UNOPS eSourcing v2017.1

Section II: Schedule of Requirements eSourcing reference: RFQ/2020/15086

Terms of Reference

Foundation Investigation for health facilities in Hlaing Thar Yar Township in Region of

1.0 SCOPE

The works for soil investigation shall be carried out in accordance with the specification set out below and as directed by the UNOPS, wherever necessary. The main scope of the work shall include but not limited to the following: ● Performing Site-Specific Ground Motion Study for Seismic Design of Building, ● Soil Liquefaction assessment during Seismic events and foundation recommendations to mitigate liquefaction effects

The detail scope is indicated in the section 2.2- reporting below. The scope of the work conform to the relevant Standards on Soils and Foundations for field investigations and Laboratory testing. Reference to any code in these TOR shall mean the latest revision of the code unless otherwise mentioned. In the event of any conflict between the requirements in these TOR and the referred codes, the former shall govern.

2.0 TECHNICAL REQUIREMENTS

2.1 GENERAL

The purpose of the proposed sub-soil investigation is to provide adequate information on sub-surface and surface conditions for the foundations and other sub-structures for the proposed project, with special attention to the analysis of liquefied soils, leading to safe foundation design and site specific ground motion study for determining spectral parameters for design of superstructure.

The planning of the work, choice of the method of boring, selection of the type of samples and procedure for sampling though indicated in the TOR. Tenderer, however, shall furnish their tentative programme regarding the above along with its offer which, necessarily, should take into account the site conditions and time schedule for completing the work, comprising subsurface features, borings, in-situ tests, sampling, visual observations and laboratory tests of samples, reporting of the test results, including discussions, correlating the field and the laboratory test values and commendations.

This TOR cover the work pertaining to site specific ground motion study and subsoil investigations and recommendations for economical and safe design of foundations and substructures for the proposed project site.

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2.1.1 Location of buildings

UNOPS would like to collect sufficient information in relation to the scope identified in section 1.0 for two buildings at coordinates 16°52'44.31"N 96° 4'34.50"E in Ward 2 of Hlaing Thar Yar Township of . The area is 320Ft x 120Ft and please see the location map below.

Building Location and proposed borehole locations

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Total number of boreholes = 4

2.1.2 General Requirements from Contractor

The CONTRACTOR shall have on site all required survey instruments to carry out the work accurately according to this TOR. All the specified locations for boreholes and field tests shall be set out at site by the CONTRACTOR from two established reference grid lines which will be shown to the company by the UNOPS Engineer. If required, the CONTRACTOR shall set out the base lines and the locations of boreholes and field tests with reference to the property line as indicated by the UNOPS Engineer. At each location of boreholes, plate load tests and other field tests, the CONTRACTOR shall establish the coordinates (X, Y, Z) prior to commencing of the operations. The coordinates shall be related to an established benchmark or to a GTS benchmark or as directed by the UNOPS Engineer.

If the area, where the field tests are located, is likely to be inundated by flooding waters, the field work shall include provision for temporary fill, erection and removal of platforms, making good the ground, access, etc., as necessary for carrying out the work in this area. No extra payment for such cases in due, but whatever has covered in the Bill of Quantities under the Soil/Geo Investigation task’s cost.

2.1.3 Mobilization

The Contractor shall mobilize adequate plants and equipment, instruments and personnel (skilled and unskilled) required to carry out the soil investigation work, including access, filling, provision of platforms, etc. This scope also includes demobilization of all equipment / personnel in orderly manner so as to keep the site clean for any further work by Owner. No extra payment for such activities in due, but whatever has been covered in the Bill of Quantities under the Soil/Geo Investigation task’s cost.

Based on the field examination or tests, bore logs shall be prepared in accordance with ASTM D2487. On completion of the field records, the soil investigator shall discuss and decide in consultation with the UNOPS’ geo technical guidance, the schedule of tests to be performed and the exact number of samples to be tested for each test.

