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MANUAL FOR GEOTECHNICAL INVESTIGATION AND GEOTECHNICAL DESIGN PART 2: GROUND INVESTIGATION AND GEOTECHNICAL DESIGN DOCUMENT NO: TR-509 SECOND EDITION JUNE-2021 DOCUMENT AMENDMENT PAGE EDITION REVISION DATE PAGE NO. AMENDMENTS NOTES NO. NO. 01 00 DEC 2016 02 01 JUNE TR-509-2: Addition as below: 2021 TABLE-2 In addition to boreholes, the excavated trial pits (PAGE-20) shall be utilized to collect bulk samples from subgrade. CBR and other field/laboratory tests shall be carried out on samples collected at/below subgrade instead of zone planned to be excavated for pavement construction. 02 01 JUNE TR-509-2: Modify as below: 2021 TABLE-2 Low rise buildings (e.g. toll plaza or road (PAGE-21) maintenance depot), shades or other landscaping structures. One exploratory hole at building/structure location 02 01 JUNE TR-509-2: Notes added as below: 2021 TABLE-2 The provided spacing in table-2 are between two (PAGE-22) similar type of exploratory holes and should be finalized in conjunction with the depth requirements provided in Table-3. 02 01 JUNE TR-509-2: Modify as below: 2021 TABLE-3 Low rise buildings (e.g. toll plaza or road (PAGE-25) maintenance depot), shades or other landscaping structures. 02 01 JUNE TR-509-2: Notes added as below: 2021 TABLE-3 It is designer responsibility to ensure that required (PAGE-26) criteria of investigation shall be fulfilled during the design stage. In-case, investigation results may require further additional number of boreholes and/or few boreholes may require to extend up to greater depth, efforts shall be made to execute it during design stage. However, if due to time or other constrains the additional/extended boreholes cannot be executed during design stage along with main investigation, then particular additional scope can be added to verification stage investigation (construction stage). Approval and agreement with authority reviewer shall be required in this regard and design Consultant shall undertake full responsibility of the design, errors and associated risks due to non-compliance to the investigation requirements at design stage (if any). 02 01 JUNE TR-509-2: Addition as below: 2021 TABLE-11 Water Soluble Salts in Soil: BS 1377: Part 3: 1990 (PAGE-43) (Amd. 9028-96), and Earth Manual Des.8: A. Page 1-2 Shall be tested at 0.5m interval for soil above groundwater table and few samples from soil below groundwater table. 02 01 JUNE TR-509-2: Addition as below: 2021 TABLE-13 Total Dissolved Solids (TDS): BS 1377 : Part 3 : 1990: (PAGE-47) Cl: 8. A Adequate frequency below groundwater table. 02 01 JUNE TR-509-2: Notes added as below: 2021 TABLE-14 Where, in-situ/laboratory tests not performed to (PAGE-49) determine modulus of elasticity (Em). For non- cohesive soil a criteria of Em = 1N and for rock stratum a criteria of (Em=J x Mr x UCS) shall be adopted. 02 01 JUNE TR-509-2: Modified as below: 2021 8.1 (PAGE- The recommended analysis is a total stress analysis 85) in which the seismic demand (represented by the earthquake induced stresses) is compared to the seismic capacity (undrained cyclic shear strength of the soil, which is also called liquefaction resistance). The seismic demand will be denoted as CSR (cyclic stress ratio), whereas seismic capacity will be denoted as CRR (cyclic resistance ratio). The safety factor (SF), computed as a ratio between CRR and CSR, should not be less than 1.25. Evaluation of settlements in dry sands due to seismic densification can be carried out using guidance available in Kramer (154). In order to conduct proper assessment of liquefaction potential, investigations of soil characteristics are required in terms of in situ Standard Penetration Tests (SPT) or Cone Penetration Tests (CPT). It is to be noted that CPT data is preferred for assessing potential for liquefaction and seismic densification of loose granular strata during an earthquake event. If soils are found to be susceptible to liquefaction and the ensuing effects are deemed capable of affecting the load bearing capacity or the stability of the foundations/roads/pavement, measures, such as ground improvement and/or pile foundation (structures) shall be taken to ensure stability. The liquefaction hazard may be neglected when one of the following conditions is fulfilled: i) Sands have a clay content greater than 20% with plasticity index (PI) larger than 10. ii) Sands have a silt content greater than 35% and at the same time the SPT normalized blow count value (N1(60)) is larger than 20. Page 1-3 iii) Sands are clean, with SPT normalized blow count value (N1(60)) larger than 30. 