DEPARTMENT OF FINANCE (DOF) DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS (DPWH) DEPARTMENT OF INTERIOR AND LOCAL GOVERNMENT (DILG) THE REPUBLIC OF THE PHILIPPINES

THE URGENT DEVELOPMENT STUDY ON THE PROJECT ON REHABILITATION AND RECOVERY FROM TYPHOON YOLANDA IN THE PHILIPPINES

FINAL REPORT (II)

APPENDIX TECHNICAL SUPPORTING REPORT 1 (VOLUME 1, CHAPTER 2)

FEBRUARY 2017

JAPAN INTERNATIONAL COOPERATION AGENCY

ORIENTAL CONSULTANTS GLOBAL CO., LTD. CTI ENGINEERING INTERNATIONAL CO., LTD. PACIFIC CONSULTANTS CO., LTD. EI YACHIYO ENGINEERING CO., LTD. JR PASCO CORPORATION 17-020

DEPARTMENT OF FINANCE (DOF) DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS (DPWH) DEPARTMENT OF INTERIOR AND LOCAL GOVERNMENT (DILG) THE REPUBLIC OF THE PHILIPPINES

THE URGENT DEVELOPMENT STUDY ON THE PROJECT ON REHABILITATION AND RECOVERY FROM TYPHOON YOLANDA IN THE PHILIPPINES

FINAL REPORT (II)

APPENDIX TECHNICAL SUPPORTING REPORT 1 (VOLUME 1, CHAPTER 2)

FEBRUARY 2017

JAPAN INTERNATIONAL COOPERATION AGENCY

ORIENTAL CONSULTANTS GLOBAL CO., LTD. CTI ENGINEERING INTERNATIONAL CO., LTD. PACIFIC CONSULTANTS CO., LTD. YACHIYO ENGINEERING CO., LTD. PASCO CORPORATION

Composition of Final Report (II)

Summary Main Report Volume 1 Recovery and Reconstruction Planning Volume 2 Quick Impact Projects Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) Technical Supporting Report 2 (Volume 1, Chapter 3 and 4) Technical Supporting Report 3 (Volume 2)

US$ 1.00 = Phillipines Peso (PHP) 49.68 = Japanese Yen ¥ 117.38 (January, 2017)

Republic of the Philippines The Urgent Development Study on The Project on Rehabilitation and Recovery from Typhoon Yolanda Final report (II)

Appendix Technical Supporting Report 1

Table of Contents

Chapter 2 Development of Structure Measures

Appendix-1: Supporting Report for Basic Planning (Draft) A1-1-1

Appendix-2: Basic Design for The Proposed Road Heightening and Tide Embankment for Section 3 Tacloban City and Palo, Leyte A1-2-1

Appendix-3: Basic Design for The Proposed Road Heightening and Tide Embankment for Section 4 Tacloban City and Palo, Leyte A1-3-1

Appendix-4: Minutes of meeting (Tacloban City) A1-4-1

Appendix-5: Minutes of meeting (Palo Municipality) A1-5-1

Appendix-6: Minutes of meeting (DPWH) A1-6-1

i Appendix-1: Supporting Report for Basic Planning (Draft) The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2)

Republic of the Philippines DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS

PROJECT ON ROAD HEIGHTENING AND TIDE EMBANKMENT FOR SECTION 3 AND 4 (TACLOBAN-PALO)

SUPPORTING REPORT FOR BASIC PLANNING (DRAFT)

June 2015

JICA Study Team

A1-1-1 2 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2)

Project Location Map A1-1-2 3 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

PROJECT ON ROAD HEIGHTENING AND TIDE EMBANKMENT FOR SECTION 3 AND 4, TACLOBAN-PALO

DRAFT SUPPORTING REPORT FOR BASIC PLANNING

Table of Contents

Chapter 1 Background of the Project ...... 1-1 1.1 Background History ...... 1-1 1.2 Role of DPWH and JICA ...... 1-2 1.3 The Project ...... 1-4 1.4 This Report ...... 1-5

Chapter 2 Definitive Planning Conditions ...... 2-1 2.1 General Conditions ...... 2-1 2.1.1 Climatological and Meteorological Characteristics in the Project Area ...... 2-1 2.1.2 Geology ...... 2-4 2.1.3 Topography in Tacloban-Palo-Tanauan ...... 2-5 2.2 Planning Sections ...... 2-7 2.2.1 Alignment ...... 2-7 2.2.2 Priority Sections for Basic Planning ...... 2-8 2.3 External Force Conditions ...... 2-8 2.3.1 Probable Protection Level ...... 2-8 2.3.2 Protection Level ...... 2-10 2.4 Top Elevation of Heightened Road/Tide Embankment ...... 2-11 2.4.1 Profile ...... 2-11 2.5 Physical Benefit by the Project ...... 2-12 2.5.1 Analysis Case ...... 2-12 2.5.2 Effect of Structural Measure ...... 2-12

Chapter 3 Alternative Plan Settings ...... 3-1 3.1 Study of alignment and structures ...... 3-1 3.1.1 Existing conditions along the proposed initial alignment ...... 3-1

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A1-1-3 4 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

3.1.2 Study of existing conditions ...... 3-2 3.1.3 Alternative alignments ...... 3-3 3.1.4 Structure types for alternative alignment ...... 3-6 3.2 Area to be protected by Structural Measure...... 3-10 3.3 Land use, land property and resettlement ...... 3-12 3.3.1 Relationship with CLUP ...... 3-12 3.3.2 No-build zones (NBZs) and No-dwelling zones (NDZs) ...... 3-16 3.4 Comparison of alternative Cases ...... 3-17

Chapter 4 Basic Plan ...... 4-1 4.1 Tide embankment ...... 4-1 4.1.1 Design concept ...... 4-1 4.1.2 Control points in setting up the alignment ...... 4-2 4.1.3 Structural Studies for tide embankment ...... 4-17 4.1.4 Structural Studies for road heightening ...... 4-25 4.1.5 Structural Studies for tidal wall ...... 4-33 4.1.6 Geological conditions ...... 4-35 4.1.7 Related structures ...... 4-39 4.2 Road ...... 4-42 4.2.1 Traffic Volume Analysis ...... 4-42 4.2.2 Road Alignment ...... 4-49 4.2.3 Intersections ...... 4-51 4.2.4 Pavement Structure ...... 4-57 4.3 River Crossing ...... 4-59 4.3.1 Selection for the River Crossing Structure (River Gate / Backwater Dike) ...... 4-59 4.3.2 Exiting Flood Condition ...... 4-62 4.3.3 River Gate Design ...... 4-94 4.3.4 Back Water Dike Design ...... 4-115 4.3.5 Review of Existing Bridge and Introduction of Effective Use Method ...... 4-119 4.4 Storm Water Drainage ...... 4-125 4.4.1 Study of Existing Conditions ...... 4-125 4.4.2 Analysis of Discharge Flow and Allocation of Drainage Outlet ...... 4-143

Chapter 5 Construction and Procurement Planning ...... 5-1 5.1 Procurement Planning ...... 5-1 5.1.1 Type of contract ...... 5-1 5.1.2 Size of contract ...... 5-1 5.1.3 Procurement method ...... 5-1 5.1.4 Phasing of the Project ...... 5-2 5.2 Construction Methods / Procedures ...... 5-2

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A1-1-4 5 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

5.3 Construction Material / Equipment ...... 5-2 5.3.1 Local Construction Market ...... 5-2 5.3.2 Sources of local construction material ...... 5-3 5.3.3 Material to be procured from foreign countries ...... 5-3 5.4 Implementation Schedule...... 5-8

Chapter 6 Environmental and Social Considerations ...... 6-1 6.1 Legal Framework ...... 6-1 6.2 PEISS related organizations ...... 6-2 6.3 Procedures of PEISS ...... 6-3

Chapter 7 Selection of Prioritized Sections ...... 7-1 7.1 Selection of Prioritized Sections ...... 7-1 7.2 Prioritized sections ...... 7-2 7.2.1 Outline of the prioritized sections ...... 7-2 7.2.2 Beginning point of prioritized section ...... 7-3 7.2.3 Ending Point of Prioritized Section ...... 7-4

Chapter 8 Design Parameters for Basic Design for Prioritized Sections ...... 8-1 8.1 General Outline of Prioritized Sections ...... 8-1 8.2 Outline of structures included in the prioritized sections ...... 8-1 8.3 Tide embankment ...... 8-5 8.3.1 Alignment ...... 8-5 8.3.2 Structural design parameters ...... 8-9 8.3.3 Access Road ...... 8-14 8.4 Road ...... 8-17 8.4.1 Road alignment ...... 8-17 8.4.2 Intersections ...... 8-20 8.4.3 Pavement Structure ...... 8-24 8.5 Flood gate ...... 8-27 8.5.1 Proposed Locations of river gate ...... 8-27 8.5.2 Design and operational water levels and depths ...... 8-28 8.5.3 Layouts of river gates ...... 8-31 8.5.4 Design conditions ...... 8-33 8.5.5 Types of Hydraulic Gates ...... 8-40 8.6 Drainage outlets ...... 8-44 8.6.1 Location of drainage outlets ...... 8-44 8.6.2 Design consideration ...... 8-47 8.6.3 Basic Plan of Drainage Outlet (Number, Location, Dimension and Gate Type) ...... 8-48 8.7 Construction Procedure, Materials...... 8-49

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8.7.1 Construction materials...... 8-49 8.7.2 Contraction schedule ...... 8-49

Chapter 9 Recommendations ...... 9-1 9.1 General ...... 9-1 9.2 Tide Embankment ...... 9-2 9.3 Drainage Plan and Flood Control ...... 9-8

Appendix 1 Definitive Planning Conditions ...... 1 1.3 External Force Conditions ...... 1 1.3.1 Return Period of External Force ...... 1 1.3.2 Numerical Analysis of Maximum Sea Level ...... 2 1.3.3 Top Elevation of Heightened Road/Tide Embankment ...... 4