2.1.4 Borehole Depth

The depth of each borehole should comply with Myanmar National Building Code requirements and should be carried out to a depth of 30 meters to establish the significant soil strata and ground variation. Appropriate boring methods shall be used and Hand auger boring can only be used as a supplement to other boring methods.

2.1.5 Termination Criteria

If a very hard stratum is met within the borehole at depths shallower than specified in section 2.1.4, the borehole shall be advanced by coring using double tube core barrel. The borehole may be terminated 5m below the depth where N > 100 values are obtained consistently. Coring the bore hole shall be burnt by contractor until UNOPS Engineer Satisfaction enabled

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2.1.6 Site specific seismic Ground Motion Study and Return period

Site specific seismic data in terms of earthquake magnitude (Mw) and spectral accelerations (PGA, 0.2 s, and 1.0 s) should be provided for a return period of 475 years and 2475 years. The 475 year return period corresponds to a 10% probability of exceedance in 50 years and the 2475 year return period to a 2% probability of exceedance in 50 years.

The need for site specific ground motion study is provided in Annexure A

2.1.7 Liquefaction analysis

SPT tests every 3 ft (1 m) and where the strata changes, Granulometry analysis; volumetric net weight, dry weight and saturated weight, photographs of all samples recovered and location of the Ground Water Table for at least 20 first meters below ground level.

Historical high/maximum level of ground water table should be provided since Liquefaction analysis is based not on the current elevation of ground water level but on the historical high level.

Liquefaction potential for the site should be based on based on peak ground acceleration at 500 and 2500 year return periods.

The need for Liquefaction analysis and additional criteria are provided in Annexure B

2.1.8 Backfilling of boreholes

On completion of boreholes, backfilling shall be carried out with an approved material as and when directed by the UNOPS Engineer. Unless otherwise specified, the excavated soil shall be used for the purpose.

2.1.9 Termination Criteria

If a very hard stratum is met within the borehole at depths shallower than specified in tender documents, the borehole shall be advanced by coring using double tube core barrel. The borehole may be terminated 3m below the depth where N > 75 values are obtained consistently. Coring the bore hole shall be burnt by contractor until UNOPS Engineer Satisfaction enabled.

2.1.10 Return period

Seismic data in terms of earthquake magnitude and acceleration for a return period of 500 years and 2500 years. Identifying the peak ground acceleration for the area and analyse the liquefaction potential at 500 and 2500 year return periods

2.2 REPORT

Two copies of Draft\Interim Report shall be submitted to UNOPS Engineer before preparing the Final Report.

The record shall be prepared with due regards to above given requirements in a draft format and submitted for review and comment as soon as field and laboratory works are completed. Contractor shall incorporate the comments/ remarks, if any, furnished by UNOPS upon review of the Draft Report and submit the final report. The draft copy of the report shall in general include but not be limited to the following:

● Plot plan showing all the test locations with respect to reference benchmark. ● General Geological information of the site ● Character and genesis of soil ● Procedure of investigation and methods of various testing adopted. ● Detailed bore-logs indicating bore hole no., co-ordinates (X,Y,Z reduced levels), depth of ground water table, sub soil profile depth wise, in-situ tests like SPT and other lab results etc. See Annexure

