. WS5 0-10 Very loose grading to very dense slightly to moderately gypseous SAND (SM) or SAND with silt(SP-SM) 2.1 17.5 14.9 0 41 1613 618 742.49 995.35 0.418 36. WS6 0-1.2 Medium- dense light brown slightly gypseous silty SAND (SM) 0.9 19.1 17 0 43 805 268 458.15 159.3 0.438 1.2-7 Medium- dense to very dense light brown SAND (SP) 19.5 18 0 40 1450 557 1743.5 616.95 0.413 7-10 Very dense light brown silty SAND (SM) 19.6 18 0 39 1812 659 2472.2 868.03 0.424 American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 247 37. ES1 0-6 Stiff to very stiff brown to green sandy lean to fat CLAY (CL,CH) 0.41 19.2 14.8 53 4 451 111 75.41 35.87 0.464 6-14 Loose grey silty SAND (SM) 20.45 17.8 0 36 605 152 139.28 57.49 0.457 14-20 Stiff to very stiff brown to green fat CLAY (CH) 19.9 15.6 63 0 690 211 265.49 98.97 0.429 38. ES2 0-5 Medium stiff to stiff brown lean to fat CLAY (CL,CH) 0.6 18.0 14.6 65 0 377 131 90.15 31.5 0.431 5-8 Stiff brown lean to fat CLAY (CL,CH) 19.5 15.8 60 0 604 250 347.98 124.28 0.4 8-17 Stiff brown lean CLAY (CL) 20.8 15.9 60 8 1362 420 1082.8 374.17 0.447 No. Site Depth Soil Type WT γwet γdry C ϕ Vp Vs Ed103 Gd103 ν (m) (m) kN/m) kN/m3 kN/m2 (o) m/s m/s kN/m2 kN/m2 - 39. ES3 0-9 Medium stiff to stiff brown lean to fat CLAY (CL,CH) 0.6 19.7 15.7 80 0 696 179 188.5 64.37 0.464 9-18 Stiff brown lean CLAY (CL) 20.9 16.1 60 0 1167 380 886.78 307.76 0.44 40. ES4 0-7.5 Medium stiff to stiff brown lean to fat CLAY (CL,CH) 0.6 19.5 15.1 80 0 500 176 175.96 61.57 0.429 7.5-9 Loose grey silty SAND 19.5 15.7 0 29 600 200 228.51 79.51 0.437 9-10 Stiff brown lean CLAY (CL) 19.5 15.7 60 8 600 250 346.6 124.23 0.395 41. S1 0-5 Stiff to very stiff brown to green sandy lean to fat 0.3 19.6 15 42 8 685 225 161.65 56.58 0.424 American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 248 CLAY (CL,CH) 5-6.5 Loose grey silty SAND (SM) 20.7 17.2 0 33 814 243 189.02 65.19 0.451 6.5-10 Stiff to very stiff brown to green fat CLAY (CH) 19.3 14.9 65 0 1224 333 233.4 146.8 0.466 42. S2 0-1.5 Brown lean CLAY(CL) 0.3 18.5 14.4 94 0 625 188 193.28 66.65 0.450 1.5-2 loose grey silty SAND layer (SM) 20.0 15.0 0 30 909 185 213.45 72.21 0.478 2-10 Medium stiff to very stiff brown to green marly lean to fat CLAY (CL,CH) 19.3 14.7 60 5 909 200 232.17 78.73 0.475 No. Site Depth Soil Type WT γwet γdry C ϕ Vp Vs Ed103 Gd103 ν (m) (m) kN/m) kN/m3 kN/m2 (o) m/s m/s kN/m2 kN/m2 - .43 S3 0-8 Medium stiff to hard brown or grey or dark grey lean to fat CLAY sometimes with sand to sandy lean CLAY or silt or sandy SILT(CL,CH) 1.2 19.1 15.8 78 0 646 185 198.82 68.72 0.458 .43 S3 8-15 Dense to very dense grey or dark grey or brown silty SAND ot silty clayey SAND or SAND with silt (SM,SC- SM,SP-SM) 1.2 17.7 14.6 0 40 1094 321 427.66 198.94 0.464 American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 249 44. S4 0-12 Soft to medium black, brown, green light, green lean to fat CLAY (CL,CH) 1.7 19.5 15.2 90 3 434 110 70.54 24.06 0.466 12-14 Loose grey silty SAND (SM) 20.8 18 0 41 500 145 129.7 44.6 0.454 14-15 Very stiff brown, green lean CLAY(CL) 20.8 17 191 0 600 166 170.56 58.45 0.459 45. S5 0-4 Very stiff brown lean CLAY (CL) 4.1 19.07 15.1 34 0 600 200 223.45 77.75 0.437 4-10 Stiff to hard brown lean to fat CLAY (CL,CH) 19.93 15 112 0 750 240 337.6 117.1 0.442 No. Site Depth Soil Type WT γwet γdry C ϕ Vp Vs Ed103 Gd103 ν (m) (m) kN/m) kN/m3 kN/m2 (o) m/s m/s kN/m2 kN/m2 - 46. S6 0-3 Medium light brown gypseous soil 1.6 20.3 16.8 0 35 803 329 780.35 258.63 0.397 3-10 Medium to very dense light brown to grey slightly to highly gypseous silty SAND or SAND with silt or SAND (SM,SP- SM,SP) 18.9 16.01 0 34 1811 627 1797.46 737.98 0.446 47. S7 0-3.7 Grey gypseous SAND (SM) 1.8 18.18 16.1 5.33 39 566 230 244.6 87.29 0.401 3.7-15 Grey gypseous silty SAND (SM) 19.16 15.3 8.4 40 1404 365 682.52 233.14 0.463 48. S8 0-6 Very soft to stiff lean CLAY (CL) 5 21.1 16.4 60 