Appendix 2 Traffic Volume Analysis ...... 8 2.1 Calculation Sheets of Traffic Classification Count Survey ...... 8 2.2 Calculation Sheets of Traffic Projections ...... 20

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A1-1-6 7 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

List of Tables

Table 2.1-1 Descriptions of Classified Climatological Characteristics ...... 2-1 Table 2.1-2 Summary on Climate in Tacloban ...... 2-2 Table 2.1-3 Geologic Classification Tacloban City, 2011 ...... 2-5 Table 2.2-1 Section Name and Length for the Alignment ...... 2-7 Table 2.3-1 Probable Storm Surge Elevation for various return periods ...... 2-9 Table 2.4-1 Top Elevation of Elevated Road and Tide Embankment ...... 2-11 Table 3.1-1 Another alignments compatible with the issues of the proposed initial alignment 3-2 Table 3.1-2 Protectable area and number of houses for Case-A and Case-B（Section 3 & 4） ...... 3-10 Table 3.1-3 Protectable area and number of houses for Case-C（Section 3 & 4） ...... 3-11 Table 3.1-4 Main Land Use Plan in Section 3 and Section 4 in current CLUP ...... 3-12 Table 3.1-6 Comparison for alternative Cases for section 4 ...... 3-19 Table 4.1-1 Top elevation settings ...... 4-17 Table 4.1-2 Structural specifications of tide embankment ...... 4-20 Table 4.1-3 Estimated overtopping depth for Yolanda ...... 4-22 Table 4.1-4 Simulated storm surge height and Tsunami height ...... 4-24 Table 4.1-5 Structural specifications of road heightening ...... 4-26 Table 4.1-6 Maximum Overflow Discharge per unit width for each Section ...... 4-27 Table 4.1-7 Structural specifications of road heightening ...... 4-33 Table 4.1-8 Geological conditions along the tide embankment in section 4 ...... 4-38 Table 4.2-1 Traffic Classification/Intersection Count Survey ...... 4-42 Table 4.2-2 Seasonal Adjustment Factors ...... 4-43 Table 4.2-3 Summary of Existing AADT Volumes (2015) ...... 4-44 Table 4.2-4 Population Forecast for Region VIII ...... 4-45 Table 4.2-5 Population Growth Rate ...... 4-45 Table 4.2-6 GRDP Per Capita Growth Rate (%) ...... 4-45 Table 4.2-7 GRDP Per Capita and Population Growth Rates ...... 4-46 Table 4.2-8 Traffic Demand Elasticity (%) ...... 4-46 Table 4.2-9 Traffic Growth Rates (%) ...... 4-46 Table 4.2-10 Traffic Demand Forecast ...... 4-47 Table 4.2-11 Lane Requirement for CNCRP ...... 4-48 Table 4.2-12 Recommended Geometric Design Standards...... 4-50 Table 4.2-13 Minimum Design Standard Philippine Highways ...... 4-51 Table 4.2-14 Design Pavement Edge Radius for Minor Intersection ...... 4-53 Table 4.2-15 Turning Lane Width ...... 4-55 Table 4.3-1 Selection of River Crossing structure(1) ...... 4-60 Table 4.3-2 Selection of River Crossing structure(2) ...... 4-61 Table 4.3-3 Collected Data and Reports ...... 4-62

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A1-1-7 8 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

Table 4.3-4 Estimated Probable Daily Rainfall in ...... 4-63 Table 4.3-5 Summary on Crossing Structure on the Tidal Structure proposed by DPWH ..... 4-72 Table 4.3-6 Summary on Target Rivers and Creek for Runoff Analysis ...... 4-76 Table 4.3-7 Annual Maximum Daily Rainfall in Tacloban ...... 4-79 Table 4.3-8 Observation Period and Statistical Parameter ...... 4-79 Table 4.3-9 Estimated Probable Rainfall ...... 4-79 Table 4.3-10 Result of Statistical Analysis (Tacloban, 1day rainfall) ...... 4-80 Table 4.3-11 Status of Land Cover for Target Rivers/Creeks ...... 4-83 Table 4.3-12 Applied Runoff Coefficient ...... 4-83 Table 4.3-13 Calculation Result (Rational Formula) ...... 4-83 Table 4.3-14 Calculation Result (SCS Unit-hydro graph Method) ...... 4-84 Table 4.3-15 Calculation Result (SCS Unit-hydro graph Method) ...... 4-85 Table 4.3-16 Summary of Runoff Analysis ...... 4-88 Table 4.3-17 Discharge Capacity of Outlets ...... 4-88 Table 4.3-18 Recommended Hydraulic Dimension ...... 4-89 Table 4.3-19 Required Heights of the Tide Embankment ...... 4-95 Table 4.3-20 Reevaluated Flow Discharges at the Existing Bridges and Culverts...... 4-95 Table 4.3-21 Design & Operational Water Depths and Dimensions of Gate Leaves ...... 4-97 Table 4.3-22 Basic Information of Bridges ...... 4-108 Table 4.3-23 Freeboard Allowance ...... 4-112 Table 4.4-1 List of the existing drainage outlets of section 3 and 4 ...... 4-115 Table 4.4-2 List of the planned drainage outlets of section 3 and 4 ...... 4-133 Table 5.1-1 Project Implementing Phase ...... 5-2 Table 5.4-1 Major Construction Material required for Section 3 & 4 ...... 5-3 Table 5.4-1 Period of action on procurement activities ...... 5-8 Table 7.1-1 Structure Included in the Prioritized Sections ...... 7-1 Table 7.2-1 Structure Included in the Prioritized Sections ...... 7-1 Table 7.3-1 Tide Embankment in the Prioritized Sections ...... 7-5 Table 7.3-2 Top elevation settings ...... 7-10 Table 7.3-3 Structural Specifications of Tide Embankment ...... 7-12 Table 7.4-1 Construction and Improvement of Road in the Prioritized Sections ...... 7-14 Table 7.4-2 Recommended Geometric Design Standards...... 7-15 Table 7.4-3 Minimum Design Standard Philippine Highways ...... 7-16 Table 7.4-4 Design Pavement Edge Radius for Minor Intersection ...... 7-18 Table 7.4-5 Turning Lane Width ...... 7-20 Table 7.5-1 Flood Gates in the Prioritized Sections ...... 7-24 Table 7.5-2 Required Heights of the Tide Embankment...... 7-25 Table 7.5-3 Reevaluated Flow Discharges at the Existing Bridges and Culverts ...... 7-25 Table 7.5-4 Design & Operational Water Depths and Dimensions of Gate Leaves ...... 7-27 Table 7.6-1 Drainage Outlest in the Prioritized Sections ...... 7-30

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A1-1-8 9 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

Table 7.6-2 List of the Planned Drainage Outlets in Prioritized Section ...... 7-34 Table 7.7-1 Major Construction Material Required for Prioritized Section ...... 7-35 Table 7.7-2 Construction Schedule for Prioritized Section ...... 7-35 Table 8.3-1 Considered Land Use as Urbanized/Settled Area ...... 8-6 Table 8.3-2 Existing/Assumed Settled Area and Impervious Ratio in the Future ...... 8-6 Table 8.3-3 Estimated Probable Discharge Increased by Urbanization/Settlement and Necessary Retarding Water Volume ...... 8-7

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A1-1-9 10 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

List of Figures

Figure 1.2-1 Confirmed Basic Contents between DPWH and JICA ...... 1-2 Figure 1.2-2 Proposed Task Demarcation ...... 1-3 Figure 1.2-3 Organization Chart for DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4 (Tacloban-Palo) ...... 1-3 Figure 1.3-1 Location of Section 3 and 4 ...... 1-4 Figure 2.1-1 Climatological Classification Map of Philippine ...... 2-2 Figure 2.1-2 Average Monthly Rainfall ...... 2-3 Figure 2.1-3 Annual Maximum Daily Rainfall in Tacloban ...... 2-3 Figure 2.1-4 Topographical Map in Project Area ...... 2-6 Figure 2.2-1 Proposed Initial Alignment (left) and Storm Surge Hazard Map for 50 years(right) ...... 2-8 Figure 2.3-1 Simulated Storm Surge Hydrograph for various return periods at Tanauan ...... 2-9 Figure 2.3-2 Probable inundation area by storm surge for 10 and 50 years return period and Yolanda case ...... 2-10 Figure 2.4-1 Profile of Existing Road Elevation ...... 2-12 Figure 2.5-1 Reduction of Inundation Area for 50 years return period ...... 2-13 Figure 2.5-2 Reduction of Inundation Area for Yolanda Case ...... 2-13 Figure 2.5-3 Reduction of Inundation Area for various Depth range (50 years return period) 2-14 Figure 2.5-4 Reduction of Inundation Area for various Depth range (Yolanda case) ...... 2-14 Figure 2.5-5 Reduction of Submerged Houses for various Depth range (50 years return period) ...... 2-15 Figure 2.5-6 Reduction of Submerged Houses for various Depth range (Yolanda case) ...... 2-15 Figure 3.1-1 Proposed Initial Alignment ...... 3-1 Figure 3.1-2 Alternative Alignments for Section 3 ...... 3-3 Figure 3.1-3 Alternative Alignments for Section 3-1 ...... 3-3 Figure 3.1-4 Alternative Alignments for Section 3-2 ...... 3-4 Figure 3.1-5 Alternative Alignments for Section 4 ...... 3-4 Figure 3.1-6 Alternative Alignments for Section 4-1 and 4-2 ...... 3-5 Figure 3.1-7 Alternative Alignments for Section 4-3, 4-4 and 4-5 ...... 3-5 Figure 3.1-8 Alternative Alignments for Section 4-6 and 4-7 ...... 3-6 Figure 3.1-9 Structural type of Case-A (embankment) ...... 3-7 Figure 3.1-10 Alignment of Case-A (embankment) ...... 3-7 Figure 3.1-11 Structural type of Case-A (concrete wall) ...... 3-7 Figure 3.1-12 Alignment of Case-A (concrete wall) ...... 3-8 Figure 3.1-13 Structural type of Case-B (tidal protection wall) ...... 3-8 Figure 3.1-14 Alignment of Case-B (tidal protection wall) ...... 3-8 Figure 3.1-15 Structural type of Case-C (embankment) ...... 3-9 Figure 3.1-16 Alignment of Case-C (embankment) ...... 3-9