02 01 JUNE TR-509-2: Modified as below: 2021 TABLE-26 Methods described in Tomlinson(2) (2001)(102), (PAGE-90) Bowles (1996)(159) and Hong Kong Geoguide 1 (1994)(160). Methods described in Tomlinson(3) (2008) (161). AASHTO LRFD (2017) or Latest Edition/Interim(4) Notes added as below: (2) For Spread footings minimum safety factor of 3.0 shall be adopted to calculate net allowable bearing capacity and total tolerable settlement shall not exceed 25mm. (3) Pile allowable compression capacities based on ASD method shall be calculated by using minimum factor of safety (2.5 for skin friction and 3.0 for end bearing). Tension capacities shall not exceed 70% of allowable compression load. (4) Pile strength design shall comply with LRFD bridge design specifications and guidelines set forth in ADQCC roads structures design manual TR-516. (5) In order to calculate the compression capacity for piles socket in rock, end bearing shall be ignored. 02 01 JUNE TR-509-2: Modified as below: 2021 TABLE-26 Strength, trafficability, requirement of capping, (PAGE-91) settlement/collapses due to low CBR/loose layer underneath or weak subgrade, and/or presence of unsuitable/soluble material below subgrade. 02 01 JUNE TR-509-2: New Section (Ground Improvement & Treatment of 2021 8.5 (PAGE- Voids/Cavities) added: 92) The geotechnical risks and hazards shall be identified in details by performing geophysical/geotechnical investigation at design and verification stage. In case investigation findings indicates “unfavourable” conditions susceptible to liquefaction and/or settlement of roads/pavement/infrastructures/structures/utilities etc. Ground improvement (such as soil replacement, reinforcement with geosynthetics, vibro- compaction or vibro-flotation, vibro replacement (stone columns), dynamic compaction/replacement, CMC columns (controlled modulus columns/rigid inclusions), Rapid Impact Compaction (RIC), High Energy Impact Compaction (HEIC), soil mixing or other applicable techniques) shall be performed prior to construction over it. The conventional ground improvement techniques listed above are for general guidelines and should be finalize at site by Ground Improvement Specialist in function of the soil type (gradation and density) and the site trials results, in order to efficiently satisfy the performance criteria. Page 1-4 An indicative plan showing the location of the proposed improvement techniques shall be prepared based on the findings of the existing and complementary subsurface investigation data at the project design stage. The following performance requirements shall be followed as guideline (post improvement); 02 01 JUNE TR-509-2: New sub section added as below: 2021 8.5.1 Minimum Criteria for Roads/Pavement: (PAGE-92) i) Total settlement (immediate and long- term) shall not exceed 25mm at 100% design load and shall not be considered less than 40 kN/m2 (considering vehicle load of HL-93). ii) The safety factor against liquefaction shall not be less than 1.25. iii) The in-situ CBR of improved ground shall not be less than CBR value adopted in design and in general shall not be less than 10% at 5mm penetration for any condition. 02 01 JUNE TR-509-2: New sub section added as below: 2021 8.5.2 Minimum Criteria for (PAGE-93) Structures/Infrastructures/Utilities Foundation: i) Total settlement (immediate and long- term) shall not exceed 25mm (footings) and 50mm (Raft) at 100% of design load. ii) The safety factor against liquefaction shall not be less than 1.25. iii) The post-improvement vertical and lateral settlements induced by earthquake loading shall be limited to a maximum of 20 mm at the top of the ground. iv) Angular distortion (differential settlement) of points 5m apart shall be less than 1:500. v) A minimum equivalent Young’s Elastic Modulus for the treated ground of 30MPa. vi) SPT: Minimum N value of 30 along the improved depth of granular material. vii) CPT: Minimum cone tip resistance value of 10 MPa along the improved depth of granular material. viii) Minimum relative density of 70%. ix) An effective angle of shear resistance not less than 35° for the medium dense to dense sand (granular material). The parameters of each locality must be checked for the material type, mineralogy, size, and for the deposit thickness before the final decision to be made on the improvement method, level of energy used, and spacing of improvement points. Moreover, the thickness of the soil cover, which is important in determining the improvement method, can be checked through the pre-CPT/SPT testing with close spacing. It shall be noted that vibrations Page 1-5 induced by heavy machinery shall be limited, while working next to existing structures or utilities that are sensitive to vibrations. The efficiency of the final adopted improvement method for the project, final thickness/depth of the improvement ground and verification of set performance criteria shall be checked by performing post ground improvement in- situ tests (SPT, CPT, Plate load test (PLT), Zone Load test, CBR etc.). The suitability of the soil material shall be determined by performing standard laboratory tests (such as gradation, plasticity index (P.I), proctor, CBR, organic content, water soluble salts (WSS), total dissolved salts (TDS), sulphate, chloride, pH and/or other.) by testing collected soil samples as per the standard requirements provided under TR-542 (part-1 & 2).