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B, for additional data to be noted in the Bore log for Liquefaction Analysis. ● Generalized soil profile of the underlying strata in cross section and longitudinal section wise, shall be furnished based on the bore log in grid pattern ● Particle size distribution for all materials from samples taken at regular intervals ● Atterberg Limits: Liquid and Plastic Limits and Plasticity Index for cohesive soils from samples taken at regular intervals ● Undrained shear strength for cohesive soils from undisturbed samples taken at regular intervals ● All field and laboratory test results shall be plotted against depth and also in tabular form ● Summary of results obtained from various tests and other interpretations to evaluate various soil parameters. ● Based on the site soil properties, the site shall be classified as Site Class A, B, C, D, E or F based on Table 3.4.2 of Myanmar NBC 2016 ● Recommend site specific spectral accelerations per ASCE 7-16, chapter 21. See section 2.1.6 and Annexure A ● Identify if the soil is expansive in nature, and if expansive soil provide recommendation to support slab on grade (i.e. ground floor slab). Solutions could be ground improvement or stiffened structural slab or any other recognized method. ● Recommend suitable depth of foundation and foundation type for above ground two story buildings ● Recommend suitable foundation system or ground improvements to be adopted for Enclosure wall, roads / pavements, drains, Pipeline pedestals and other structures; the permissible bearing pressure expected at the founding level with allowable settlement, if any; and any other aspect which will have any bearing on the proposed construction. The Contractor shall also provide the suggested filling materials characteristics/ parameters considering locally available soils and economics. ● Ultimate and safe bearing capacity from shear as well as from settlement criteria ● Recommendation for pile foundation (If necessary) including types of piles, size and length of pile and safe load in compression, pull out and lateral considering liquefaction hazard if any ● Analysis for potential liquefaction of soils due to Seismic Loads, potential consequences and mitigation measures per Myanmar NBC 2016, Section 3.4.1.8.3 and Section 4.5.1.4. See section 2.1.7 and Annexure B ● Identify chemical aggressiveness of soil and groundwater, and if aggressive provide recommendations on remedial / preventive measures on reinforced concrete, steel and other building materials Recommendation regarding ground water fluctuation, horizontal and vertical permeability of sub soil strata ● Contractor shall submit 2 Sets of Final Reports along with soft copy in CD.

3. Qualification Criteria

 Bidder should be in continuous business of supplying similar services for the last 2 years.  Bidder shall demonstrate previous experience with Site‐Specific Ground Motion Study for Seismic Design, Soil test analysis for Soil Liquefaction during Seismic events including foundation recommendation to mitigate Liquefaction effects.

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4. Technical Requirement Comparative Data Table:

Is quotation Item UNOPS minimum technical Details of goods offered. Bidder to compliant? Bidder No requirements complete to complete Bidder shall offer as per 1 ☐ Yes ☐ No Insert details of service offered requirements mentioned on TOR Bidder shall offer as per 2 Technical Requirements ☐ Yes ☐ No Insert details mentioned on TOR Bidder shall offer as per 3 reporting requirements ☐ Yes ☐ No Insert details mentioned on TOR The bidder will reserve a minimum portion of contracted Insert percentage of portion will be 4 labour opportunities for local ☐ Yes ☐ No reserved communities, located in or near the project site. The bidder shall provide a response that demonstrates its Insert response that demonstrates commitment to support gender 5 ☐ Yes ☐ No commitment to support gender equality equality and women’s and women’s empowerment empowerment through its operations.

5. Delivery requirements and Comparative Data Table:

Is quotation Details UNOPS Requirements compliant? Bidder Bidder to complete to complete Bidder shall deliver the Services Delivery time [2 weeks] after Contract ☐ Yes ☐ No Insert details signature. Complete 2 Sets of Final Delivery place Reports along with soft copy in and Incoterms ☐ Yes ☐ No Insert details CD should be sent to UNOPS rules Office Yangon Myanmar.

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ANNEXURE B ‐ SEISMIC SOIL LIQUEFACTION