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A1-1-10 11 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

Figure 3.3-1 Proposed commercial areas (CLUP 2013-2022) ...... 3-13 Figure 3.3-2 Proposed residential areas byCLUP 2013-2022 ...... 3-14 Figure 3.3-3 Urban land use plan (CLUP 2001-2010) ...... 3-15 Figure 3.3-4 Protection area map (Post-disaster redevelopment plan) ...... 3-15 Figure 3.4-1 Comparison for alternative Cases for section 3 ...... 3-18 Figure 3.4-2 Comparison for Alternative Case for Section 4...... 3-19 Figure 4.1-1 Basic concept of Protection Level of Structure Measures ...... 4-1 Figure 4.1-2 Basic Policy for Setting up an Alignment ...... 4-2 Figure 4.1-3 Control points in setting up alignment in section 3 (1) ...... 4-3 Figure 4.1-4 Control points in setting up alignment in section 3 (2) ...... 4-3 Figure 4.1-5 Control points in setting up alignment in section 3 (3) ...... 4-4 Figure 4.1-6 Control points in setting up alignment in section 3 (4) ...... 4-4 Figure 4.1-7 Control points in setting up alignment in section 3 (5) ...... 4-5 Figure 4.1-8 Control points in setting up alignment in section 3 (6) ...... 4-5 Figure 4.1-9 Control points in setting up alignment in section 3 (7) ...... 4-6 Figure 4.1-10 Control points in setting up alignment in section 3 (8) ...... 4-6 Figure 4.1-11 Control points in setting up alignment in section 3 (9) ...... 4-7 Figure 4.1-12 Control points in setting up alignment in section 3 (10) ...... 4-7 Figure 4.1-13 Control points in setting up alignment in section 4 (1) ...... 4-8 Figure 4.1-14 Control points in setting up alignment in section 4 (2) ...... 4-8 Figure 4.1-15 Control points in setting up alignment in section 4 (3) ...... 4-9 Figure 4.1-16 Control points in setting up alignment in section 4 (4) ...... 4-9 Figure 4.1-17 Control points in setting up alignment in section 4 (5) ...... 4-10 Figure 4.1-18 Control points in setting up alignment in section 4 (6) ...... 4-10 Figure 4.1-19 Control points in setting up alignment in section 4 (7) ...... 4-11 Figure 4.1-20 Control points in setting up alignment in section 4 (8) ...... 4-11 Figure 4.1-21 Control points in setting up alignment in section 4 (9) ...... 4-12 Figure 4.1-22 Control points in setting up alignment in section 4 (10) ...... 4-12 Figure 4.1-23 Control points in setting up alignment in section 4 (11) ...... 4-13 Figure 4.1-24 Control points in setting up alignment in section 4 (12) ...... 4-13 Figure 4.1-25 Control points in setting up alignment in section 4 (13) ...... 4-14 Figure 4.1-26 Control points in setting up alignment in section 4 (14) ...... 4-14 Figure 4.1-27 Control points in setting up alignment in section 4 (15) ...... 4-15 Figure 4.1-28 Alignment settings in the north of Macarthur Park ...... 4-16 Figure 4.1-29 Simulated storm surge deviation (50 years return period)...... 4-18 Figure 4.1-30 Crest width requirement as a cycling and maintenance road...... 4-19 Figure 4.1-31 Standard structure of the embankment ...... 4-20 Figure 4.1-32 Example of setting the height of base concrete ...... 4-21 Figure 4.1-33 Notion of calculating erosion depth ...... 4-23 Figure 4.1-34 Experimented relation between D (erosion depth) and R (steady vortex) ...... 4-23

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Figure 4.1-35 Tsunami Hazard Map and Tsunami Level (MSL+ m) by READY project ..... 4-24 Figure 4.1-36 Standard structure of road heightening ...... 4-26 Figure 4.1-37 Location of Maximum Inundation Level Occurrence for each Section (Distant) ...... 4-28 Figure 4.1-38 Max. Inundation Level and Time series of Inundation Level for each Section 4-29 Figure 4.1-39 Failure Progress of Grass sodding Dike ...... 4-30 Figure 4.1-40 Failure Progress of Crown Asphalt Dike ...... 4-30 Figure 4.1-41 Relation between Overflow Discharge and Erosion ...... 4-31 Figure 4.1-42 Total Overflow Volume per Unit Width until Dike Breach ...... 4-31 Figure 4.1-43 Extent of Dike Failure according to Overflow Volume ...... 4-32 Figure 4.1-44 Standard structure of road heightening ...... 4-33 Figure 4.1-45 Location of geological survey in Section 4 ...... 4-36 Figure 4.1-46 General image of access road for vehicles ...... 4-39 Figure 4.1-47 General image of access road for bicycles ...... 4-40 Figure 4.1-48 General image of access road for pedestrians ...... 4-41 Figure 4.2-1 Typical Three-Leg and Four-Leg Channelized Intersection ...... 4-53 Figure 4.2-2 Turning Path Design ...... 4-54 Figure 4.2-3 Intersection of San Jose Airport Road and Tidal Protection Dike...... 4-56 Figure 4.2-4 Intersection of Baybay road and Manlurip Road at Section 4 ...... 4-56 Figure 4.3-1 Rainfall Duration Curve of Tacloban GS ...... 4-63 Figure 4.3-2 Drainage Master Plan in Tacloban City by JICA(1/4) ...... 4-64 Figure 4.3-3 Drainage Master Plan in Tacloban City by JICA (2/4) ...... 4-65 Figure 4.3-4 Drainage Master Plan in Tacloban City by JICA (3/4) ...... 4-66 Figure 4.3-5 Drainage Master Plan in Tacloban City by JICA (4/4) ...... 4-67 Figure 4.3-6 Horizontal Plan on Flood Control in Tacloban City (Proposed by Tacloban City) ...... 4-68 Figure 4.3-7 Bangon River (Partly Constructed flood protection dike) ...... 4-69 Figure 4.3-8 River Cross Section Designed by DPWH ...... 4-69 Figure 4.3-9 Horizontal and Longitudinal Plans Designed by DPWH ...... 4-70 Figure 4.3-10 Horizontal Plan of Rechanneling Designed by DPWH ...... 4-71 Figure 4.3-11 Rivers and Creeks in the Project Area ...... 4-72 Figure 4.3-12 Pictures of rivers and creeks (1) ...... 4-73 Figure 4.3-13 Pictures of rivers and creeks (2) ...... 4-74 Figure 4.3-14 Catchment Area (1/2) ...... 4-75 Figure 4.3-15 Average Monthly Rainfall ...... 4-78 Figure 4.3-16 Annual Maximum Daily Rainfall in Tacloban ...... 4-78 Figure 4.3-17 Statistical Distribution (Tacloban, 1day rainfall) ...... 4-81 Figure 4.3-18 Land Cover Map of NAMRIA ...... 4-82 Figure 4.3-19 Correlation between swamp area and cut discharge ...... 4-85 Figure 4.3-20 Swamp Area along Mahalika Highway ...... 4-86

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Figure 4.3-21 Identified Water Retarding Area (Swamp Area and Paddy Field) ...... 4-87 Figure 4.3-22 Longitudinal Profile (Tanghas Lirang Creek) ...... 4-90 Figure 4.3-23 Longitudinal Profile (Sagkahan Creek) ...... 4-91 Figure 4.3-24 Longitudinal Profile (Mahayahay Creek) ...... 4-92 Figure 4.3-25 Longitudinal Profile (Burayan River) ...... 4-93 Figure 4.3-26 Proposed Locations of River Gate ...... 4-94 Figure 4.3-27 Plan of Tanghas- Lirang creek Gate ...... 4-99 Figure 4.3-28 Profile of Tanghas- Lirang creek Gate ...... 4-99 Figure 4.3-29 Front View of Tanghas- Lirang creek Gate from Seaside ...... 4-100 Figure 4.3-30 Plan of Sagakhan creek and Mahayahay creek Gates ...... 4-100 Figure 4.3-31 Profile of Sagakhan creek and Mahayahay creek Gates ...... 4-101 Figure 4.3-32 Front View of Sagakhan creek and Mahayahay creek Gates from Seaside .... 4-101 Figure 4.3-33 Plan of Kilot creek Gate ...... 4-102 Figure 4.3-34 Profile of Kilot creek Gate ...... 4-102 Figure 4.3-35 Front View of Kilot creek Gate from Seaside ...... 4-103 Figure 4.3-36 Structure Type of Backwater Dike ...... 4-115 Figure 4.3-37 River Cross Section Designed by DPWH ...... 4-116 Figure 4.3-38 Horizontal Alignment Plan Designed by DPWH ...... 4-117 Figure 4.3-39 Longitudinal Alignment Plan Designed by DPWH ...... 4-117 Figure 4.3-40 Comparison between Calculated Water Level for the Return Periods and Dike Level ...... 4-118 Figure 4.3-41 Inundation Volume and Calculated Discharge ...... 4-118 Figure 4.3-42 Location of bridges ...... 4-119 Figure 4.3-43 Example of Effective Use Method (1) ...... 4-122 Figure 4.3-44 Example of Effective Use Method (2) ...... 4-123 Figure 4.4-1 Location of existing drainage outlets (1) ...... 4-128 Figure 4.4-2 Location of existing drainage outlets (2) ...... 4-129 Figure 4.4-3 Location of existing drainage outlets (3) ...... 4-130 Figure 4.4-4 Location of existing drainage outlets (4) ...... 4-131 Figure 4.4-5 Location of existing drainage outlets (5) ...... 4-132 Figure 4.4-6 Location of existing drainage outlets (6) ...... 4-133 Figure 4.4-7 Location of existing drainage outlets (7) ...... 4-134 Figure 4.4-8 Location of existing drainage outlets (8) ...... 4-135 Figure 4.4-9 Location of existing drainage outlets (9) ...... 4-136 Figure 4.4-10 Location of existing drainage outlets (10) ...... 4-137 Figure 4.4-11 Location of existing drainage outlets (11) ...... 4-138 Figure 4.4-12 Location of Existing Drainage Outlets (12) ...... 4-139 Figure 4.4-13 Location of Existing Drainage Outlets (13) ...... 4-140 Figure 5.3-1 Location map of candidate sites for imported filling material source ...... 5-5 Figure 6.2-1 PEISS Related Organizations...... 6-2