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    United Arab Emirates University Scholarworks@UAEU Theses Electronic Theses and Dissertations 10-2015 Treatment of Greywater Using Bio filtration and Permeable Pavement Systems Assem Mahn El-Ashkar Follow this and additional works at: https://scholarworks.uaeu.ac.ae/all_theses Part of the Civil and Environmental Engineering Commons Recommended Citation El-Ashkar, Assem Mahn, "Treatment of Greywater Using Bio filtration and Permeable Pavement Systems" (2015). Theses. 181. https://scholarworks.uaeu.ac.ae/all_theses/181 This Thesis is brought to you for free and open access by the Electronic Theses and Dissertations at Scholarworks@UAEU. It has been accepted for inclusion in Theses by an authorized administrator of Scholarworks@UAEU. For more information, please contact [email protected]. Title United Arab Emirates University College of Engineering Department of Civil and Environmental Engineering TREATMENT OF GREYWATER USING BIOFILTRATION AND PERMEABLE PAVEMENT SYSTEMS Assem Mahn El-Ashkar This thesis is submitted in partial fulfilment of the requirements for the degree of Master of Science in Civil Engineering Under the Supervision of Dr. Rezaul K. Chowdhury October 2015 ii Declaration of Original Work I, Assem Mahn El-Ashkar, the undersigned, a graduate student at the United Arab Emirates University (UAEU), and the author of this thesis entitled “Treatment of Greywater Using Biofiltration and Permeable Pavement Systems” hereby, solemnly declare that this thesis is my own original research work that has been done and prepared by me under the supervision of Dr. Rezaul K. Chowdhury, in the College of Engineering at UAEU. This work has not previously been presented or published, or formed the basis for the award of any academic degree, diploma or a similar title at this or any other university.
  • WTS Anantara Abu Dhabi

    WTS Anantara Abu Dhabi

    Where to stay H CNT EXCLUSIVE H ANANTARA SIR BANI YAS ISLAND AL SAHEL VILLA RESORT SNEAK PEEK The third Anantara resort to open on Sir Bani Yas Island in Abu Dhabi brings visitors closer to nature than ever before, says Prasad Ramamurthy magine living on a vast, grassy plain, Both the one- and two-bedroom villas punctured by thousands of acacia, at Al Sahel spell safari chic in their design. Ighaf and frankincense trees, which Each villa is furnished with four-poster beds, feed a robust population of Arabian oryx, leather-upholstered sofas, freestanding giraffe, ostrich and sand gazelles (and, in copper bathtubs and sunbeds. Savannah Grill turn, cheetahs and hyenas), on an island & Lounge, the resort’s all-day diner, serves surrounded by an emerald-green sea. Western classics and African dishes such as Welcome to the 30-villa Anantara Sir Bani biltong-crusted venison carpaccio and Cape Yas Island Al Sahel Villa Resort, on Sir Bani Yas Malay cashew vegetable potjie, as well as Island, 8km off the coast of Abu Dhabi and a huge buffet breakfast. Guests can also dine home to the Arabian Wildlife Park. The resort, at any of the five restaurants at the other two the newest of three on the island, is set resorts on the island, where the options range inside the park, at the base of hills topped with from Italian (Olio at Anantara Al Yamm Villa salt domes (crystalline deposits), and is really Resort) to a Middle Eastern buffet at The Palm designed for couples—although families with (at Desert Islands Resort & Spa by Anantara).
  • Seha Announces Its Operational Hours for Hirji New Year Holiday

    Seha Announces Its Operational Hours for Hirji New Year Holiday

    SEHA ANNOUNCES ITS OPERATIONAL HOURS FOR HIRJI NEW YEAR HOLIDAY COVID-19 Drive-Through Screening Facilities will remain operational from 10:00am – 8:00pm Abu Dhabi, United Arab Emirates. August 11, 2021: Abu Dhabi Health Services Company, (SEHA), the UAE’s largest healthcare network, has announced its operational hours during the Islamic New Year holiday, observed August 12, 2021. Al Ain Hospital Hijri New Year Holiday Department August 12, 2021 Emergency Department 24/7 Outpatient Clinics Closed Corniche Hospital Hijri New Year Holiday Department August 12, 2021 ER / In-Patients 24/7 OPD WHC Pharmacy Closed SPR Clinic PCR Employee screening center (HR) SEHA Kidney Care Hijri New Year Holiday Department August 12, 2021 SKC Central SKC Abu Dhabi 7:00am – 11:00pm SKC Al Ain Dialysis Units Madinat Zayed 7:00am – 11:00pm at Al Dhafra Ghayathi 7:00am to 7:00pm Hospitals Liwa, Silaa, Delma 7:00am to 7:00pm Outpatient clinics, Telemedicine and Pharmacy Closed Sheikh Khalifa Medical City / Al Rahba Hospital Hijri New Year Holiday Department August 12, 2021 Emergency Department (SKMC) 24/7 Outpatient Clinics (SKMC) Closed Occupational Health Clinic (SKMC) Admission Office (SKMC) BSP Outpatient Clinics (RH) Emergency Department (RH) Sheikh Shakbout Medical City Hijri New Year Holiday Department August 12, 2021 Occupational Health Clinic 8:00am - 5:00pm Injection Clinic and Dressing Tawam Hospital Hijri New Year Holiday Department August 12, 2021 Pharmacy 24/7 ER OPD Closed Abu Dhabi & Al Ain & Al Dhafra Blood Bank Hijri New Year Holiday Department