0 434 166 168.06 59.47 0.412 6-15 Very loose grey 19 15.3 0 37 510 194 207.35 88.4 0.417 American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 250 clayey silty SAND (SC-SM) 49. S9 0-6 Medium stiff to stiff brown to fat CLAY (CL,CH) 1.1 19.7 15.7 80 0 294 117 73.98 49.12 0.401 49 S9 6-12 Stiff brown lean CLAY (CL) 1.1 20.9 16.1 60 0 381 198 145.3 83.77 0.427 50. S10 0-10 Very soft to very stiff brown lean or fat CLAY(CL,CH) 1.0 18.37 13.92 40 0 550 138 104.6 35.7 0.466 10-13 Grey silty SAND (SM) 19.63 15.54 0 37 334 103 61.8 21.23 0.455 13-15 Very soft to very stiff brown lean CLAY (CL) 20.02 16.03 48 0 450 102 62.57 21.24 0.473 4.2 Seismic site soil classification The classification of sites soil are used to determine thecategories of seismic designed and all the seismic sites soils and it classified according to PISC (2013) and FEMA (2010), , and the site soil is classified to type (A,B,C,D,E S1or S2) according to Eurocode 8 (2004) and this classification are depended on one of the three methods: • The number of blows (N) needed to drive a standard penetration tool 1 foot into the soil using a standard hammer • The shear resistance of the soil (su) as measured using standard laboratory test procedures. • the velocity (vs ) at which shear waves travel through the material as measured by down and cross hole tests or computed in accordance with the following expression: • 𝑉𝑉𝑉𝑉,30 = 𝐻𝐻 ∑ ℎ𝑖𝑖 𝑣𝑣𝑖𝑖𝑖𝑖=1,𝑁𝑁 (4) The sitesclass are determined based on the average properties of the soil within 65 feet (20 meters) from the ground surface level. The sites soil classified by a geotechnical engineers by using the variety of the parameters (e.g. hard rock, soft clay) and to characterize the soils properties. 4.3 Seismic site soil classification of Iraqi Soils Iraqi site soils classified according to the Preliminary draft of Iraqi Seismic Code, FEMA, 2010 and Eurocode 8, 2004 as shown in the Table (7) and the classification depended on the shear wave velocity which are calculated by using cross and down-hole test from depth 10 to 20 m. American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 251 Table 7: Iraq site soil classification. No. Site Max. depth of Geophysical Investigations (m) Vs (m/s) PISC 2013 and FEMA 2010 Eurocode 8 2004 1 N1 10 369 D C 2 N2 15 974 B A 3 N3 10 312 D C 4 N4 15 298 D C 5 EN1 15 821 B A 6 EN2 10 324 D C 7 EN3 12 357 D C 8 EN4 15 325 D C 9 EN5 20 330 D C No. Site Max. depth of Geophysical Investigations (m) Vs (m/s) PISC 2013 and FEMA 2010 Eurocode 8 2004 10 EN6 10 304 D C 11 EN7 10 367 D B 12 WN1 15 328 D C 13 WN2 20 642 D B 14 WN3 15 333 D C 15 WN4 10 301 D C 16 WN5 20 617 D B 17 M1 16 178 E D 18 M2 15 298 D C 19 M3 18 175 E D 20 M4 20 196 D C 21 M5 15 172 E D 22 M6 20 240 D C 23 M7 15 217 D C 24 M8 12 190 D C 25 M9 15 254 D C 26 M10 16 198 D C 27 E1 10 302 D C American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 252 5. Conclusions from the collected database The following conclusions from the collected database maybe summarize: 1- The geophysics and geotechnical database (Vp ,Vs , γwet ,γdry , c) are evaluated as well as, the corresponding average dynamic Young’s and shear modulus of soil layers for seismic active zones in Iraq to be used as input data for simulation of behavior of shallow foundation in Mohr-Coulomb model under earthquake excitation using PLAXIS 3D 2013program. 