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Figure 6.3-1 Summary Flowchart of EIA Process ...... 6-3 Figure 6.3-2 EIA process ...... 6-4 Figure 7.2-1 Outline of Prioritized Sections (leading sections) ...... 7-2 Figure 7.2-2 Start Point of Prioritized Sections ...... 7-3 Figure 7.2-3 End Point of Prioritized Sections ...... 7-4 Figure 8.2-1 Structures in Prioritized Sections (1) ...... 8-2 Figure 8.2-2 Structures in Prioritized Sections (2) ...... 8-2 Figure 8.2-3 Structures in Prioritized Sections (3) ...... 8-3 Figure 8.2-4 Structures in Prioritized Sections (4) ...... 8-3 Figure 8.2-5 Structures in Prioritized Sections (5) ...... 8-4 Figure 8.2-6 Structures in Prioritized Sections (6) ...... 8-4 Figure 8.3-1 Basic Policy for Setting up an Alignment ...... 8-5 Figure 8.3-2 Control points in setting up alignment in the prioritized sections (1) ...... 8-6 Figure 8.3-3 Control points in setting up alignment in the prioritized sections (2) ...... 8-6 Figure 8.3-4 Control points in setting up alignment in the prioritized sections (3) ...... 8-7 Figure 8.3-5 Control points in setting up alignment in the prioritized sections (4) ...... 8-7 Figure 8.3-6 Control points in setting up alignment in the prioritized sections (5) ...... 8-8 Figure 8.3-7 Control points in setting up alignment in the prioritized sections (6) ...... 8-8 Figure 8.3-8 Alignment Settings in the north of Macarthur Park ...... 8-9 Figure 8.3-9 Simulated Storm Surge Deviation (50 years returns period) ...... 8-10 Figure 8.3-10 Crest Width Requirement as a Cycling and Maintenance Road...... 8-10 Figure 8.3-11 Standard Structure of the Embankment ...... 8-11 Figure 8.3-12 Example of Setting the Height of Base Concrete ...... 8-13 Figure 8.3-13 General image of access road for vehicles ...... 8-14 Figure 8.3-14 General image of access road for bicycles ...... 8-15 Figure 8.3-15 General image of access road for pedestrians ...... 8-16 Figure 8.4-1 Typical Three-Leg and Four-Leg Channelized Intersection ...... 8-22 Figure 8.4-2 Turning Path Design ...... 8-23 Figure 8.4-3 Intersection of Baybay road and Manlurip Road at Section 4 ...... 8-24 Figure 8.5-1 Proposed Locations of River Gate ...... 8-28 Figure 8.5-2 Plan of Kilot creek Gate ...... 8-31 Figure 8.5-3 Profile of Kilot creek Gate ...... 8-32 Figure 8.5-4 Front View of Kilot creek Gate from Seaside ...... 8-32 Figure 8.6-1 Location of Existing Drainage Outlets (1) ...... 8-45 Figure 8.6-2 Location of Existing Drainage Outlets (2) ...... 8-46 Figure 9.2-1 Alignment along the fish pond ...... 9-2 Figure 9.2-2 Bangon River Channel in 1950’s ...... 9-3 Figure 9.2-3 Bangon River Channel in 2015 ...... 9-4 Figure 9.2-4 Alignment in the Mangrove Area ...... 9-5 Figure 9.2-5 Alignment along the Ice Factory ...... 9-6

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Figure 9.2-6 Alignment at the End of Section 4 and Section 5 ...... 9-7 Figure 9.3-1 CLUP of Tacloban City Proposed by JST ...... 9-8 Figure 9.3-2 CLUP of Palo ...... 9-9 Figure 9.3-3 Schematic Diagram of Estimation of Cut Volume fir Water Storage by Retarding Pond and Peak Discharge Estimation ...... 9-10 Figure 8.3-4 Recommended Dike Elevation ...... 9-12

Appendix Figure 1.3-1 Estimated return period of depression of central atmospheric pressure ...... 1 Figure 1.3-2 Path of Typhoon used in the storm surge simulation ...... 2 Figure 1.3-3 Numerical results of maximum sea level from MSL ...... 3 Figure 1.3-4. Numerical results of maximum sea level from MSL ...... 5 Figure 1.3-5 Distribution of maximum sea level departure for the case that the course of Typhoon Yolanda is shifted to the north side...... 6 Figure 1.3-6 Distribution of maximum sea level departure for the case that the course of Typhoon Yolanda is shifted to the south side ...... 6 Figure 1.3-7 Distribution of maximum sea level departure for the case that the translation speed of Typhoon Yolanda is changed ...... 7 Figure 1.3-8 Distribution of maximum sea level departure for the cases that the track of Typhoon Yolanda is rotated around Tacloban ...... 7 Figure 2.1-1 Manual Traffic Classification Count Annual Average Daily Traffic 2015 (1) ...... 8 Figure 2.1-2 Manual Traffic Classification Count Annual Average Daily Traffic 2015 (2) ...... 9 Figure 2.1-3 Manual Traffic Classification Count Annual Average Daily Traffic 2015 (3) ...... 10 Figure 2.1-4 Manual Traffic Classification Count Annual Average Daily Traffic 2015 (4) ...... 11 Figure 2.1-5 Manual Traffic Classification Count Annual Average Daily Traffic 2015 (5) ...... 12 Figure 2.1-6 Manual Traffic Classification Count Annual Average Daily Traffic 2015 (6) ...... 13 Figure 2.1-7 Manual Traffic Classification Count Annual Average Daily Traffic 2015 (7) ...... 14 Figure 2.1-8 Manual Traffic Classification Count Annual Average Daily Traffic 2015 (8) ...... 15 Figure 2.1-9 Manual Traffic Classification Count Annual Average Daily Traffic 2015 (9) ...... 16 Figure 2.1-10 Manual Traffic Classification Count Annual Average Daily Traffic 2015 (10) .. 17 Figure 2.1-11 Manual Traffic Classification Count Annual Average Daily Traffic 2015 (11) .. 18 Figure 2.1-12 Manual Traffic Classification Count Annual Average Daily Traffic 2015 (12) .. 19 Figure 2.2-1 Traffic Projections (Traffic Assignment Results),AADT and PCU/day (1) ...... 20 Figure 2.2-2 Traffic Projections (Traffic Assignment Results),AADT and PCU/day (2) ...... 21 Figure 2.2-3 Traffic Projections (Traffic Assignment Results),AADT and PCU/day (3) ...... 22 Figure 2.2-4 Traffic Projections (Traffic Assignment Results),AADT and PCU/day (4) ...... 23 Figure 2.2-5 Traffic Projections (Traffic Assignment Results),AADT and PCU/day (5) ...... 24 Figure 2.2-6 Traffic Projections (Traffic Assignment Results),AADT and PCU/day (6) ...... 25 Figure 2.2-7 Traffic Projections (Traffic Assignment Results),AADT and PCU/day (7) ...... 26 Figure 2.2-8 Traffic Projections (Traffic Assignment Results),AADT and PCU/day (8) ...... 27

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Figure 2.2-9 Traffic Projections (Traffic Assignment Results),AADT and PCU/day (9) ...... 28 Figure 2.2-10 Traffic Projections (Traffic Assignment Results),AADT and PCU/day (10) ... 29 Figure 2.2-11 Traffic Projections (Traffic Assignment Results),AADT and PCU/day (11) ... 30 Figure 2.2-12 Traffic Projections (Traffic Assignment Results),AADT and PCU/day (12) ... 31

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Abbreviation

AADT Annual Average Daily Traffic AASHTO American Association of State Highway and Transportation Officials ACEL Association of Carriers & Equipment Lessors CBR California Bearing Ratio CLUP Comprehensive Land Use Plan DHV Design Hour Volume DPWH Department of Public Works and Highways ESAL Equivalent Single Axle Load ESWL Equivalent Single Wheel Load GRDP Gross Regional Domestic Product HER Heightening of Existing Road IRR-A Implementing Rules and Regulations Part A JICA Japan International Cooperation Agency LGU Local Government Unit MSL Mean Sea Level NAMRIA National Mapping and Resources Information Authority NBZ/NDZ No Build Zone/No Dwelling Zone NSO National Statistics Office OD Origin-Destination PAGASA Philippine Atmospheric Geophysical Astronomical Service Administration PBD Philippines Bidding Documents PCU Passenger Car Unit PPMP Project Procurement Management Plan RA Republic Act RCBC Reinforced Concrete Box Culvert RCPC Reinforced Concrete Pipe Culvert SCS Soil Conservation Service SN Pavement structural number TE Tide Embankment TGR Traffic Growth Rate TWG Technical Working Group

A1-1-17 18 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

Chapter 1 Background of the Project

1.1 Background History November 2013, Typhoon Yolanda caused serious physical and indirect damage along “Yolanda Corridor” in which more than 150 LGUs included.