Myanmar NBC ‐2016, Section 3.4.1.8.2 requires Liquefaction studies for buildings assigned to Seismic Design Categories C through F and section 3.4.1.8.3 elaborates on the scope involved in Liquefaction Analysis. This health facility is classified as Seismic Design Category D. The following two papers include Soil Liquefaction maps for the Yangon region and classify liquefaction potential as moderate and major for the Health facility site at Hlaing Tharyar Township for 475 year and 2475 year return period seismic events. 1. Soil Liquefaction Potential Maps for Earthquake Events in Yangon, Myanmar. By Zar Lee Tint, Nyan Myint Kyaw, Kyaw Kyaw published in IJTSRD, Mar‐Apr 2018. 2. Development of Liquefaction Potential Map for Yangon, Myanmar. By Zar Lee Tint, Nyan Myint Kyaw. Nov 2019. SEISMIC SOIL LIQUEFACTION ANALYSIS: Liquefaction Resistance of Soils is evaluated based on a methodology termed the “simplified procedure” which is explained in the following paper: “Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils”. By T.L. Youd, and I.M. Idriss published in the Journal of Geotechnical and GeoEnvironmental Engineering / April 2001. Section 4.5.1.4 of Myanmar NBC‐2016 briefly identifies a procedure to calculate the Factor of Safety (FS) to Soil Resistance, which is based on the “simplified procedure’ described in the paper above. The “simplified procedure” requires in addition to the typical data contained in the Bore log, the following: ‐ Borehole diameter, ‐ If liner was used in the split spoon sampler, and ‐ Hammer Efficiency The Geotechnical / Soil investigation team can use any other internationally accepted and practiced procedure to evaluate Liquefaction potential. POTENTIAL CONSEQUENCES AND MITIGATION MEASURES: Potential consequences of soil liquefaction are but not limited to Reduction in Foundation bearing capacity, differential settlement, and lateral load on foundation. Provide Mitigation measures like ground improvement, and appropriate foundation type. The following document could be referred to the adequacy for conventional spread or mat foundation: 1. LADBS P/BC 2020‐151: Liquefaction Analysis Guidelines. Permissible settlement limits (Total / differential) due to soil liquefaction for conventional spread / mat foundation are provided. In the event when these settlement limits are exceeded, ground improvement or other foundation types – gravel piles, ACIP, etc. should be proposed considering the effects of soil liquefaction on these elements. ANNEXURE A‐ SITE SPECIFIC GROUND MOTION STUDY

Myanmar NBC ‐2016, Part 3 and Part 4 provides in Table 3.4.1, Spectral Response Accelerations for major cities in Myanmar. The table is attached herein for quick reference. For Yangon, the spectral Acceleration values are as follows:

2% PE in 50 years (2475 year) 0.2 s 0.77 g (Ss) 1.0 s 0.31 g (S1)

Probabilistic Seismic Hazard Assessment focused on the Yangon region has been prepared by National Ministries / Societies of Myanmar in collaboration with UNDP and UN Habitat. These documents are listed below and are available online: 1. Yangon Region – Earthquake Preparedness and Response Plan, 2019. 2. Developing Probabilistic Seismic Hazard maps of Yangon, Yangon Region, Myanmar, 2015 Document 1: Yangon Region – Earthquake Preparedness and Response Plan, 2019. 1. Please refer to Figure 2 – PGA values of earthquakes in the Yangon Region. The Figure is on Page 4 (16 of 58), 2. The PGA value is for a 475 year return period identified on the top right of the Figure. 3. For Hlaing Thar, abbreviated as H – the PGA value is 0.31 – 0.4 g 4. Please note below the Figure heading, the map is provided by Myanmar Earthquake Committee, 2018 5. This Figure is part of the set of Figures included in the second document.

Document 2: Developing Probabilistic Seismic Hazard maps of Yangon, Yangon Region, Myanmar, 2015 1. Please refer to section 4.2 and the figures 11‐16 following it. The six figures show PGA, 0.2 s, and 1 s spectral acceleration values for a ground motion return period of 475 years and 2475 years. In Figure 11, the location of the building site is identified with a Blue colored star – west of Hlaing River. The following table summarizes the PGA and spectral acceleration values for this project location.

10% PE in 50 years 2% PE in 50 years (475 year) (2475 year) PGA 0.31 - 0.4 g 0.5 - 0.6 g 0.2 s 0.5 - 0.6 g 0.9 - 1 g (Ss) 1.0 s 0.33 - 0.4 g 0.59 - 0.6 g (S1)

2. Section 5 – Discussion and recommendation. The last paragraph points out to the intended use of these figures and the possible requirement of a site specific ground motion study.