2- The average compression wave velocities were ranged from (877-2902) m/s in the North, (514-2606) 28 E2 15 322 D C 29 W1 15 923 B A 30 W1 10 276 D C 31 WS1 15 289 D C 32 WS2 18 429 D B 33 WS3 14 306 D C 34 WS4 22 466 C B 35 WS5 10 543 C B 36 WS6 10 514 C B 37 ES1 20 216 D C 38 ES2 17 237 D C 39 ES3 18 243 D C 40 ES4 10 185 D C 41 S1 10 250 D C No. Site Max. depth of Geophysical Investigations (m) Vs (m/s) PISC 2013 and FEMA 2010 Eurocode 8 2004 42 S2 10 198 D C 43 S3 15 205 D C 44 S4 15 116 E D 45 S5 10 222 D C 46 S6 10 460 C B 47 S7 15 349 D C 48 S8 15 169 E D 49 S9 12 115 E D 50 S10 15 124 E D American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 253 m/s in the Eastern North, (714-1335) m/s in the Western North , (322-1544) m/s in the Middle, (976- 1076) m/s in the East, (730,2835)m/s in the West, (198, 1659) in the Western South, (377,1167) in the Eastern South, (294,1811) in the South of Iraq. 3- The average shear wave velocities were ranged from (274-1467) m/s in the North, (145-733) m/s in the Eastern North, (292-701) m/s in the Western North , (111-507) m/s in the Middle, (372-398) m/s in the East, (257,1164)m/s in the West, (198, 659) in the Western South, (111,420) in the Eastern South, (102,627) in the South of Iraq. 4- Modulus of Elasticity was ranged from (123.69-1514.42) m/s in the North, (89.89-1409.8) m/s in the Eastern North, (213.45-845.6) m/s in the Western North , (57.9-1388.65) m/s in the Middle, (722.86- 762.85) m/s in the East, (283.76,9396.95)m/s in the West, (223.14, 2472.2) in the Western South, (75.41,1082.8) in the Eastern South, (61.8,1797.46) in the South of Iraq. 5- Shear modulus of elasticity was ranged from(86.64-1035.7) m/s in the North, (44.25-958) m/s in the Eastern North, (133.51-321.65) m/s in the Western North , (20.33-378.73) m/s in the Middle, (331.95- 362.2) m/s in the East, (135.85,3370.1)m/s in the West, (72.87, 995.35) in the Western South, (31.5,374.17) in the Eastern South, (21.23,737.98) in the South of Iraq. 6- Iraq sites soils were classified as types (E,D,C and B)according to PISC (2013) and FEMA (2010) and classified as types (D, C ,B and A) according to Eurocode 8 (2004).Thus Iraq soils are ranging between; Very dense soil, soft rock or gravel for WS1 and WS3for the western south zone and hard soil (rock) for N2 and W1 for north and west zones sites, to soft clayey soil or loose-to-medium cohesionless soil for M1 and M3 sites of the Middle zone and S4, S8, S9and S10 sites of South zone in Iraq. 7- The data base shows that the values of compression and shear velocities are highest in rock soil and the sandy soils are higher than in clayey soils and the highest difference in shear and compression wave velocities for the different successive soil layers. Interface of different soil layers as the compression or shear wave passes from sandy soil of higher wave velocity to the clayey soil of the lower wave velocity. References [1]. Alsinawi, S.A. & Al-Ridha, N (1988) "Microseismicity of Iraq 1974-1982" ,Iraqi Jour. Science, Vol 29,No.1&2, pp 91-108. [2]. Hardin, B.O. &Drnevich, V.P. (1972a) “Shear modulus and damping in soils", Measurement and parameter effects”. Journal of Soil Mechanics and Foundation. [3]. Qassun S. M. Shafiqu & Ruba H. Sa'ur (2017) "Data base of some Iraqi Soil", Iraq Journal of Engineering, Vol 22 July 2016, NO. 7 [4]. ASTM D 1586 – 99, Penetration Test and Split-Barrel Sampling of Soils. [5]. ASTM D 3080 / D3080M-98, Direct Shear Test [6]. ASTM D 2166-00, Unconfined Compressive Strength of Cohesive Soil. [7]. Doug Crice (2002) "Borehole Shear-Wave Surveys for Engineering Site Investigations" Geostuff 19623 ViaEscuela Drive Saratoga, CA 95070 USA. [8]. Department of Defense Handbook, 1997, Soil Dynamics and Special Design Aspects, MIL-HDBK- 1007/3. American Scientific Research Journal for Engineering, Technology, and Sciences (ASRJETS) (2017) Volume 37, No 1, pp 230-254 254 [9]. FEMA, 2010, Earthquake-Resistant Design Concepts, an Introduction to the NEHRP Recommended Seismic Provisions for New Buildings and Other Structures, P-749 / Dec. 2010. [10]. Eurocode 8, 2004, Design of Structures for Earthquake Resistance, Part 1 , The European Union Per Regulation 305/2011, Directive 98/34/EC, Directive 2004/18/EC. [11]. The Preliminary Draft of Iraqi Seismic Code, 303, submitted to Central Organization for Standardization and Quality Control COSQC, 2013. Fallujah Sewerage System