Philippine Government set the basic policy called Build Back Better for the recovery and reconstruction from the Typhoon Yolanda, especially to build safer cities.

In order to mitigate physical damage resulting into creating safer cities, introduction of structure measure is inevitable; however, its quantitative effect should be analyzed in advance.

In June 2014, DPWH Secretary Singson requested JICA to conduct a preliminary study for structure measure in Tacloban-Palo-Tanauan utilizing the advanced technology on storm surge hazard mapping by the JICA Study Team. In particular, the idea of Secretary Singson was to heighten the existing national highway from Tacloban to Tanauan to protect the urban settlement against storm surge. The alignment of the road heightening was provided from DPWH to JICA Study Team, which was composed of 6 sections and the total length was about 27 km. Secretary Singson mentioned the target level for the structure measure should be 50 years return period considering other DPWH project scale.

From July 2014, JICA Study Team started a preliminary study for structure measure to protect the most affected area by Typhoon Yolanda in Tacloban, Palo and Tanauan based on the quantitative analysis using the storm surge hazard map.

Until the middle of October 2014, DPWH and JICA Philippine office had a series of meeting on the structure measure planning, which was drafted by JICA Study Team. Also JICA Tokyo gave technical advice to the draft plan aiming at the quick implementation to materialize such structure measure.

At the end of October 2014, JICA explained the study result of the structure measure to Secretary Singson in Tokyo, when he visited Tokyo for a conference. It was reportedly said that after he returned Manila, the study result by JICA Study Team was presented by the Secretary and discussed in the cabinet meeting in Malacaniang Palace in front of the President.

On November 10, 2014, there was a Philippine Forum in Manila celebrating 1st year anniversary for typhoon Yolanda. In a media conference Secretary Singson announced that DPWH was planning to implement the project of road heightening and tide embankment for the sections between Tacloban-Palo-Tanauan , requesting JICA the further technical assistance.

Responding to the decision by DPWH, JICA and DPWH discussed on how to conduct the support by JICA and they agreed that JICA would provide with technical assistance on the planning and design of Section 3 and Section 4 for the implementation by DPWH.

DPWH designated the responsible official for the Project as Undersecretary Mr. Romeo S. Momo and the implementing office as Region VIII office in Palo, Leyte Province.

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In January 2015, DPWH organized a technical Working Group (TWG) in Region VIII. Also DPWH appointed Mr. Edgar Tabacon, Assistant Regional Director as the Project Manager.

Responding to the formulation of TWG by DPWH, JICA organized an expert team for structure measure planning and design and dispatched it from April 2015 in order to work together with DPWH.

1.2 Role of DPWH and JICA Regarding the JICA’s technical assistance to DPWH, the following were confirmed between DPWH and JICA in December 2014.

GPH Goal: realization of tangible physical protection structure (i.e., Road Heightening and Tide Embankment) to protect from the storm surge affected before 2015 / 2016.

Prompt action is highly required as a first priority.

Therefore special Procedure to be considered to accelerate the implementation of the Project, however, environmental and social protection shall be carefully considered.

Section 3 and 4 were prioritized, yet it contains some areas that need resettlement and/or land acquisition.

Phasing approach is necessary for planning and implementing the physical protection for the entire section.

Basic Design should be conducted for the prioritized section that has less land issue and negative impact on residents & environment, within Section 3 & 4, in order to accelerate the realization of physical protection. Source: JICA HQ Figure 1.2-1 Confirmed Basic Contents between DPWH and JICA

Also among DPWH and JICA, the task demarcation for the planning and basic design for the Project was agreed as shown in Figure 1.2-2.

Figure 1.2-3 shows the organization chart of the DPWH Project including the position of JICA Study Team. Under the oversight of DPWH HQ, the Region VIII office is organizing the technical working group for the Project actually headed by Assistant Regional Director. The Region VIII office is outsourcing some works to local consultants regarding the geotechnical investigation, topographical survey, basic planning and design. JICA Study Team assists DPWH in terms of his management of local consultants.

Special attention was made that basic design which shall be supported by JICA was only for the prioritized section (assumed about 3 km) among Section 3 and 4.

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Source: JICA HQ Figure 1.2-2 Proposed Task Demarcation

Figure 1.2-3 Organization Chart for DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4 (Tacloban-Palo)

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1.3 The Project The Project to be planned in this report can be called as follows, based on the DPWH documents. Project Title : Project on Road Heightening and Tide Embankment for Section 3 and 4 Project Area : Tacloban City and Palo Municipality in Leyte (Region VIII) Implementation Agency : DPWH Finance : DPWH(100%)

The location of Section 3 and 4 is shown in Figure 1.3-1. The lengths of Section 3 and Section 4 are 5,200 m and 7,800 m, respectively as lengths of existing road. The categorization such as heightening of road and tide embankment in the figure is from initial concept of the project, which is subject to change in the basic planning.

Source: JICA Study Team Figure 1.3-1 Location of Section 3 and 4

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1.4 This Report This report is a draft supporting report for Basic Planning (Section 3 and 4) based on the collaboration work between DPWH and JICA Study Team.

It is expected that this report will be utilized by DPWH and other relevant organization to finalize the basic plan and design of the Project.

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Chapter 2 Definitive Planning Conditions

2.1 General Conditions

2.1.1 Climatological and Meteorological Characteristics in the Project Area

(1) Climatological Characteristic of Philippines Climate of the Republic of Philippine is characterized to tropical climate, whose temperature keeps more than 27°C, average temperature ranges between 28°C, and average temperature ranges between 28°C and 36°C, high temperature at inland and outer areas of islands besides relatively low at mountainous area. Average relative humidity varies from 70% to 85%. Annual precipitation of the Philippines is 2,030mm that more rainfall occurs at coastal area more than at mountainous area.

In western part, rainy season lasts from May to November dry season from December to April. Besides in eastern part, though rainy season lasts from December to April with unpronounced dry season. Climatological classification in the Philippines and the Project Area are described further in Section (2).

In the Philippines, occurrence of typhoons and tropical low pressures are mostly concentrated between July and December that approximately twenty (20) typhoons pass on/nearby the islands of Philippines.

(2) Climatological Classification of the Project Area According to Climatological Classification of Philippine issued by PAGASA, climate types of Philippine are classified into four (4) types as shown in Table 2.1-1 and illustrated in Figure 2.1-1. Climate type of The Study Area is categorized into “Type4”. Table 2.1-1 Descriptions of Classified Climatological Characteristics

Type Description

Type1 Two pronounced seasons, dry from December to May and wet from June to November

Type2 No dry season with a very pronounced maximum rain period in December and January

No very pronounced maximum rain period, with a short dry season lasting only from one to three Type3 months

Rainfall is more or less evenly distributed throughout the year. This resembles the second type Type4 more closely since it has no dry season

Source: http://web.pagasa.dost.gov.ph/index.php/astronomy/93-cad1/472-climate-projections

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The Study Area

Source: http://web.pagasa.dost.gov.ph/index.php/astronomy/93-cad1/472-climate-projections

Figure 2.1-1 Climatological Classification Map of Philippine

(3) Climatological and Meteorological Characteristics of the Project Area Table 2.1-2 summarizes general climate condition in Tacloban City retrieved from “weatherbase” (http://www.weatherbase.com). Tacloban City is categorized as tropical rainforest climate (Köppen: Af) with high temperature and high humidity, whose monthly precipitation keeps more than 120mm throughout a year. Average of Monthly Maximum Temperature is 29.4°C, highest temperature takes place on May with 31 °C and lowest temperature on January with 23 °C. Recorded highest monthly temperature occurred on December with 41.1°C while lowest temperature on December with 12.8°C, too. High humidity keeps through a year, which is more than 80%. Table 2.1-2 Summary on Climate in Tacloban

Item Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Annual

Recorded Monthly High Temperature (°C) 37 35 40 40 39 38 38 38 39 38 37 41 41 Average Monthly High Temperature (°C) 27 28 29 30 31 30 30 31 30 30 29 28 29.4 Average Monthly Low Temperature (°C) 23 23 23 25 25 25 25 25 25 25 24 23 24.3 Recorded Monthly Low Temperature (°C) 16 19 20 20 21 21 16 20 20 21 16 12 12 Average Monthly Relative Humidity (%) 85 84 82 81 82 82 82 81 82 84 86 86 83.1

Source: http://www.weatherbase.com/weather/weather.php3?s=5589&cityname=Tacloban-Eastern-Visayas-Philippines=

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As mentioned in the Section (3), the Project area is classified into “Type4” in Philippines Climate Type, with unclear difference between dry and rainy seasons. Rainfall occurs through a year (as shown in Figure 2.1-2), and increases between November to February. The biggest rainfall event in Tacloban is a continuous rainfall recorded on March 16, 2011, with daily rainfall of 397mm (as shown in Figure 2.1-3). Its return period is beyond 400 years. According to LGUs Staff of Palo and Tanauan, it was the most serious flood occurred.

450 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Annual 400 Tacloban 312 238 190 119 143 174 175 149 168 212 289 359 2,527 Tolosa 298 234 201 113 115 201 147 135 147 218 286 358 2,414 350 Dagami 385 298 242 177 181 261 233 209 230 296 383 401 3,255 300 250 200 150 100 50 0 Average Monthly Rainfall Monthly Average (mm) Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Tacloban Tolosa Dagami Data Source: Daily and six(6) hourly Rainfall observed by PAGASA, organized by JICA Project Team Figure 2.1-2 Average Monthly Rainfall

450

400

350

300

250

200

150

100

50 Annual Maximum (mm) Annual Rainfall Daily 0 1961 1962 1963 1964 1965 1966 1967 1968 1969 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 1981 1982 1983 1984 1985 1986 1987 1988 1989 1990 1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 2001 2002 2003 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014

Data Source: Daily and six (6) hourly Rainfall observed by PAGASA, organized in The Project *Annual rainfall in 2013was removed due to malfunction of rainfall gauge during Typhoon YOLANDA. Figure 2.1-3 Annual Maximum Daily Rainfall in Tacloban

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2.1.2 Geology Four rock formation units can be found within the immediate area of Tacloban City and its nearby towns. These are: the Quaternary Alluvium (1.6 mya to present); the Turbidite (successively layered rocks) sequence of Bagahupi Formation, which is Pliocene (0.01 to 1.6 mya) in age; the San Ricardo Formation, which is Early to Middle Miocene (11 to 23 mya) in age; and the Tacloban Ophiolite (Balce, C., 1997, pers. Comm..), which encompasses the successive sequence of Schists, Volcanic, Serpentine and Gabbroic rocks all thought to be of Cretaceous (65 to 135 mya) in age.