Document 3: Probabilistic Seismic hazard Assessment for Yangon Region, Myanmar by Myo Thant, 2012 This document is the summation of the first or early studies of the seismic hazard of Yangon Region based on PSHA. Please refer to the last paragraph of the section “Discussions and Conclusions”. The author indicates the parameters which need more data to improvise the PSHA of the Yangon Region.

CONCLUSION: The figures identified within Documents 1 and 2 are appropriate PSHA of the Yangon region and supersede the PSHA of the Yangon region from the 2012 report by Myo Thant. The latest PSHA values are listed in the table above.

A - 1 REQUIREMENT FOR SITE SPECIFIC SEISMIC GROUND MOTION STUDY

Myanmar NBC – Part 3 & 4 (2016): Section 3.4.1.4.7 directs to ASCE 7, chapter 21 for Site Specific Ground Motion procedures. ASCE 7‐16, Section 11.4.8 Site – Specific Ground Motion Procedures: “A ground motion hazard analysis shall be performed in accordance with Section 21.2 for the following: 2. structures on Site Class E sites with Ss greater than or equal to 1.0, and” The site class has been identified as Type E (Soft Clay Soil) and the Ss value in the table above is 0.9 – 1 g. Hence this project requires a site specific ground motion study.

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A - 3 Structural Design

TABLE 3.4.1

0.2s (Ss) AND 1.0s (S1) SPECTRAL RESPONSE ACCELERATIONS

Sr. City / Town Ss S1 Remarks No.

1. Bagan 1.55 0.62 2. Bago (Pegu) 1.07 0.43 3. Bhamo 0.66 0.26 3.4. (Great Coco Island) 1.18 0.47 5. Dawei (Tavoy) 0.25 0.10 6. Hakha 1.87 0.75 7. Hpa-An (Pa-An) 0.74 0.30 8. Kengtung 1.32 0.52 9. Kyaukpyu (Kyaukphyu) 0.84 0.33 10. Labutta 0.64 0.26 11. Lashio 0.48 0.19 12. Loikaw 1.41 0.56 13. Magwe 1.45 0.58 13.4. Mandalay 2.01 0.80 15. (Mawlamyaing) 0.74 0.30 16. Meiktila 2.07 0.83 17. Monywa 1.72 0.69 18. Myitkyina 1.7 0.68 19. Naypyitaw 1.32 0.53 20. Pakokku 1.54 0.61 21. Pathein (Bassein) 0.87 0.35 22. Putao 2.05 0.82 23. Pyay (prome) 0.80 0.32 23.4. Pyinmana 1.32 0.53 25. Sagaing 2.12 0.85 26. Shwebo 2.25 0.90 27. Sittwe (Akyab) 1.26 0.50 28. Taungoo 1.20 0.48 29. Taunggyi 1.69 0.68 30. Thandwe (Sandoway) 0.88 0.35 31. Yangon (Rangoon) 0.77 0.31

Note: Long-period transition period TL is to be taken as 6 sec.

A - 4 Structural Design

Figure 3.4.1.1: Maximum Considered Earthquake Ground Motion for 1 Sec Spectral Response Acceleration at 2% Probability in 50 Years with 5% Critical Damping, Site Class B

A - 5 Structural Design

Figure 3.4.1.3: Maximum Considered Earthquake Ground Motion for 0.2 Sec Spectral Response Acceleration at 2% Probability in 50 Years with 5% Critical Damping, Site Class B

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A - 7 Yangon Region Earthquake Preparedness and Response Plan