The Tacloban Ophiolite is represented by the long stretch of small mountain chains located west of Tacloban, which extends in a northwest-southeast manner. Limited observations of igneous rock exposures at Salvacion and Tigbao suggest basaltic origin of the rocks found in the areas mentioned. The northern portions of Tacloban, specifically those located at the rolling hills, are underlain by the slightly dipping Bagahupi sedimentary sequence, which has some outcrop exposures at road cuts of hilly portions and along the shoreline of Tagpuro facing the San Juanico Strait. Exposures are also present at the protruding headland at Anibong Bay where three fuel depots are located.

The Tacloban City proper is underlain by the Sedimentary sequence of the San Ricardo Formation, which is very slightly dipping. This can be observed at the Kanhuraw Hill which is characteristically rising within a generally lowland area.

The Quaternary Alluvium overlies most of the older rock units in different areas and it consists of recent soil deposits and sands, which can be loose or compacted. The coastal areas and plains are covered by this kind of rock unit, like those found along the bounding bodies of water. The Tacloban Airport at San Jose is in itself underlain by compacted young sand deposits, which form a characteristic sandspit structure (a coastal feature which denotes a protruding sand body towards the sea and is attached to the mainland). Many places are underlain by the compacted sands and soils, such as those at San Jose and places southwest of Tacloban City proper.

Two minor fault lines have been previously mapped out in the immediate area of Tacloban. One is located at the western flank of the mountain chains west of Tacloban, while the other exists at the northern area, which serves as the boundary between the Tacloban Ophiolite and the Bagahupi formation. These faults are identified as thrust faults and are possibly inactive, but detailed studies and data regarding the actual nature of these two geologic structures are non-existent. The potential of these structures as earthquake generators cannot be discounted at the moment.

Tacloban City has deposits of metallic and non-metallic mineral resources. Metallic deposits consist of copper and iron. Non –metallic minerals are comprised of red-burning clay which is used for producing bricks and pottery and chert dimension stone used as interior and exterior building materials.

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Table 2.1-3 Geologic Classification Tacloban City, 2011 Geologic Type Area Covered Location Along coastal areas ; areas southwest Quaternary Alluvium San Jose District of city proper Bagahupi Formation Tagpuro facing San Juanico Strait Brgy. 108 San Ricardo Formation Tacloban City proper Kanhuraw Hill Northern Barangays, small mountain chains west of Tacloban, extending to Brgy. 104, 94, Tacloban Ophiolite the northwest-southeast side of the Anibong Bay city Source: CPDO, Tacloban City

2.1.3 Topography in Tacloban-Palo-Tanauan The topography in Tacloban-Palo-Tanauan, especially the urban areas along coast line, can be characterized by the flat and low lying area of the Leyte plain. The most of the urban area was below 5 m above mean sea level. The storm surge caused by the typhoon Yolanda submerged such low-lying area.

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Source: JICA Study Team, Note: Contour line is in meter above mean sea level Figure 2.1-4 Topographical Map in Project Area

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2.2 Planning Sections

2.2.1 Alignment The basic policies to decide the alignment of the structure are

To protect the area affected by Typhoon Yolanda

To prioritize on the protection of urban area

To utilize the existing road as the elevated road alignment as an initial concept

To minimize the number of affected people

Based on the above basic policies JICA Study Team had a series of discussion with DPWH, Tacloban City, Palo Municipality and Tanauan Municipality in terms of the appropriate alignment in July-September 2014. All City/Municipalities favor the utilization of the existing road and the maximization of the protected area.

DPWH would like to implement the road project by reducing the number of the affected people.

The resultant alignment is shown in Figure 2.2-1 as an initial concept. In Tacloban, Palo and Tanauan, the alignment shall protect the central business area, most of the urban area while it remains large swamp area between Palo and Tanauan.

The alignment is divided into 6 sections from Tacloban to Tanauan. The total length of the 6 sections is 27.3 km as shown in Table 2.2-1. Table 2.2-1 Section Name and Length for the Alignment

Section Name & LGU Length (km)

Section 1: Tacloban 4.2 Section 2 : Tacloban 2.9 Section 3: Tacloban 5.2 Section 4 : Tacloban-Palo 7.8 Section 5: Palo-Tanauan 4.1 Section 6: Tanauan 3.1 Total 27.3 Source: JICA Study Team

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A1-1-29 30 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

Source: JICA Study Team

Figure 2.2-1 Proposed Initial Alignment (left) and Storm Surge Hazard Map for 50 years(right)

2.2.2 Priority Sections for Basic Planning Section 3 and Section 4 were selected by DPWH for the objective of Basic Planning as explain in Chapter 1.2.

2.3 External Force Conditions

2.3.1 Probable Protection Level Derived from extreme value statistics (based on minimum central pressure for each year for typhoons that have passed the Leyte Gulf between 1951 and 2013）was tabulated as shown in Table 2.3-1. The elevations for Tacloban, Palo and Tanauan shown in the table are the representative value while the actual distribution of the elevation along the coastal line is more detailed. For example, in Tacloban (airport), during the Typhoon Yolanda the maximum storm surge was MSL+4.2m while for the 50 years return period it was MSL+3.4 m, which is 0.80 m

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A1-1-30 31 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

lower than the Yolanda case. Also as it goes to south toward Tanauan, the maximum storm surge height decreases. Table 2.3-1 Probable Storm Surge Elevation for various return periods

Tacloban Typhoon scale Palo Tanauan (Airport) Yolanda 4.2m 3.6m 3.1m Pres. :895hPa

50year 3.4m 3.0m 2.5m Pres.: 915hPa

30year 2.8m 2.5m 2.1m Pres. : 928hPa

10year 1.6m 1.4m 1.2m Pres.: 956hPa Source: JICA Study Team

Figure 2.3-1 shows the Simulated Storm Surge Hydrograph for various return periods at Tanauan. The time of horizontal axis is Nov. 8, 2013. It is shown that before 8AM, Nov.8, 2013 there was a peak of storm surge in the case of Typhoon Yolanda. The hydrographs for other return periods were created by reducing the hydrograph of Yolanda case.

Source: JICA Study Team

Figure 2.3-1 Simulated Storm Surge Hydrograph for various return periods at Tanauan

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A1-1-31 32 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

The probable affected (inundation) area by storm surge was simulated for 10 years, 50 years return period and Yolanda case. The resultant hazard maps are shown in Figure 2.3-2. The return period of Yolanda case is approximately 100 years and more rare. Compared the Yolanda case with the 50 years return period case, there do not seem big difference in terms of the inundation area.

Source: JICA Study Team

Figure 2.3-2 Probable inundation area by storm surge for 10 and 50 years return period and Yolanda case

2.3.2 Protection Level The return period of Typhon Yolanda was estimated to be more than 100 years. The factors to be considered for the protection level are

The return period of Typhoon Yolanda

Protection level by structure in the Philippines

The 50 years return period was selected as the protection level for Tacloban, Palo and Tanauan against the Storm Surge.

The above 50 years return period is estimated on the storm surge, however, for the structure design, tsunami event was considered as later discussed. The external force condition for tsunami was based on rough analysis in the READY Project tentatively. Thus, further study is needed for the structure design when tsunami force is taken into account.

As another issue, because at present the ground condition is not cleared yet for this structure

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A1-1-32 33 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

design, earthquake force including liquefaction was not done. Depending on the result of geotechnical investigation in the basic design phase in the future, further countermeasure might be necessary.

2.4 Top Elevation of Heightened Road/Tide Embankment

2.4.1 Profile The top elevation of the elevated road / tide embankment was set as shown in Table below based on the simulation result for 50 years return period. The top elevation was decided by the storm surge deviation and estimated wave while not considering free board and the over top wave is allowed.

The top elevations of elevated road and tide embankment were shown in Table 2.4-1. The top elevation varies from 4.5 m to 2.8 m above MSL. The section 2, 3, 4 and 6 were divided into 2 to 4 subsections because of indicating type of structure. “HER” means heightening of existing road and “TE” means tide embankment. “D” and “A” after the “HER” or “TE” are distant and adjacent, respectively.

Table 2.4-1 Top Elevation of Elevated Road and Tide Embankment S-1 S-2 S-3 S-4 S-5 S-6 Section 1 2-1 2-2 3-1 3-2 4-1 4-3-2 4-4-1 4-4-2 5 6-1 6-2 Required Height of 4.5m 4.0m 4.0m 4.0m 4.0m 3.5m 3.5m 3.5m 3.5m 3.0m 2.8m 2.8m Embankment*1 Inundation Height 4.83m 5.10m 5.10m 5.10m 4.55m 3.53m 3.60m 3.53m 3.53m 3.20m 2.85m 3.20m by Yolanda*1, *2 HER- HER- HER- HER- HER- HER- HER- HER- Type of Structure*3 TE-A TE-A TE-D TE-A D A D D A D D D *1: From MSL (Mean Sea Level) *2: Based on Storm Surge Simulation *3: HER (Heightening of Existing Road), TE (Tide Embankment), D (Distant from Shoreline), A (Adjacent to Shoreline) Source: JICA Study Team

Figure 2.4-1 shows the profile of existing road top elevation for Section 3 & 4, based on the Lidar Survey result in the JICA Study. The figure also shows the proposed embankment top elevation for reference. The difference between the road elevation and the proposed top embankment elevation is regarded as the necessary heightening work in the Project. In Section 3, 2 meter heightening can be needed in most of the section, while locally 2.5 m heightening is needed in Section 4.

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A1-1-33 34 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

Source: JICA Study Team

Figure 2.4-1 Profile of Existing Road Elevation

2.5 Physical Benefit by the Project

2.5.1 Analysis Case In order to estimate the effects of the structure measure, the following 2 cases were analyzed by inundation simulation for with and without projects.

50 years return period storm surge (the proposed)

Yolanda case storm surge

2.5.2 Effect of Structural Measure By the proposed structure, for the 50 years return period storm surge, 30,800 houses/buildings will be protected from the inundation and the area of 27.3 km2 will be protected (Figure 2.5-1).

For the Yolanda case, due to the flow over the structure, 6,900 houses/buildings will be protected from the inundation and the area of 10.0 km2 will be protected (Figure 2.5-2).

Figure 2.5-3 and Figure 2.5-4 shows the reduction of inundation area by depth for 50 years return period and the Yolanda case, respectively. It is obvious that for the 50 years return period case, the inundation will be eliminated. For the Yolanda case, the area whose inundation depth is more than 1m would be protected by mitigating deep inundation.

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A1-1-34 35 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

Figure 2.5-5 and Figure 2.5-6 shows the reduction of inundated houses/buildings by depth for 50 years return period and the Yolanda case, respectively. It is obvious that for the 50 years return period case, the inundated houses will be saved. For the Yolanda case, the houses/buildings at which inundation depth is more than 1m would be protected by mitigating deep inundation.

Source: JICA Study Team

Figure 2.5-1 Reduction of Inundation Area for 50 years return period

Source: JICA Study Team

Figure 2.5-2 Reduction of Inundation Area for Yolanda Case

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A1-1-35 36 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

Source: JICA Study Team

Figure 2.5-3 Reduction of Inundation Area for various Depth range (50 years return period)

Source: JICA Study Team

Figure 2.5-4 Reduction of Inundation Area for various Depth range (Yolanda case)

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A1-1-36 37 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines DPWH Project on RoadFinal ReportHeightening (II) Appendix and Tide Technical Embankment Supporting for Section Report 13 (Volandume 4, Tacloban-Palo1, Chapter 2) Draft Supporting Report for Basic Planning

Source: JICA Study Team

Figure 2.5-5 Reduction of Submerged Houses for various Depth range (50 years return period)

Source: JICA Study Team

Figure 2.5-6 Reduction of Submerged Houses for various Depth range (Yolanda case)

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A1-1-37 38 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4, Tacloban-Palo Draft Supporting Report for Basic Planning Chapter 3 Alternative Plan Settings

3.1 Study of alignment and structures

3.1.1 Existing conditions along the proposed initial alignment

1) Proposed initial alignment in section 3 and section 4

Proposed initial alignment in section 3 and section 4 utilizes the existing road as shown in Figure 3.1-1. This alignment was proposed in light of prioritizing on the protection of urban area, minimizing the number of affected people.

Source: JICA Study Team

Figure 3.1-1 Proposed Initial Alignment

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A1-1-38 39 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4, Tacloban-Palo Draft Supporting Report for Basic Planning

3.1.2 Study of existing conditions In the study of structure measures, a field survey was first carried out and the following points were examined: land use conditions, circumstances of roads and crossings, and locations of houses near the initial planned embankment. As a result, the following issues were identified regarding the proposed initial alignment.

There is a large volume of traffic, indicating the possibility of considerable road traffic disruption during the construction work to heighten the road. (Issue-a) There are many intersections, and near junctions, sloped "transition sections" will be necessary on roads connecting to the heightened road. (Issue-b) There are many sections with houses built next to the road. (Issue-c) There are many houses, factories, and other facilities between the proposed initial alignment and the shoreline, meaning that the area that should be protected cannot be sufficiently covered. (Issue-d) “No Build Zone” has been established to the seaward side of the proposed initial alignment. (Issue-e)

In consideration of the above issues, and in order to decrease their impact to the extent possible, a further two plans are proposed in addition to the proposed initial alignment: a plan in which a protection wall is constructed along the road and a plan in which a tide embankment is constructed along the shoreline. A comparative study is made of the three alignments shown below.

Case-A : Road heightening plan (proposed initial alignment) Case-B : Tide protection wall plan (alignment along the seaward side of the road in Case A) Case-C : Tide embankment plan (alignment along the shoreline)

Table 3.1-1 shows another alignments compatible with the issues of the proposed initial alignment. Table 3.1-1 Another alignments compatible with the issues of the proposed initial alignment Alignment plan capable of Issues of the proposed initial alignment coping with the issue Case-B Case-C Coping with traffic measure under Issue-a Possible Possible construction Coping with transition sections in the Issue-b Possible※ Possible intersection Coping with houses built next to the Issue-c Impossible Possible road Issue-d Coping with extension of protection area Impossible Possible Issue-e Coping with “NO BUILD ZONE” Impossible Possible Note ※) In order to decrease the impact in the connecting road to heightened road, it is necessary to set a gate in the intersection.

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A1-1-39 40 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4, Tacloban-Palo Draft Supporting Report for Basic Planning

3.1.3 Alternative alignments Based on the study of the existing conditions, alignment for Case-A, Case-B and Case-C was set for each of the section 3 and section 4.

1) Section 3

Alternative alignments (Case-A, Case-B and Case-C) was studied for the whole section 3, taking existing conditions into consideration. The section is subdivided into 3 sections, from section 3-1 in the north to section 3-3 in the south.

Source: JICA Study Team

Figure 3.1-2 Alternative Alignments for Section 3 a) Section 3-1

Alternative alignments for section 3-1 is shown in Figure 3.1-3.

Source: JICA Study Team

Figure 3.1-3 Alternative Alignments for Section 3-1

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A1-1-40 41 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4, Tacloban-Palo Draft Supporting Report for Basic Planning

b) Section 3-2 and 3-3

Alternative alignments for section 3-2 and 3-3 is shown in Figure 3.1-4.

Source: JICA Study Team

Figure 3.1-4 Alternative Alignments for Section 3-2

2) Alternative alignments for section-4

Alternative alignments (Case-A, Case-B and Case-C) was studied for the whole section 4, taking existing conditions into consideration. The section is subdivided into 7 sections, from section 4-1 in the north to section 4-7 in the south.

Source: JICA Study Team

Figure 3.1-5 Alternative Alignments for Section 4

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A1-1-41 42 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4, Tacloban-Palo Draft Supporting Report for Basic Planning

a) Section 4-1 and 4-2

Alternative alignments for section 4-1 and 4-2 is shown in Figure 3.1-6.

Source: JICA Study Team

Figure 3.1-6 Alternative Alignments for Section 4-1 and 4-2 b) Section 4-3, 4-4 and 4-5

Alternative alignments for section 4-3, 4-4 and 4-5 is shown in Figure 3.1-7.

Source: JICA Study Team

Figure 3.1-7 Alternative Alignments for Section 4-3, 4-4 and 4-5

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A1-1-42 43 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4, Tacloban-Palo Draft Supporting Report for Basic Planning

c) Section 4-6 and 4-7

Alternative alignments for section 4-6 and 4-7 is shown in Figure 3.1-8.

Source: JICA Study Team

Figure 3.1-8 Alternative Alignments for Section 4-6 and 4-7

3.1.4 Structure types for alternative alignment Based on the result of existing conditions study, the structure type for 3 alternative alignments including the initial alignment was studied. The basic idea on the structure type of 3 alternative alignments, which is named Case-A, Case-B and Case-C, is summarized as follows.

1) Case-A

Case-A is the proposed initial alignment which will utilize the existing road. Structure type corresponding to Case-A is shown in Figure 3.1-9 and Figure 3.1-11. Embankment structure shown in Figure 3.1-9 is the standard structure of road heightening, whereas concrete wall structure shown in Figure 3.1-11 shall be applied when removal of existing buildings along the road is not possible. Alignments for both type of structure are the same as shown in Figure 3.1-10 and Figure 3.1-12.

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A1-1-43 44 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4, Tacloban-Palo Draft Supporting Report for Basic Planning

Source: JICA Study Team

Figure 3.1-9 Structural type of Case-A (embankment)

Source: JICA Study Team

Figure 3.1-10 Alignment of Case-A (embankment)

Source: JICA Study Team

Figure 3.1-11 Structural type of Case-A (concrete wall)

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A1-1-44 45 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4, Tacloban-Palo Draft Supporting Report for Basic Planning

Source: JICA Study Team Figure 3.1-12 Alignment of Case-A (concrete wall)

2) Case-B

Case-B is basically parallel to proposed initial alignment (Case-A), and it runs alongside of the existing road. As shown in Figure 3.1-14Figure 3.1-14tidal protection wall will be installed on the sea side of the road so that the existing road and surrounding buildings on the land side will not be affected.

Source: JICA Study Team

Figure 3.1-13 Structural type of Case-B (tidal protection wall)

Source: JICA Study Team Figure 3.1-14 Alignment of Case-B (tidal protection wall)

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A1-1-45 A1-1- 46 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4, Tacloban-Palo Draft Supporting Report for Basic Planning

3) Case-C

Case-C is embankment within the NBZ, centerline of the embankment being 30 meters from the shoreline so that the structure itself lies inside the NBZ, which is 40 meters from the shoreline. This case does not affect the existing road, nor the buildings alongside of the road.