2019

A - 8 Yangon Region Earthquake Preparedness and Response Plan

2019

A - 9 FORWARD

The Yangon Region is prone to natural disasters, including floods, storms, fires, earthquakes, and disease epidemics that have caused the most damage and threat to investment in the Yangon Region. Yangon City is located about 30 kilometres west of the Sagaing fault, and according to the historical records, the earthquakes have had grim consequences on lives, social assets, and physical systems in the region. While urbanization has rapidly increased, earthquake resistance design in the construction of critical infrastructure is limited. Due to this limited capacity and a limited early warning system, the region is vulnerable to huge loss and damages, affecting lives and properties, should a severe earthquake occur. In consultation with the Yangon Region Disaster Management Work Committee members, relevant government departments and stakeholders guided by the Ministry of Social Welfare, Relief and Resettlement, and the Yangon Regional Government, the “Yangon Region Earthquake Preparedness and Response Plan” is therefore designed to respond to the specific needs for earthquake preparedness and address how to effectively respond when an earthquake strikes. The plan describes preparedness measures that can reduce earthquake-related risks, as well as emergency response activities and how to coordinate for them in collaboration with relevant government departments and other stakeholders in the region. In line with the Myanmar National Earthquake Preparedness and Response Plan, the Yangon Region Earthquake Preparedness and Response Plan is being developed under the project on ‘Building Resilience in Earthquake prone areas in Myanmar through better Preparedness and Response’ in collaboration with the Department of Disaster Management and UNDP with funding support from the European Union Civil Protection and Humanitarian Aid.

H.E. U Phyo Min Thein Chief Minister Yangon Regional Government

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The Table (2) describes the magnitude of earthquake and the possible damaged on buildings and human beings. However, the possible damage depends on the depth of epicentre, the distance between the cities and epicentre, population density and building typology etc.

Table (2) Comparison of magnitude of earthquake and the observation Magnitude Observation <2 No effect 2-4 Noticed only by sensitive people 4-4.9 Felt by most of the people 5-5.9 Less damaged even in strong buildings 6-6.9 Significant damaged in strong buildings 7-7.9 Serious damaged in strong buildings >8 Severe and destructive damaged On 5 May 1930, an earthquake in Bago caused 500 casualties and great destruction in the city and the Yangon region. Fifty deaths were reported, and some physical structures had considerable damage. The same year, a second quake on 3 December 1930, moment magnitude (Mw) 7.3, struck Bago, causing damage to houses. Railroad tracks were twisted, affecting transportation systems. Notwithstanding its low to medium seismicity, Yangon’s population, infrastructure development, and the nucleus of its economic hub have made it the most vulnerable region in the country. The beginning of 2018 was met with a series of earthquakes, occurring more frequently than in previous years. Figure 2, below, shows the Peak Ground Acceleration (PGA) figures of potentially damaging earth- quakes for a return period of 475 years. The PGA map is useful in the design of earthquake resistant buildings.

Figure 2, PGA values of earthquakes in the Yangon region; Courtesy: Myanmar Earthquake Committee, 2018 A - 11

A - 12 DEVELOPING PROBABILISTIC SEISMIC HAZARD MAPS OF YANGON, YANGON REGION, MYANMAR

December 2015

A - 13 4.2 Seismic Hazard

4.2.1 Seismic hazards for 475 years recurrence interval

The seismic hazard in term of peak ground acceleration, PGA (in g) for recurrence interval in 475 years (10 % probability of exceedance in 50 years) is shown in Figure

(11). The PGA ranged from 0.29 to 0.5 gand the maximum seismic hazard zone comprises the eastern part of Yangon, East Dagon, South Dagon and Dagon

MyothitSeikkan (PGA – 0.4 g to 0.5 g). Other wards of Yangon are in the PGA zone of 0.3 g to 0.4 g.

From Figure (12) to (13) depict the seismic hazard maps in terms of spectral acceleration at the periods of 0.2 s (Figure 12) and 1.0 s (Figure 13) for 475 years recurrence interval. These hazard maps can be applied to design the (ordinary) buildings for seismic safety.

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A - 14 Figure (11)Probabilistic Seismic Hazard Map of Yangon City, Yagon Region, for 10 % probability of exceedance in 50 years, in terms of peak ground acceleration (PGA) in g.

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A - 15 Figure (12)Probabilistic Seismic Hazard Map of Yangon City, Yangon Region, for 10 % probability of exceedance in 50 years, in terms of spectral acceleration (SA) in g at the period of 0.2 s.