Source: JICA Study Team

Figure 3.1-15 Structural type of Case-C (embankment)

Source: JICA Study Team

Figure 3.1-16 Alignment of Case-C (embankment)

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A1-1-46 47 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4, Tacloban-Palo Draft Supporting Report for Basic Planning

3.2 Area to be protected by Structural Measure

(1) Introduction The initially proposed plan was to protect the urban area as a basis of “heightening the existing roads” against the storm-surge of the 50 yrs. return period.

The initially proposed alignment was the heightening of the existing road and number of protected houses and buildings were calculated for the assessment of benefit of the project. In this basic planning report, more detailed benefit such as the protected area and number of houses for each alternative alignment was studied as follows.

(2) The area and number of houses to be protected for alternative alignment.

1) The area and number of houses to be protected for alternative alignment

The area and number of houses that will be protected have been calculated for alternative alignment. Since Case-B traces almost the same alignment as case-A, the area and number of houses that will be protected by case-B are deemed same as that of Case-A.

The calculation is based on a storm surge analysis with 50 years return period.

a) Case-A and Case-B

The calculated area and number of houses that will be protected by the Case-A is shown in the table below. Table 3.2-1 Protectable area and number of houses for Case-A and Case-B（Section 3 & 4） Inundation area（m2） No. of houses（unit） No. of Protectable Unprotectable Unprotectable protectable Section area area houses houses （landward） （seaward） （seaward） （landward） Section 3 3,748,500 3,773,700 9,482 2,616 Section 4 11,073,600 1,627,200 11,667 750 Total 14,822,100 5,400,900 21,149 3,366 73% 27% 86% 14%

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A1-1-47 48 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4, Tacloban-Palo Draft Supporting Report for Basic Planning

a) Case-C

The calculated area and number of houses that will be protected by the Case-C is shown in the table below. Table 3.2-2 Protectable area and number of houses for Case-C（Section 3 & 4） Inundation area （m2） No. of houses （household） No. of No. of Protectable Unprotectable protectable unprotectable Section area （land area （sea houses （land houses （sea side） side） side） side） Section 3 7,081,200 441,000 11,117 981 Section 4 12,700,800 0 12,417 0 Total 19,782,000 441,000 23,534 981 98% 2% 96% 4%

2) Observations

27% of all inundation area and 14% of all the number of inundation houses exist outside of the protection line for Case-A and Case-B. Large scale production plants such as Coca-Cola Co. and San Miguel are also excluded from the protection for Case-A and Case-B.

The area and number of affected households decreases drastically for Case-C compared to that of Case-A and Case-B.

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A1-1-48 49 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4, Tacloban-Palo Draft Supporting Report for Basic Planning

3.3 Land use, land property and resettlement Since the project affects the existing land use and its plan, project area’s relationship with existing land use plan (CLUP) should be mentioned in this chapter first.

Moreover, relocation of affected households by the LGU (Tacloban city and Palo municipality) and acquisition of affected lots shall also be completed before the implementation of the work. With regard to the project area, Tacloban city had enacted an ordinance concerning the No Dwelling Zone (NDZ), which is 40 meters from the shoreline and has already made an resettlement action plan to relocate households that are living inside, regardless of the DPWH’s project.

Therefore, facts and situation of NDZ surrounding the alignment also should be mentioned here.

3.3.1 Relationship with CLUP

1) General situation

Table 3.3-1 shows main land use plan of seashore according to the existing CLUP of Tacloban and Palo. The referred document is listed below. Whole of section 3 falls within the city of Tacloban whereas section 4 lies on Tacloban and Palo. Proposed Land Use Map, CY2012-2021，CLUP 2013-2022 Tacloban City Land Use Map, CLUP 2001-2010 Palo Municipality Urban land Use Plan, 2001-2010, POST–DISASTER REDEVELOPMENT PLAN Palo Municipality

Table 3.3-1 Main Land Use Plan in Section 3 and Section 4 in current CLUP

Section Main land use plan of seashore Municipality 3 Mid-density commercial area, low Tacloban density industrial area (Coca-Cola Co. and San Miguel), and public use land 4 Low density commercial area, low Tacloban density residential area, and public use Palo land

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2) Tacloban a) Designation situation of commercial area

In the CLUP (2013-2022), the existing 225.65 hectares commercial area within the present downtown zone otherwise called the Central Business District are to be increased by 300 hectares in the Cancabato area by way of the reclaimed portion. This will serve as a buffer zone of the Cancabato Bay which is just a few kilometers away. But the reclaimed portion will not be needed if the existing road heightening or tidal embankment project is completed there.

CBD The reclaimed portion

Cancabato Bay

Figure 3.3-1 Proposed commercial areas (CLUP 2013-2022)

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A1-1-50 51 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4, Tacloban-Palo Draft Supporting Report for Basic Planning

b) Designation situation of residential areas

The sea side of the southern region of the airport is specified as residential area. However, the area was inundated by the storm surge caused by Yolanda and it got severely damaged.

In order to develop the area as a safe residential area, protection by “heightening the existing roads” or” tide embankment” is strongly expected.

Figure 3.3-2 Proposed residential areas byCLUP 2013-2022

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3) Palo

In Paro in CLUP (2001-2010) northern part of the coastal areas have been specified as residential area. But following the damage caused by Yolanda, in ”POST–DISASTER REDEVELOPMENT PLAN”, the area is designated as NO-BUILD ZONE and ECOTOURISM ZONE.

Figure 3.3-3 Urban land use plan (CLUP 2001-2010)

NO-BUILD ZONE

ECOTOURISM ZONE

MANGROVES

Figure 3.3-4 Protection area map (Post-disaster redevelopment plan)

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A1-1-52 53 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4, Tacloban-Palo Draft Supporting Report for Basic Planning

3.3.2 No-build zones (NBZs) and No-dwelling zones (NDZs)

1) Facts and problems of no-build zones or no-dwelling zones (NDZs)

The President declared that the areas within 40 meters from the shoreline should be established as no-build zones where hazard risk is too serious to be mitigated while it is threatening people’s lives and properties. Consequently several LGUs, including Tacloban City, Palo and Tanauan municipalities enacted their own ordinances to establish no-build zones or no-dwelling zones. Later, no-dwelling zones are redefined and classified into safe, unsafe and controlled zones of which clarification shall be defined. Development of resettlement sites is awaited by the affected families specifically from the hazard areas; however there are a number of issues involved in provision of shelters, which include,

Temporary and permanent shelters in safe areas are not sufficiently provided.

A newly introduced policy of no-dwelling zones (NDZs) (safe, unsafe and controlled zones) lacks clarification on the definition and implementation procedure.

Development of relocation sites and shelters tends to be delayed due to difficulties in acquisition of lands.

Relocation sites tend to have problems of insufficient public facilities, lack of livelihood opportunities, isolation from the community of the origin, etc.

2) The situation of resettlement in Tacloban and Palo

Tacloban city has made a resettlement action plan for the households living inside the NDZs and will start relocating the residents from summer 2015. However there’s a serious lack of permanent shelters. The resettlement action plan has been made before the consultation of the tide embankment project, although it coincides with the schedule of the project.

In terms of land use policy, Tacloban city had designated the Cancabato Bay as an eco-tourism zone and decided to ensure the environment of the bay. Pollution from households along the bay have been their concern. The city also had an intention to clear the slum and expand the commercial district along the bay. The resettlement of informal settlers in the area was already in their scope.

On the other hand, Palo municipality have not made a resettlement action plan so far and it shall be formulated for irrespective of the selection of alternative alignments.

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3.4 Comparison of alternative Cases The three (3) cases in terms of alignments with combination of structure type have been discussed so far in this report.

For the definitive plan setting, the comparison of alternative Cases were made by several viewpoints, such as viewpoint of accessibility of existing road or house, viewpoint of traffic condition during construction, viewpoint of number of households outside the protection, an esthetic viewpoint and viewpoint of construction cost.Figure 3.4-1 and Figure 3.4-2 shows the results of comparison of alternative Cases for Section 3 and 4, respectively.

In the Section 3, considering the viewpoint of accessibility of existing road or house and traffic condition during construction, Case-A whose structural type is road heightening plan and Case-B whose structural type is tide protection wall plan show very good evaluation for these viewpoints as shown in Figure 3.4-1. Furthermore, in consideration of the protection effect, the protection area of Case-A and Case-B is less than that of Case-C in the section 3.

While the rough estimate of construction cost of Case-C is slightly higher than Case-B, from the comprehensive viewpoint, Case-C which structural type is tide embankment plan will be the most desirable plan. The construction cost shall be estimated in the course of the basic design and detailed design phase.

Therefore in Section 3, basically the Case-C concept is preferable.

In the Section 4, due to the site condition, the comparison for Case-A and Case-C was made as shown in Figure 3.4-2. The considered viewpoints are same as in the Section 3. In all viewpoints, Case-C can be regarded as better evaluation than Case-A. Also the construction cost of Case-C is much cheaper than Case-A.

Therefore in Section 4, the Case-C concept is preferable.

Based on the above evaluation, the basic plan for Section 3 and 4 was made applying Case-C concept as shown in next Chapters.

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A1-1-54 A1-1- 55 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4, Tacloban-Palo Draft Supporting Report for Basic Planning

is bad is ★ is fair, is ★★ is good, good, is ★★★ Comparison for alternative Cases for section 3 section for Cases for alternative Comparison

Figure 3.4-1 Figure Note) Symbol of evaluationcolumn means as follows: the

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A1-1-55 56 The Urgent Development Study on the Project on Rehabilitation and Recovery from Typhoon Yolanda in the Philippines Final Report (II) Appendix Technical Supporting Report 1 (Volume 1, Chapter 2) DPWH Project on Road Heightening and Tide Embankment for Section 3 and 4, Tacloban-Palo Draft Supporting Report for Basic Planning

Note) Symbol of evaluation column means as follows: the ★★★ is good, ★★ is fair, ★ is bad Figure 3.4-2 Comparison for Alternative Case for Section 4

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A1-1-56 57