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A - 16 Figure (13)Probabilistic Seismic Hazard Map of Yangon City, Yangon Region, for 10 % probability of exceedance in 50 years, in terms of spectral acceleration (SA) in g at the period of 1.0 s.

4.2.2 Seismic hazards for 2475 years recurrence interval

The seismic hazard maps for 2475 years recurrence interval (2 % probability of exceedance in 50 years) can be seen in Figure (14) to (56). Figure (14) illustrates the peak ground acceleration (PGA) map of Yangon City and the PGA value ranges from 0.475 to 0.8 g.

The spectral acceleration maps for 2475 years recurrence interval at the period of 0.2 s is shown in Figure (15), and at the period of 1.0 s in Figure (16).

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A - 17 Figure (14)Probabilistic Seismic Hazard Map of Yangon City, Yangon Region, for 2 % probability of exceedance in 50 years, in terms of peak ground acceleration (PGA) in g.

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A - 18 Figure (15)Probabilistic Seismic Hazard Map Yangon, Yangon Region, for 2 % probability of exceedance in 50 years, in terms of spectral acceleration (SA) in g at the period of 0.2 s.

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A - 19 Figure (16)Probabilistic Seismic Hazard Map of Yangon City, Yangon Region, for 2 % probability of exceedance in 50 years, in terms of spectral acceleration (SA) in g at the period of 1.0 s.

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A - 20 5 DISCUSSION AND RECOMMENDATION

Seismic hazard assessment is carried out for Yangon (Yangon Region) and seismic risk assessment for Pyay (Bago Region) in 2014. The report is prepared for the seismic hazard assessment of Yangon City, Yangon Region. We develop ten seismic hazard maps for 475 years (10 % probability of exceedance in 50 years) and 2,475 years recurrence interval (2 % probability of exceedance in 50 years). Therefore, the seismic hazard maps will currently be

3for each recurrence interval. Among the seismic hazard maps for each recurrence interval, there will be one PGA map, and two SA (at the periods of 0.2 s, and 1.0 s) maps.

Regards to PGA for 475 years recurrence interval, the wards of the city, lied in the seismic hazard zone with PGA range from 0.29 – 0.5 g, are in very strong to severe zone of perceived shaking, moderate to heavy in potential damage, and VII and VIII in instrumental intensity. The wards with PGA range of 0.4 – 0.5 g, asDagonmyothit (E), Dagonmyothit (N),

Dagonmyothit (S) and Dagonmyothit (Seikkan) are in severe zone of perceived shaking,

Moderate to heavy in potential damage, and VIII in instrumental intensity.

The eastern part of Yangon city that includes Myaukokkalar, Dagonmyothit (E),

Dagonmyothit (N), Dagonmyothit (S), Taungokkalar, eastern part of Thingankyun,

Dagonmyothit (Seikkan) and Tanyin is in the highest seismic hazard zone of PGA range >

0.6 – 0.8 g, lying in the violentzone of perceived shaking, heavy in potential damage and IX in the intensity scale, for 2,475 years recurrence interval. The PGA 0.5 g – 0.6 g zone comprises the NS running central parts of the city such as the downtown areas, Mingaladon,

Shwepyitha, Insein, Mayangone, Hlaingbwe-2, Kamayut, Yangin, Bahan, Sanchuang,

Tarmwe, Dagon, Alon, Mingalartaungnyunt, Dawbon, Thaketa, Lanmadaw, Pazundaung,

Latha, and Botahtaung are in the zone of the severe of perceived shaking, moderate/heavy in potential damage, and VII in instrumental intensity.

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A - 21 The above mentioned maps can be used in land-use planning, the purposes of earthquake disaster management, etc. The spectral acceleration maps are for seismic resistant designing for the buildings/infrastructures for certain projects. Depends on the types of project, it may need to conduct the site specific detailed seismic hazard assessment rather than these maps.

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